Formulation for Viscoelastic Response of Pavements under Moving Dynamic Loads

Papagiannakis, A. T.; Amoah, Nelson; Taha, Ramzi

doi:10.1061/(asce)0733-947x(1996)122:2(140)

Cited by 20 publications

(8 citation statements)

References 5 publications

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“…The data of the storage modulus were fitted by non-linear least-squares method and the parameters δ and β in Sigmoidal function were obtained by using the programming solving function in Excel, as shown in Table 8 [36]. The shift factor α ( T ) [37] was obtained based on the principle of time-temperature equivalence using Equation (5) [25], i.e., log[αfalse(Tfalse)]=ΔEa19.14714(1T−1Tr)…”

Section: Viscoelastic Parameters Of High-modulus Asphalt Mixture (mentioning

confidence: 99%

“…The viscoelastic mechanical responses of ordinary asphalt pavements subjected to moving loads have been studied by scholars in recent years. Such responses as the compressive strain of the subgrade at different speeds were analyzed, demonstrating that the responses increased significantly at a low vehicle speed [24,25]. The viscoelastic mechanical properties of two typical thin and thick pavements sections at different speeds were studied and the results showed that the shearing stress has a certain influence on the tensile strain at the bottom of the asphalt layer [26,27].…”

Section: Introductionmentioning

confidence: 99%

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Viscoelastic Mechanical Responses of HMAP under Moving Load

Sun

Lin

et al. 2018

Materials

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In order to represent the mechanical response laws of high-modulus asphalt pavement (HMAP) faithfully and objectively, the viscoelasticity of high-modulus asphalt mixture (HMAM) was considered, and the viscoelastic mechanical responses were calculated systematically based on moving load by numerical simulations. The performances of the HMAP in resistance to the deformation and the cracking at the bottom layer were compared with the ordinary asphalt pavement. Firstly, Lubao and Honeywell 7686 (H7686) were selected as the high modulus modifiers. The laboratory investigations of Asphalt mix-70 penetration, Asphalt mix-SBS (styrene-butadiene-styrene), HMAM-Lubao and HMAM-H7686 were carried out by dynamic modulus tests and wheel tracking tests. The conventional performances related to the purpose of using the HMAM were indicated. The master curves of the storage moduli were obtained and the viscoelastic parameters were fitted based on viscoelastic theories. Secondly, 3D pavement models based on moving loads for the viscoelastic structures were built using the non-linear finite element software ABAQUS. The wheel path was discretized in time and space to apply the Haversine wave load, and then the mechanical responses of four kinds of asphalt pavement were calculated. Finally, the sensitivity analysis was carried out. The results showed that the addition of the high modulus modifiers can improve the resistance to high-temperature rutting of the pavements. Except for the tensile strain and stress at the bottom of the underlayer, other responses decreased with the increases of the dynamic moduli and the change laws of the tensile strain and stress were affected by the range of the dynamic modulus. The tensile stress at the bottom of the asphalt layer would be too large if the modulus of the layer were too large, and a larger tensile strain would result. Therefore, the range of the modulus must be restricted to avoid the cracking due to excessive tension when using the HMAM. The resistance of the HMAP to deformation was better and the HMAP was less sensitive to load changes and could better withstand the adverse effects inflicted by heavy loads.

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Section: Viscoelastic Parameters Of High-modulus Asphalt Mixture (mentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Viscoelastic Mechanical Responses of HMAP under Moving Load

Sun

Lin

et al. 2018

Materials

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“…Figure 12 shows the transverse stress as a function of distance through the pavement for a modulus ratio E J E , = 10 and an asphalt layer thickness of 250mm (pavement case B). The circles show the numerical values from the FE model and the dashed line shows the plane strain solution predicted from equation (3). For small z, the two solutions seem to converge until approximately 1 mm below the surface where the stress predicted by the FE model tends to a constant finite value at the pavement surface.…”

Section: Determination Of the Stress Intensity Factor K mentioning

confidence: 98%

A Theoretical Analysis of Fatigue Cracking in Flexible Pavements

Collop

Cebon

1995

Proceedings of the Institution of Mechanical Engineers, Part C:

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This paper examines theoretically the possible mechanisms of fatigue cracking in asphalt pavements using linear elastic fracture mechanics (LEFM). The effects of a non-uniform transverse contact traction between the tyre and pavement on longitudinal surface fatigue cracking are examined theoretically using afinite element (FE) pavement model. Fatigue cracking due to thermal loading is also examined using a simplijed linear viscoelastic pavement model. Results indicate that the non-uniform transverse contact traction produces short surface cracks (10 mm) but does not lead to signifcant pavement fati ue. However, for these short surface cracks, the combined vehicle and thermal load cycles may produce conditions that are favourablegor fast fracture. Fatigue cracking (both longitudinal and transverse) at the base of the asphalt layer is found to be mainly dependent on the pavement geometry and the magnitude of the normal load.

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“…Superposition of stationary LVE solutions can be applied to obtain the responses of flexible pavement structures subjected to moving loads, as shown in Figure 2 (Papagiannakis et al 1996, Huang 2004, Kim 2011). Mathematically the superposition can be expressed as:…”

Section: Extensions Of Stationary Lve Solutions For Moving Load Problemsmentioning

confidence: 99%

“…This formulation is computationally expensive. Therefore a simplified approach has been introduced, by assuming a time dependent loading in the form of a sine-squared function as (Papagiannakis et al 1996, Huang 2004:…”

Section: Extensions Of Stationary Lve Solutions For Moving Load Problemsmentioning

confidence: 99%

Viscoelastic Response Modelling of a Pavement under Moving Load

Ahmed

Erlingsson

2016

Transportation Research Procedia

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This paper demonstrates the application of a generalized layered linear viscoelastic (LVE) analysis for estimating flexible pavements' structural response. The procedure is based on the Multi-Layered Elastic Theory (MLET) and the elastic-viscoelastic correspondence principle using a numerical inverse Laplace transform. A comparison of the direct layered viscoelastic responses with approximate solutions based on the elastic collocation method was also carried out. Furthermore, it is proposed to use the collocation method using LVE solutions at selected time durations in order to improve the accuracy of the elastic collocation method. The LVE collocation method was further extended for analysis of moving loads. The method was illustrated by analysing a pavement structure subjected to moving wheel loads of 30, 50, 60 and 80 kN using a Heavy Vehicle Simulator (HVS). The various responses (stresses and strains) in the pavement, at different pavement temperatures, were measured using various types of sensors installed in the structure. The LVE calculations agreed very well with the measurements.

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Formulation for Viscoelastic Response of Pavements under Moving Dynamic Loads

Cited by 20 publications

References 5 publications

Viscoelastic Mechanical Responses of HMAP under Moving Load

Viscoelastic Mechanical Responses of HMAP under Moving Load

A Theoretical Analysis of Fatigue Cracking in Flexible Pavements

Viscoelastic Response Modelling of a Pavement under Moving Load

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