Numerical simulation of mechanical behaviour of asphalt mix

Bandyopadhyaya, Ranja; Das, Animesh; Basu, S.

doi:10.1016/j.conbuildmat.2007.03.010

Cited by 53 publications

(13 citation statements)

References 12 publications

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“…These specimens include the single edge notched bend beam (SENB) subjected to three or four point bend loading, 4,8,20,26,27,35,42 the modified indirect tension (IDT) specimen, 21,25,36,38 the edge notched disc bend (ENDB) specimen subjected to threepoint bend loading, 7 the edge notched diametrically compressed (ENDC) disc specimen, 7 the disc shape compact tension (DCT) specimen, 14,22-24 the centre cracked circular disc specimen subjected to diametral compression, 43 and the semi-circular bend (SCB) specimen subjected to three-point bend loading. These specimens include the single edge notched bend beam (SENB) subjected to three or four point bend loading, 4,8,20,26,27,35,42 the modified indirect tension (IDT) specimen, 21,25,36,38 the edge notched disc bend (ENDB) specimen subjected to threepoint bend loading, 7 the edge notched diametrically compressed (ENDC) disc specimen, 7 the disc shape compact tension (DCT) specimen, 14,22-24 the centre cracked circular disc specimen subjected to diametral compression, 43 and the semi-circular bend (SCB) specimen subjected to three-point bend loading.…”

Section: Fracture Specimenmentioning

confidence: 99%

“…There are different test specimens for fracture toughness study of asphalt mixtures. These specimens include the single edge notched bend beam (SENB) subjected to three or four point bend loading, 4,8,20,26,27,35,42 the modified indirect tension (IDT) specimen, 21,25,36,38 the edge notched disc bend (ENDB) specimen subjected to threepoint bend loading, 7 the edge notched diametrically compressed (ENDC) disc specimen, 7 the disc shape compact tension (DCT) specimen, 14,22-24 the centre cracked circular disc specimen subjected to diametral compression, 43 and the semi-circular bend (SCB) specimen subjected to three-point bend loading. 6,[8][9][10][11]31,34 The simple geometry and loading condition of the SCB specimen makes it one of the most popular test specimens for determining the fracture parameters of asphalt mixtures.…”

Section: Fracture Specimenmentioning

confidence: 99%

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Heterogeneity effects on mixed‐mode I/II stress intensity factors and fracture path of laboratory asphalt mixtures in the shape of SCB specimen

Aliha

Ziari

Mojaradi

et al. 2019

Fatigue Fract Eng Mat Struct

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Edge cracked semi-circular shape specimen subjected to three point bend loading is a favourite test specimen for determining fracture toughness of asphalt mixtures. However, in the vast majority of previous experimental works, the homogeneous medium assumption has been considered for determining the stress intensity factor and geometry factors of asphalt mixtures tested with this test configuration. As a more realistic model and in order to consider the effects of heterogeneity on corresponding values of stress intensity factors, the asphalt mixture was modelled as a two-phase aggregate/mastic heterogeneous mixture and its fracture behaviour was investigated using numerical models of asymmetric semi-circular bend (ASCB) specimens. The generation and packing algorithm was employed to randomly distribute the aggregates with different shapes and sizes inside the mastic part. The effect of the mechanical properties of asphalt mixture (elastic modulus and the Poisson's ratios of aggregates and mastic), coarse aggregates distribution and crack length were studied on modes I and II geometry factors by means of extensive twodimensional finite element analyses. Moreover, the effect of the elastic modulus of asphalt mixture components was evaluated on the fracture path using the maximum tangential stress criterion. It was shown that crack tip location, elastic modulus of aggregates and mastic are the most important affecting parameters on the magnitude of modes I and II geometry factors. It was also shown that the geometry factors are not sensitive to the Poisson's ratios of aggregates and mastic. In addition, fracture cracking path is affected by the elastic modulus of the asphalt mixture components such that, depending on the difference between the stiffness of stiffer coarse aggregates and softer NOMENCLATURE: K I , K II , stress intensity factors of modes I and II; K Ic , K IIc , critical stress intensity factors of modes I and II; Y I , Y II , geometry factors of modes I and II; P, applied load; P c , critical fracture load; R, radius of the SCB specimen; t, thickness of the SCB specimen; E, Young's modulus; E agg , Young's modulus of aggregates; E mastic , Young's modulus of mastic; E interface , Young's modulus of interface; D, distribution of aggregates in the SCB sample; Xi, Yi, Cartesian coordinate of new generated aggregate; R i , radius of new generated aggregate; X j , Y j , Cartesian coordinate of generated aggregate in the previous steps; R j , radius of generated aggregate in the previous steps; a, crack length; S 1 , S 2 , bottom support distances; S 1 /R, S 2 /R, bottom support distances over the radius ratios; A ij , area of aggregate j in group i; A i max , maximum summation area of aggregates in group i; A i min , minimum summation area of aggregates in group i; SCB, semicircular bending sample; MTS, maximum tangential stress; HMA, hot mix asphalt; SIF, stress intensity factor

