Numerical Analysis of the Soil Compaction Degree Under Multi-Location Tamping

doi:10.1007/s12204-017-1856-y

摘要/Abstract

摘要： Abstract: Dynamic compaction (DC) is an efficient soil improvement technique. The previous numerical studies mainly focus on the soil response of single location tamping, but ignore the soil compaction degree under multilocation tamping. In this study, a numerical investigation of multi-location tamping in granular soils is carried out using three-dimensional (3D) finite element model (FEM). The behaviors of the granular soils are described by means of the viscoplastic cap model. The constitutive relationship of the soils is implemented into LS-DYNA and is integrated with 3D FEM for numerical investigation. Then utilizing the field data from the previous studies, we investigate the soil compaction degree at different stages by a case of two basic patterns, and discuss the cause of soil response. Lastly, we evaluate the effect of construction parameters on soil compaction. The simulation results show that the previous tamping affects the soil compaction degree beneath the adjacent tamping location, and the effect is greater near the side of previous location. Meanwhile, the soil compaction degree around the existing tamping crater weakens due to the adjacent tamping. Moreover, the rational selection of DC construction parameters can improve the soil compaction degree, and some hints on the effect of soil compaction are given.

关键词: dynamic compaction (DC), soil improvement, multi-tamping locations, finite elements, plastic volumetric strain

Abstract: Abstract: Dynamic compaction (DC) is an efficient soil improvement technique. The previous numerical studies mainly focus on the soil response of single location tamping, but ignore the soil compaction degree under multilocation tamping. In this study, a numerical investigation of multi-location tamping in granular soils is carried out using three-dimensional (3D) finite element model (FEM). The behaviors of the granular soils are described by means of the viscoplastic cap model. The constitutive relationship of the soils is implemented into LS-DYNA and is integrated with 3D FEM for numerical investigation. Then utilizing the field data from the previous studies, we investigate the soil compaction degree at different stages by a case of two basic patterns, and discuss the cause of soil response. Lastly, we evaluate the effect of construction parameters on soil compaction. The simulation results show that the previous tamping affects the soil compaction degree beneath the adjacent tamping location, and the effect is greater near the side of previous location. Meanwhile, the soil compaction degree around the existing tamping crater weakens due to the adjacent tamping. Moreover, the rational selection of DC construction parameters can improve the soil compaction degree, and some hints on the effect of soil compaction are given.

Key words: dynamic compaction (DC), soil improvement, multi-tamping locations, finite elements, plastic volumetric strain

中图分类号:

TU 435

WANG Wei1,2 (王威), DOU Jinzhong2 (窦锦钟), CHEN Jinjian2 (陈锦剑), WANG Jianhua2* (王建华). Numerical Analysis of the Soil Compaction Degree Under Multi-Location Tamping[J]. 上海交通大学学报（英文版）, 2017, 22(4): 417-433.

WANG Wei1,2 (王威), DOU Jinzhong2 (窦锦钟), CHEN Jinjian2 (陈锦剑), WANG Jianhua2* (王建华). Numerical Analysis of the Soil Compaction Degree Under Multi-Location Tamping[J]. Journal of shanghai Jiaotong University (Science), 2017, 22(4): 417-433.

