Strain Space Plasticity Model for Cyclic Mobility

Iai, Susumu; Matsunaga, Yasuo; Kameoka, Tomohiro

doi:10.3208/sandf1972.32.2_1

Cited by 335 publications

(213 citation statements)

References 7 publications

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“…The issues of interests here are the capabilities of the advanced constitutive model and the rigorous framework that is used for modeling the fully coupled solid skeleton-pore fluid interaction. Many constitutive models with different levels of complexity have been formulated to describe the response of soils in cyclic loading, e.g., [2][3][4][5][6][7]. The bounding surface models have generally proved efficient and successful in simulations of cyclic loading of sands [8].…”

Section: Introductionmentioning

confidence: 99%

Propagation of Seismic Waves through Liquefied Soils

Taiebat

Jeremić

Kaynia

2009

Contemporary Topics in in Situ Testing, Analysis, and Reliability of Foundations

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a b s t r a c tTo predict the earthquake response of saturated porous media it is essential to correctly simulate the generation, redistribution, and dissipation of excess pore water pressure during and after earthquake shaking. To this end, a reliable numerical tool requires a dynamic, fully coupled formulation for solidfluid interaction and a versatile constitutive model. Presented in this paper is a 3D finite element framework that has been developed and utilized for this purpose. The framework employs fully coupled dynamic field equations with a u-p-U formulation for simulation of pore fluid and solid skeleton interaction and a SANISAND constitutive model for response of solid skeleton. After a detailed verification and validation of the formulation and implementation of the developed numerical tool, it is employed in the seismic response of saturated porous media. The study includes examination of the mechanism of propagation of the earthquake-induced shear waves and liquefaction phenomenon in uniform and layered profiles of saturated sand deposits.

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Section: Introductionmentioning

confidence: 99%

Propagation of Seismic Waves through Liquefied Soils

Taiebat

Jeremić

Kaynia

2009

Contemporary Topics in in Situ Testing, Analysis, and Reliability of Foundations

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“…Examples of • Laboratory determination of liquefaction resistance. Cyclic triaxial tests determining the liquefaction resistance of were conducted using typical sand samples to obtain some effective stress parameters required in the effective stress analysis [2] .…”

Section: Methodsmentioning

confidence: 99%

“…The most common and direct method is to evaluate the possible amount of excess pore water pressure, which requires the effective stress analysis. The computer program called "FLIP (Finite Element Analysis Of Liquefaction Program)" developed by Iai et al [2] was used.…”

Section: ------------------------------Site -------------------------mentioning

confidence: 99%

Liquefaction Susceptibility in the Northern Provinces of Thailand

Pongvithay¹

2009

American J. of Engineering and Applied Sciences

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Problem statement: There are quite a few active faults recently found in the western and northern parts of Thailand, which could possibly induce earthquakes of magnitude (M L ) of 5.5-6.5. Although seismic design code has been enforced in the area since 1980, the fundamental knowledge on dynamic soil behavior has not been extensively attained. Approach: Collection of existing borehole information in the targeted areas to form a typical subsoil profile. This borehole information, together with analytical result obtained from logistic regression based on worldwide liquefaction database was used to conduct an effective stress analysis. Result: Literature reviews of the existing boreholes from the two largest provinces in the north, Chiang-Mai and Chiang-Rai, revealed that the areas were underlain by layers of loose to medium dense sand found at shallow depths. The corrected SPT Nvalue of those sand layers varies in the range of 5-20. A simple tool correlating the liquefaction probability, which correlated excess pore water pressure and peak ground acceleration, was proposed for the studied areas. Conclusion: The proposed correlation provided preliminary tool to evaluate risk of the shallow foundation from partial liquefaction in the two northern provinces of Thailand.

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“…Two or more teams used the same code, including DEEPSOIL v.5.1 (four teams for the verification and five for the validation), Fast Lagrangian Analysis of Continua (FLAC) (two teams), and OpenSees (three teams). Others used the same constitutive model, notably the Iai et al (1990) model (two teams), Iwan's model (Iwan, 1967;Ishihara, 1996) (four teams), and the Hujeux model (Aubry et al, 1982) (two teams). The participant teams were composed of people having different backgrounds and expertises, which can be relevant for analyzing the site response variability.…”

Section: Participants and Tested Numerical Codesmentioning

confidence: 99%

“…However, it was demonstrated that it is difficult to reproduce simultaneously the specified decrease of G=G max with increasing shear strain and damping. For this reason, a few teams (A-0, B-0, and E-0) chose to use a damping control (which implies a modification of the Masing rules, and is thus labeled as "no-Masing rules") based on mapping that converts a hysteresis loop in such a way that it will satisfy the hysteretic damping at the current strain level (Iai et al, 1992). Other teams (F-0, J-0, M-2, and T-0) used the method proposed in Phillips and Hashash (2009), which modifies the unload and reload paths of the extended Masing rules.…”

Section: Implementation Of Attenuationmentioning

confidence: 99%

International Benchmark on Numerical Simulations for 1D, Nonlinear Site Response (PRENOLIN): Verification Phase Based on Canonical Cases

Régnier¹,

Bonilla²,

Bard³

et al. 2016

Bulletin of the Seismological Society of America

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PREdiction of NOn-LINear soil behavior (PRENOLIN) is an international benchmark aiming to test multiple numerical simulation codes that are capable of predicting nonlinear seismic site response with various constitutive models. One of the objectives of this project is the assessment of the uncertainties associated with nonlinear simulation of 1D site effects. A first verification phase (i.e., comparison between numerical codes on simple idealistic cases) will be followed by a validation phase, comparing the predictions of such numerical estimations with actual strongmotion recordings obtained at well-known sites. The benchmark presently involves 21 teams and 23 different computational codes.We present here the main results of the verification phase dealing with simple cases. Three different idealized soil profiles were tested over a wide range of shear strains with different input motions and different boundary conditions at the sediment/bedrock interface. A first iteration focusing on the elastic and viscoelastic cases was proved to be useful to ensure a common understanding and to identify numerical issues before pursuing the nonlinear modeling. Besides minor mistakes in the implementation of input parameters and output units, the initial discrepancies between the numerical results can be attributed to (1) different understanding of the expression "input motion" in different communities, and (2) different implementations of material damping and possible numerical energy dissipation. The second round of computations thus allowed a convergence of all teams to the Haskell-Thomson analytical solution in elastic and viscoelastic cases. For nonlinear computations, we investigate the epistemic uncertainties related only to wave propagation modeling using different nonlinear constitutive models. Such epistemic uncertainties are shown to increase with the strain level and to reach values around 0.2 (log 10 scale) for a peak ground acceleration of 5 m=s 2 at the base of the soil column, which may be reduced by almost 50% when the various constitutive models used the same shear strength and damping implementation.

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Strain Space Plasticity Model for Cyclic Mobility

Cited by 335 publications

References 7 publications

Propagation of Seismic Waves through Liquefied Soils

Propagation of Seismic Waves through Liquefied Soils

Liquefaction Susceptibility in the Northern Provinces of Thailand

International Benchmark on Numerical Simulations for 1D, Nonlinear Site Response (PRENOLIN): Verification Phase Based on Canonical Cases

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