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Section: Fracture Specimenmentioning

confidence: 99%

Section: Fracture Specimenmentioning

confidence: 99%

Heterogeneity effects on mixed‐mode I/II stress intensity factors and fracture path of laboratory asphalt mixtures in the shape of SCB specimen

Aliha

Ziari

Mojaradi

et al. 2019

Fatigue Fract Eng Mat Struct

View full text Add to dashboard Cite

show abstract

“…But aggregate distribution and interaction between aggregates cannot be considered in their model because only one aggregate is included in their model. Bandyopadhyaya et al [2] utilized the image processing method to generate an asphalt mixture model with irregular-shaped aggregates by tracing out the original aggregates and detecting the aggregate boundaries from the cross-sectional images of asphalt mix samples, and then predicted fracture behaviors in terms of the maximal axial displacement. Based on a two-dimensional (2D) scanned mixture picture, Dai and You [3] obtained a discrete element (DE) model by mapping polygons from the aggregate outlines onto a sheet of uniformly sized disks, and predicted the creep stiffness of asphalt mixture successfully.…”

Section: Introductionmentioning

confidence: 99%

Three-Dimensional Numerical Evaluation of Influence Factors of Mechanical Properties of Asphalt Mixture

Yang

Yin³

et al. 2012

J. mech.

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Heterogeneous asphalt mixture is treated as a two-phase composite consisting of asphalt mastic, namely a mixture of asphalt and fine aggregates, and coarse aggregates in this paper. A novel threedimensional (3D) random modeling frame for asphalt mixture is developed, and as its applications, some numerical samples involving various polyhedric coarse aggregates with given gradations are generated. Viscoelastic asphalt mastic is simply characterized by the generalized Maxwell model whose parameters are determined by fitting the uniaxial compressive creep experimental data of asphalt mastic. After validation, the 3D random numerical samples are used to perform a series of numerical experiments in order to evaluate the influences of coarse aggregate distribution, content, average size, size deviation, shape and loading rate on the mechanical behaviors of asphalt mixture quantitatively. Finally, some important conclusions are given.

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“…The various viscoelastic mechanics models can be formed by combining the basic A viscoelastic mechanics elements such as spring and dampers [1][2][3][4]. Generally, the model parameters can be obtained by uniaxial compression creep test, triaxial compression creep test and beam bending creep test [5][6][7][8][9][10][11]. Besides, the influence of stress level, temperature and fiber content on the model parameters and the viscoelastic behavior of AC can also be achieved by above mentioned tests.…”

Section: Introductionmentioning

confidence: 99%

A New Viscoelastic Mechanics Model for the Creep Behaviour of Fibre Reinforced Asphalt Concrete

Huang

Wang

Gao

2018

Frattura Ed Integrità Strutturale

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Based on the Burgers model, by adding a damper unit, this paper proposes a new viscoelastic model with five units and eight parameters to characterize the viscoelastic deformation of fiber reinforced asphalt concrete (FRAC). According to the creep tests of FRAC beams, this paper studies both the parameters in the model and the viscoelastic behaviour of FRAC with different fiber volume fraction and aspect ratio. In this model, this paper establishes the viscoelastic constitutive equation of asphalt concrete, which takes into account the impacts of fiber content characteristic parameter. Both the experimental study and theoretical analysis show that the new model has a high correlation with the results of creep experiment and plays a key role in describing the whole creep process of FRAC. The fiber content characteristic parameter can comprehensively reflect the effects of the fiber volume fraction and aspect ratio on the viscoelastic behaviour of FRAC. Within the range of this test, the optimum fiber volume fraction, fiber aspect ratio and fiber content characteristic parameter are 0.35%, 324 and 1.13, respectively.

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Numerical simulation of mechanical behaviour of asphalt mix

Cited by 53 publications

References 12 publications

Heterogeneity effects on mixed‐mode I/II stress intensity factors and fracture path of laboratory asphalt mixtures in the shape of SCB specimen

Heterogeneity effects on mixed‐mode I/II stress intensity factors and fracture path of laboratory asphalt mixtures in the shape of SCB specimen

Three-Dimensional Numerical Evaluation of Influence Factors of Mechanical Properties of Asphalt Mixture

A New Viscoelastic Mechanics Model for the Creep Behaviour of Fibre Reinforced Asphalt Concrete

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