Normal and tangential compliance for conforming binder contact I: Elastic binder

Zhu, Han; Chang, Ching S.; Rish, Jeff W.

doi:10.1016/0020-7683(95)00238-3

Cited by 26 publications

(16 citation statements)

References 13 publications

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“…For example, studies on cemented particulate materials by Dvorkin et al [1] and Zhu et al [2] provided information on the normal and tangential load transfer between cemented particles. Applications of such contact-based micromechanical analysis for asphalt mixture behaviour have been reported by Chang and Gao [3], Cheung et al [4] and Zhu and Nodes [5].…”

Section: Introductionmentioning

confidence: 98%

A micromechanical finite element model for linear and damage-coupled viscoelastic behaviour of asphalt mixture

Dai¹,

Sadd²,

You³

2006

Int. J. Numer. Anal. Meth. Geomech.

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SUMMARYThis study presents a finite element (FE) micromechanical modelling approach for the simulation of linear and damage-coupled viscoelastic behaviour of asphalt mixture. Asphalt mixture is a composite material of graded aggregates bound with mastic (asphalt and fine aggregates). The microstructural model of asphalt mixture incorporates an equivalent lattice network structure whereby intergranular load transfer is simulated through an effective asphalt mastic zone. The finite element model integrates the ABAQUS user material subroutine with continuum elements for the effective asphalt mastic and rigid body elements for each aggregate. A unified approach is proposed using Schapery non-linear viscoelastic model for the rateindependent and rate-dependent damage behaviour. A finite element incremental algorithm with a recursive relationship for three-dimensional (3D) linear and damage-coupled viscoelastic behaviour is developed. This algorithm is used in a 3D user-defined material model for the asphalt mastic to predict global linear and damage-coupled viscoelastic behaviour of asphalt mixture.For linear viscoelastic study, the creep stiffnesses of mastic and asphalt mixture at different temperatures are measured in laboratory. A regression-fitting method is employed to calibrate generalized Maxwell models with Prony series and generate master stiffness curves for mastic and asphalt mixture. A computational model is developed with image analysis of sectioned surface of a test specimen. The viscoelastic prediction of mixture creep stiffness with the calibrated mastic material parameters is compared with mixture master stiffness curve over a reduced time period.In regard to damage-coupled viscoelastic behaviour, cyclic loading responses of linear and rate-independent damage-coupled viscoelastic materials are compared. Effects of particular microstructure parameters on the rate-independent damage-coupled viscoelastic behaviour are also investigated with finite element simulations of asphalt numerical samples. Further study describes loading rate effects on the asphalt viscoelastic properties and rate-dependent damage behaviour.

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Section: Introductionmentioning

confidence: 98%

A micromechanical finite element model for linear and damage-coupled viscoelastic behaviour of asphalt mixture

Dai¹,

Sadd²,

You³

2006

Int. J. Numer. Anal. Meth. Geomech.

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“…This approach is computationally efficient, but a reliable and simple model for contact behavior is required. Approximate analytical solutions and numerical simulations have been used to study the deformation behavior and stress distribution at a bond contact. However, because of the poor understanding of the bond failure process, some simple bond failure criteria had to been used in previous DEM simulations .…”

