Cyclic Behavior and Liquefaction of Sand Using Disturbed State Concept

Park, Innjoon; Desai, C. S.

doi:10.1061/(asce)1090-0241(2000)126:9(834)

Cited by 51 publications

(20 citation statements)

References 21 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…This equation is similar to the expressions suggested for computing the disturbance function in case of Disturbed state concept models [27].…”

Section: Post Peak Behaviourmentioning

confidence: 62%

Modelling of Non-linear Shear Displacement Behaviour of Soil–Geotextile Interface

Anubhav

2015

Int. J. of Geosynth. and Ground Eng.

View full text Add to dashboard Cite

Behaviour of reinforced soil structures depends on the material properties of soil and geosynthetics. Apart from individual properties of soil and reinforcement, the interaction between reinforcement and soil also plays important role in deciding the behaviour of reinforced soil structures. The modelling of the interface characteristics is a very important aspect in developing a correct numerical model for predicting the performance of reinforced soil structures. For simulating the interface behaviour a linearly elastic model with Mohr-Coulomb criterion is commonly used. Experimental observations made from direct shear tests usually show that the force-displacement relationship is non-linear till a peak is attained, beyond which softening behaviour is observed. In this paper a constitutive model appropriate for geosynthetic interfaces has been implemented in FLAC 3D and used to simulate the shear stress displacement behaviour of different sand-geotextile interfaces. In the present study, shear stress-displacement behaviour of interfaces of different types of sands and geotextiles (monofilament woven, multifilament woven and nonwoven) have been considered for simulation. The simulated curves using the FLAC 3D showed very good agreement with the experimental data over the complete stress-displacement ranges.

show abstract

“…This equation is similar to the expressions suggested for computing the disturbance function in case of Disturbed state concept models [27].…”

Section: Post Peak Behaviourmentioning

confidence: 62%

Modelling of Non-linear Shear Displacement Behaviour of Soil–Geotextile Interface

Anubhav

2015

Int. J. of Geosynth. and Ground Eng.

View full text Add to dashboard Cite

show abstract

“…Two types of tests were performed. Specimen Level 1 involved sand with relative density of D r = 60% under initial confining pressures, r 0 o (or r or r 3 ) = 69, 138, and 207 kPa [3,4]. Typical test results for r 0 o = 138 kPa, in terms of applied stress difference, r d = r 1 À r 3 , measured axial strains, 1 , and measured pore water pressure U e vs. time; and r d vs. axial strains are shown in Fig.…”

Section: Example 1: Cyclic Behavior Of Sandmentioning

confidence: 99%

“…The following material parameters were found by using the stress-strain laboratory data for D r = 60%, conducted by using multiaxial and triaxial test devices [3,4]: Unloading/reloading: E EUL = 177, 6000 kPa, e p 1 ¼ 0:0013. The latter are used for simulating unloading and reloading, and denote unloading modulus and the plastic strain at the peak in the stress-strain behavior, respectively [4,5].…”

Section: Materials Parametersmentioning

confidence: 99%

Constitutive modeling of materials and contacts using the disturbed state concept: Part 2 – Validations at specimen and boundary value problem levels

Desai

2015

Computers & Structures

View full text Add to dashboard Cite

“…Both macroscopic and mesoscopic experimental phenomena present that RI response itself can be hardening response, and softening response description needs RI to be revised to comport with softening behavior to claim a softening curve [17] . Corresponding to different levels of complexities shown in Figs.…”

Section: Softening Behavior Predictionmentioning

confidence: 99%

Macroscopic and mesoscopic parameters introduction into stress-strain relationship description of clayey soils

Zheng

2010

J. Shanghai Jiaotong Univ. (Sci.)

View full text Add to dashboard Cite

Disturbed state concept (DSC) theory maintains that the observed actual response (AR) of material under loading effects is composed of and determined by two reference state responses, namely relative intact (RI) state response and fully adjusted (FA) state response. Hardening material shows macroscopic behavior characteristics of RI response and shows negligible mesoscopic structure changes. Pore water pressure dissipation in macroscopic experiment or variance of computerized tomography (CT) value in mesoscopic experiment, as chosen characteristic parameters, can be introduced to the evolution function of disturbance factor to revise response of hardening to be response of softening. RI behavior is constituted via using hardening model. The characteristic parameters are extracted from regulations which exist in macroscopic or mesoscopic experimental data of softening material. DSC approach strategy on response prediction is presented through the combination of characteristic parameters and hardening constitutive model within the procedure of softening response prediction.

show abstract

Cyclic Behavior and Liquefaction of Sand Using Disturbed State Concept

Cited by 51 publications

References 21 publications

Modelling of Non-linear Shear Displacement Behaviour of Soil–Geotextile Interface

Modelling of Non-linear Shear Displacement Behaviour of Soil–Geotextile Interface

Constitutive modeling of materials and contacts using the disturbed state concept: Part 2 – Validations at specimen and boundary value problem levels

Macroscopic and mesoscopic parameters introduction into stress-strain relationship description of clayey soils

Contact Info

Product

Resources

About