PLAXIS LIQUEFACTION MODEL UBC3D-PLM - Knowledge Base

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Deviatoric Stress, q (kPa)UBC3DPuebla et al. 1997 (UBCSAND)Laboratory Results (TxC)Figure 2.1: Validation of the UBC3D-PLM under monotonic triaxial compression.Undrained behaviour of loose Syncrude sand. Isotropic consolidationwith p ′ = 100. The data from the numerical calculation and theexperimental result are published by Beaty and Byrne (1998).In Figure 2.1 the results for the numerical modelling of a triaxial compressiontest are presented. It can be seen that the reproduced soil behaviourfrom the UBC3D-PLM high accuracy and is in close agreement with both theexperimental data and the results from the original UBCSAND. In Figure2.2 the results for the numerical calculation of a monotonic direct simpleshear test are presented. The UBC3D-PLM model is in good agreementboth with the experimental data and the results from the original UBC-SAND for this stress path. The model shows a stiffer undrained hardeningbehaviour in small strain but this can be improved after a better calibrationof the input parameters specifically for the proposed model. In this test theparameters are calibrated based on the original UBCSAND.It is concluded that the UBC3D can model the undrained behaviour ofloose sand with high accuracy.24
Pore Pressure, u (kPa)UBC3DEx.Pore.PrPuebla et al. 1997 (UBCSAND)Laboratory Pore PressureLaboratory Shear StressFigure 2.2: Validation of the UBC3D-PLM under monotonic direct simpleshear. Undrained behaviour of loose Syncrude sand. Vertical applied stress100 kPa. The data from the numerical calculation and the experimentalresult are published by Beaty and Byrne (1998).2.2 Validation of the reformulated UBC3D-PLMin cyclic loadingIn this section the UBC3D-PLM model is validated in undrained cyclic simpleshearing. The numerical results are compared with experimental data.The data of the experiments are extracted from the project entitled ”EarthquakeInduced Damage Mitigation from Soil Liquefaction” which took placein the University of British Columbia ”UBC-Liquefaction”. An extensivepresentation of the experimental results is published in the literature fromSriskandakumar (2004).Three undrained cyclic direct simple shear experiments on Fraser sandare initially simulated. The relative density (RD) of the sand equals 40%and the applied vertical stress equals 100 kPa. For each test a different cyclic25
Page 1: PLAXIS LIQUEFACTION MODELUBC3D-PLMA
Page 5 and 6: 3.6 Reproduced stress path in p ′
Page 7 and 8: AbstractIn this report the formulat
Page 9 and 10: Comparing with the previous version
Page 11 and 12: Figure 1.2: Projection of the yield
Page 13 and 14: ( ) mepK = KBP e A (1.9)P ref( ) ne
Page 15 and 16: The plastic potential function is f
Page 17 and 18: the secondary loading in order to e
Page 19 and 20: loading surface is used again. A ne
Page 21 and 22: The drained bulk modulus of the soi
Page 23 and 24: modelling the inherent and induced
Page 25 and 26: Table 1.1: Input Parameters for the
Page 27 and 28: whereas the P P RMAX can reveal if
Page 29: Chapter 2Validation of the UBC3D in
Page 33 and 34: first cycle of post-liquefaction be
Page 35 and 36: Shear Stress , τ (kPa)1086420-2-4-
Page 37 and 38: 1.2Excess Pore Pressures\nitial Ver
Page 39 and 40: Chapter 3Validation of theUBC3D-PLM
Page 41 and 42: Figure 3.2: The finite element mesh
Page 43 and 44: checked but the results are not fur
Page 45 and 46: used again when the stress path exc
Page 47 and 48: EPP (kPa)EPP (kPa)EPP (kPa)Measurem
Page 49 and 50: Figure 3.8: Reproduced stress path
Page 51: S.S. Park and P.M. Byrne. Practical

PLAXIS LIQUEFACTION MODEL UBC3D-PLM - Knowledge Base

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