Implication of Aggregates in the Design, Construction, and Performance of Flexible Pavements 1989
DOI: 10.1520/stp24562s
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Prediction of Permanent Deformation in Flexible Pavement Materials

Abstract: This paper presents a method to predict the permanent deformation (rutting) in pavements using a mechanistic-empirical model of material characterization. Three permanent deformation parameters are developed through material testing to simply represent the curved relationship between permanent strains and the number of load cycles. Equations are developed by regression analysis which determine how these three parameters are affected by the material properties, environmental conditions (moisture and temperature… Show more

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Cited by 126 publications
(41 citation statements)
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“…The transfer function for the unbound material layer, as shown in Equation 1.1, was first developed by Tseng and Lytton (1989) and later modified by Ayres (1997) and El-Basyouny (2005). The model is an empirical correlation based on permanent deformation test results obtained from a modified resilient modulus test procedure.…”
Section: Framework Of the Mepdg Design Methodsmentioning
confidence: 99%
See 1 more Smart Citation
“…The transfer function for the unbound material layer, as shown in Equation 1.1, was first developed by Tseng and Lytton (1989) and later modified by Ayres (1997) and El-Basyouny (2005). The model is an empirical correlation based on permanent deformation test results obtained from a modified resilient modulus test procedure.…”
Section: Framework Of the Mepdg Design Methodsmentioning
confidence: 99%
“…h 5 layer thickness; and e 0 ,r,b 5 material properties, which are correlated with the layer water content and layer resilient modulus; detailed discussion can be found in Tseng and Lytton (1989).…”
Section: Framework Of the Mepdg Design Methodsmentioning
confidence: 99%
“… Resilient modulus models of unbound layers and subgrade 1) Empirical regression models (AASHTO 1993;ARA, 2004) 2) Nonlinear stress-dependent models (Seed et al 1967;Hicks and Monismith 1971;Thompson and Robnett 1979;Drumm, 1990;Uzan 1985;Witczak and Uzan 1988;Witczak 2003;Lade and Nelson 1987) 3) Moisture-sensitive models (AASHTO 2008) 4) Moisture-sensitive and stress-dependent models (Oloo and Fredlund 1998;Lytton et al 1993;Lytton 1995;Sahin et al 2013;Yang et al 2005;Liang et al 2008;Cary and Zapata 2011;Gupta et al 2007;Oh and Fernando 2011) 5) Stress-dependent and cross-anisotropic models (Al-Qadi et al 2010;Tutumluer and Thompson 1997) 6) Moisture-sensitive, stress-dependent, and cross-anisotropic model (Gu et al 2016a) 7) Regression models for stress-dependent model coefficients (Yau and Von Quintus 2002) 6 8) Regression models for moisture-sensitive and stress-dependent model coefficients (Gu et al 2015b)  Permanent deformation models of unbound layers and subgrade 1) Non-stress-dependent mechanistic-empirical models (Kenis 1977;Uzan 2004;Tseng and Lytton 1989;Ayres and Witczak 1998) 2) Stress-dependent mechanistic-empirical models (ARA, 2004;Uzan 2004;Korkiala-Tanttu 2009;Chow et al 2014;Gu et al 2015a) 3) Regression models for Pavement ME Design model coefficients (Tseng and Lytton 1989;ARA, 2...…”
Section: Category Of Unbound Layer and Subgrade Models For Performancmentioning
confidence: 99%
“…(1) and (2). The empirical permanent deformation model for granular base materials accepted in the current MEPDG was modified from Tseng and Lytton (1989)…”
Section: Mechanistic-empirical Modelmentioning
confidence: 99%