参考文献 40

[1]	M′ENARD L, BROISE Y. Theoretical and practical aspects of dynamic consolidation [J]. Geotechnique, 1975,25(1): 3-18.
[2]	LU Y, TAN Y. Examination of loose saturated sands impacted by a heavy hammer [J]. Environmeantal Earth Sciences, 2012, 66(5): 1557-1567.
[3]	HWANG J H, TU T Y. Ground vibration due to dynamic compaction [J]. Soil Dynamics and Earthquake Engineering, 2006, 26(5): 337-346.
[4]	SHENTHAN T, NASHED R, THEVANAYAGAM S,et al. Liquefaction mitigation in silty soils using composite stone columns and dynamic compaction [J].Earthquake Engineering and Engineering Vibration,2004, 3(1): 39-50.
[5]	NASHED R, THEVANAYAGAM S, MARTIN G R.Simulation of dynamic compaction processes in saturated silty soils [C]//Proceedings of Geo Congress.[s.l.]: ASCE, 2006: 1-6.
[6]	FENG S J, TAN K, SHUIWH, et al. Densification of desert sands by high energy dynamic compaction [J].Engineering Geology, 2013, 157: 48-54.
[7]	FENG S J, DU F L, SHI Z M, et al. Field study on the reinforcement of collapsible loess using dynamic compaction [J]. Engineering Geology, 2015, 185: 105-115.
[8]	CAO Y C, WANG W T. Seabed ground improvement in coastal reclamation area by heavy tamping after rockfilling displacement [J]. Marine Georesources and Geotechnology, 2007, 25(1): 1-14.
[9]	FENG S J, SHUIWH, GAO L Y, et al. Field studies of the effectiveness of dynamic compaction in coastal reclamation areas [J]. Bulletin of Engineering Geology and the Environment, 2010, 69(1): 129-136.
[10]	BO M W, NA M Y, ARULRAJAH A, et al. Densification of granular soil by dynamic compaction [J]. Proceeding of the Institution of Civil Engineers: Ground Improvement, 2009, 162(G13): 121-132.
[11]	HAJIALILUE-BONAB M, REZAEI A H. Physical modelling of low-energy dynamic compaction [J]. International Journal of Physical Modelling in Geotechnics,2009, 9(3): 21-32.
[12]	LEONARDS G A, CUTTER W A, HOLTZ R D.Dynamic compaction of granular soils [J]. Journal ofGeotechnical Engineering, 1980, 106: 35-44.
[13]	MAYNE P W, JONES J S, DUMAS J C. Ground responseto dynamic compaction [J]. Journal of GeotechnicalEngineering, 1984, 110(6): 757-74.
[14]	HEH K S. DC of sand [D]. Brooklyn: Polytechnic University,1990.
[15]	OSHIMA A, TAKADA N. 1998. Evaluation of compactedarea of heavy tamping by cone point resistance[C]//Proceedings of Centrifuge 98. Tokyo: [s.n.], 1998:813-818.
[16]	HAJIALILUE-BONAB M, ZARE F S. Investigationon tamping spacing in dynamic compaction usingmodel tests [J]. Proceeding of the Institution of CivilEngineers: Ground Improvement, 2004, 167(G13):219-231.
[17]	CHOWY K, YONGDM, YONGK Y, et al. Dynamiccompaction analysis [J]. Journal of Geotechnical Engineering,1992, 118(8): 1141-1157.
[18]	CHOW Y K, YONG D M, YONG K Y, et al. Dynamiccompaction of loose sand deposits [J]. Soils andFoundations, 1992, 32(4): 93-106.
[19]	CHOW Y K, YONG D M, YONG K Y, et al. Dynamiccompaction of loose Granular soils: Effect ofprint spacing [J]. Journal of Geotechnical Engineering,1994, 120(7): 1115-1133.
[20]	PORAN C J, RODRIGUEZ J A. Modeling of successiveimpacts in sand [C]//Proceedings of the 8th EngineeringMechanics Conference. Columbus: [s.n.], 1991:1184-1188.
[21]	PORAN C J, RODRIGUEZ J A. Finite element analysisof impact behavior of sand [J]. Soils Foundations,1992, 32(4): 68-80.
[22]	GU Q, LEE F H. Ground response to dynamic compactionof dry sand [J]. G′eotechnique, 2002, 52(7):481-493.
[23]	PAN J L, SELBY A R. Simulation of dynamic compactionof loose granular soils [J]. Advances in EngineeringSoftware, 2002, 33(7): 631-640.
[24]	THEVANAYAGAM S, NASHED R, MARTIN G R.Dynamic compaction of saturated sands and siltysands: Theory [J]. Proceeding of the Institution of CivilEngineers: Ground Improvement, 2009, 162(G12): 57-68.
[25]	NASHED R, THEVANAYAGAM S, MARTIN G R.Dynamic compaction of saturated sands and siltysands: Results [J]. Proceeding of the Institution of CivilEngineers: Ground Improvement, 2009, 162(G12): 69-79.
[26]	NASHED R, THEVANAYAGAM S, MARTIN G R.Dynamic compaction of saturated sands and siltysands: Results [J]. Proceeding of the Institution of CivilEngineers: Ground Improvement, 2009, 162(G12): 81-92.
[27]	GHANBARI E, HAMIDI A. Improvement parametersin dynamic compaction adjacent to the slopes [J]. Journalof Rock Mechanics and Geotechnical Engineering,2015, 7(2): 233-236.
[28]	LEE F H, GU Q. Method for estimating dynamic compactioneffect on sand [J]. Journal of Geotechnical andGeo Environmental Engineering, 2004, 130(2): 139-152.
[29]	PASDARPOURM, GHAZAVI M, TESHNEHLAB M,et al. Optimal design of soil dynamic compaction usinggenetic algorithm and fuzzy system [J]. Soil Dynamicand Earthquake Engineering, 2009, 29(7): 1103-1112.
[30]	GHASSEMI A, PAK A, SHAHIR H. Validity ofMenard relation in dynamic compaction operations [J].Proceeding of Institution Civil Engineering: GroundImprovement, 2009, 161(1): 37-45.
[31]	HALLQUIST J O. LS-DYNA theoretical manual version971 [S]. California: Livermore Software TechnologyCorporation, 2006.
[32]	GHASSEMI A, PAK A, SHAHIR H. A numerical toolfor design of dynamic compaction treatment in dry andmoist sands [J]. Iranian Journal of Science and Technology,Transaction B, Engineering, 2009, 33(B4):313-326.
[33]	GHASSEMI A, PAK A, SHAHIR H. Numerical studyof the coupled hydro-mechanical effects in dynamiccompaction of saturated granular soils [J]. Computersand Geotechnics, 2010, 37(1/2): 10-24.
[34]	WANG W, ZHANG L L, CHEN J J, et al. Parameterestimation for coupled hydromechanical simulation ofdynamic compaction based on Pareto multi objectiveoptimization [J]. Shock and Vibration, 2015, 1: 1-15.
[35]	TONG X L, TUAN C Y. Viscoplastic cap modelfor soils under high strain rate loading [J]. Journalof Geotechnical and Geoenvironmental Engineering,2007, 133(2): 206-214.
[36]	SANDLER I S, RUBIN D. An algorithm and a modularsubroutine for the cap model [J]. InternationalJournal for Numerical and Analytical Methods in Geomechanics,1979, 3(2): 173-186.
[37]	SIMO J C, JU J W, PISTER K S, et al. Assessmentof cap model: Consistent return algorithms and ratedependentextension [J]. Journal of Engineering Mechanics,1988, 114(2): 191-218.
[38]	XIE N G, YE Y, WANG L. Numerical analysis of dynamiccontact during dynamic compaction with largedeformation [J]. Journal of Engineering Mechanics,2013, 139(4): 479-488.
[39]	MIAO L C, CHEN G, HONG Z S. Application ofdynamic compaction in highway: A case study [J].Geotechnical and Geological Engineering, 2006, 24(1):91-99.
[40]	KIM Y H, HOSSAIN M S, WANG D. Effect of strainrate and strain softening on embedment depth of atorpedo anchor in clay [J]. Ocean Engineering, 2015,108: 704-715.