Section: Introductionmentioning

confidence: 99%

Numerical study of inter‐particle bond failure by 3D discrete element method

Shen

Jiang

Wan

2015

Num Anal Meth Geomechanics

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The cohesive-frictional nature of cementitious geomaterials raises great interest in the discrete element method (DEM) simulation of their mechanical behavior, where a proper bond failure criterion is usually required. In this paper, the failure of bond material between two spheres was investigated numerically using DEM that can easily reproduce the failure process of brittle material. In the DEM simulations, a bondedgrain system (composed of two particles and bond material in between) was discretized as a cylindrical assembly of very fine particles connecting two large end spheres. Then, the bonded-grain system was subjected to compression/tension, shear, rolling and torsion loadings and their combinations until overall failure (peak state) was reached. Bonded-grain systems with various sizes were employed to investigate bond geometry effects. The numerical results show that the compression strength is highly affected by bond geometry, with the tensile strength being dependent to a lesser degree. The shear, rolling and torsion strengths are all normal force dependent; i.e., with an increase in the normal force, these strengths first increase at a declining rate and then start to decrease upon the normal force exceeding a critical value. The combined actions of shear force, rolling moment and torque lead to a spherical failure envelope in a normalized loading space. The fitted bond geometry factors and bond failure envelopes obtained numerically in this three-dimensional study are qualitatively consistent with those in previous two-dimensional experiments. The obtained bond failure criterion can be incorporated into a future bond contact model.where the three fitting parameters are C 1 = 1.444, C 2 = À0.702 and C 3 = 0.168. Figure 7 presents the 2D experimental results adapted from [44]. In Figure 7(a), the end particle size (D s ) in the experiments was fixed at 12 mm, whereas the 528 Z. SHEN, M. JIANG AND R. WAN compressive displacements as marked in Figure 8(a). The black lines represent compressive forces, and the red lines represent tensile forces (in the online version of this paper). Figure 8(b) shows that the bond material initially crushes at the periphery, and the crushed zone extends inward progressively. No force is transmitted through the crushed zone. Figure 8(c) presents similar observations in 2D experiments. Comparison with experiments.The outermost peripheral zone of the bond material is mechanically the weakest. The longer (in the normal direction) this zone is, the less overall compressive force it can bear because of the increased susceptibility to lateral buckling. The buckling itself is a result of the complex stress distribution within the bond material. See more details on this issue in [36] where FEM was used to visualize the stress fields at a bond contact. This buckling mechanism can explain the end shape and slenderness effects to be discussed below. 3.1.3.2. End shape. The nondimensional quantity D s /D b characterizes the end shape of the bond material. A smaller D s /D b means that...

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“…Recently, many studies have been investigating the micromechanical behavior of particulate, porous, and heterogeneous materials. For example, studies on cemented particulate materials by Dvorkin et al ͑1994͒ andZhu et al ͑1996͒ provided information on the normal and tangential load transfer between cemented particles, and would be fundamental in developing a micromechanical theory for load distribution and failure of such materials. Recent applications of such contact-based micromechanical analysis for asphalt concrete behavior have been reported by Gao ͑1997͒, Cheung et al ͑1999͒, and Zhu and Nodes ͑2000͒.…”

Section: Introductionmentioning

confidence: 99%

Prediction of Damage Behaviors in Asphalt Materials Using a Micromechanical Finite-Element Model and Image Analysis

et al. 2005

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A study of the micromechanical damage behavior of asphalt concrete is presented. Asphalt concrete is composed of aggregates, mastic cement, and air voids, and its load carrying behavior is strongly related to the local microstructural load transfer between aggregate particles. Numerical simulation of this micromechanical behavior was accomplished by using a finite-element model that incorporated the mechanical load-carrying response between aggregates. The finite-element scheme used a network of special frame elements each with a stiffness matrix developed from an approximate elasticity solution of the stress and displacement field in a cementation layer between particle pairs. Continuum damage mechanics was then incorporated within this solution, leading to the construction of a microdamage model capable of predicting typical global inelastic behavior found in asphalt materials. Using image processing and aggregate fitting techniques, simulation models of indirect tension, and compression samples were generated from surface photographic data of actual laboratory specimens. Model simulation results of the overall sample behavior and evolving microfailure/ fracture patterns compared favorably with experimental data collected on these samples.

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Normal and tangential compliance for conforming binder contact I: Elastic binder

Cited by 26 publications

References 13 publications

A micromechanical finite element model for linear and damage-coupled viscoelastic behaviour of asphalt mixture

A micromechanical finite element model for linear and damage-coupled viscoelastic behaviour of asphalt mixture

Numerical study of inter‐particle bond failure by 3D discrete element method

Prediction of Damage Behaviors in Asphalt Materials Using a Micromechanical Finite-Element Model and Image Analysis

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