1、 GEOTECHNICAL SPECIAL PUBLICATION NO. 182PAVEMENTS ANDMATERIALSCHARACTERIZATION, MODELING,AND SIMULATIONPROCEEDINGS OF SYMPOSIUM ON PAVEMENT MECHANICS ANDMATERIALS AT THE 18TH ASCE ENGINEERING MECHANICS DIVISION(EMD) CONFERENCEJune 3-6, 2007Blacksburg, VirginiaSPONSORED BYPavements Committee of The
2、Geo-InstituteAmerican Society of Civil EngineersTask Committee on Mechanics of Pavements, Inelastic Committee, and GranularMaterials Committee of The Engineering Mechanics Institute, American Society ofCivil EngineersEDITED BYZhanping YouAla R AbbasLinbing WangINSTITUTEPublished by the American Soci
3、ety of Civil EngineersGEOASCELibrary of Congress Cataloging-in-Publication DataSymposium on Pavement Mechanics and Materials (2007 : Blacksburg, Va.)Pavements and materials : characterization, modeling, and simulation : proceedings ofSymposium on Pavement Mechanics and Materials at the 18th ASCE Eng
4、ineeringMechanics Division (EMD) Conference : June 3-6, 2007, Blacksburg, Virginia / sponsoredby Pavements Committee of the Geo-Institute, American Society of Civil Engineers .et al.; edited by Zhanping You, Ala R. Abbas, Linbing Wang.p. cm. - (Geotechnical special publication ; no. 182)Includes bib
5、liographical references and indexes.ISBN 978-0-7844-0986-21. Pavements-Congresses. 2. Road materials-Congresses. 3. Pavement-Performance-Congresses. 4. Pavements, Asphalt-Congresses. I. You, Zhanping. II. Abbas, Ala R. III.Wang, Linbing, 1963- IV. American Society of Civil Engineers. Geo-Institute.
6、PavementsCommittee. V. ASCE Engineering Mechanics Conference (18th : 2007 : Blacksburg, Va.)VI. Title.TE250.S924 2007 2008027069625.85-dc22American Society of Civil Engineers1801 Alexander Bell DriveReston, Virginia, 20191-4400www.pubs.asce.orgAny statements expressed in these materials are those of
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12、. A reprintorder form can be found at www.pubs.asce.org/authors/reprints.html.Copyright 2008 by the American Society of Civil Engineers. All Rights Reserved.ISBN 13: 978-0-7844-0986-2Manufactured in the United States of America.Geotechnical Special Publications1 Terzaghi Lectures2 Geotechnical Aspec
13、ts of Stiff and HardClays3 Landslide Dams: Processes, Risk, andTWMna4tf*iJnutganon1 Timber Bulkheads9 Foundations twopapers on the continuum approaches including nonlinear viscoelastic analysis andtemperature dependency; four papers on pavement stress and strain analysis; twopapers on laboratory cha
14、racterization of modified asphalt concrete; one paper onpavement fatigue analysis, one paper on tire-pavement interaction, and; one paper oncoefficient of thermal expansion of concrete for rigid pavement design.Each paper published in this GSP was rigorously evaluated by peer reviewers and theeditor
15、s. The review comments were sent to the authors and they have been addressedto the reviewers and the editors satisfaction. The editors sincerely acknowledgereviewers time and efforts. The editors also acknowledge Graduate student Shu WeiGoh at Michigan Technological University in the assistance of t
16、he cover design.The papers in this GSP include eight papers that were presented in the symposium onPavement Mechanics and Materials at the 18th ASCE Engineering MechanicsDivision (EMD) Conference, held at Blacksburg, Virginia, June 3-6 2007 and eightpapers submitted for publication only. The symposi
17、um was supported by the Geo-Institute Pavements Committee, the Task Committee on Mechanics of Pavements, theInelastic Committee and the Granular Materials Committee of the ASCE EngineeringMechanics Institute.The editors of this GSP would like to thank the Board of Governors of the Geo-Institute for
18、their approving the symposium and the special publication.Zhanping You, Ph.D., P.E., Michigan Technological UniversityAla R. Abbas, Ph.D., University of AkronLinbing Wang, Ph.D., P.E., Virginia TechDecember 30,2007VIIThis page intentionally left blank ContentsTheoretical Aspects in Modeling Asphalt
19、Concrete and Pavements 1Vassilis P. Panoskaltsis and Dinesh PanneerselvamSimulating the Deformation Behavior of Hot Mix Asphalt in the IndirectTension Test 16Ala R. AbbasA Three-Dimensional Micro-Frame Element Network Model for DamageBehavior of Asphalt Mixtures 24Qingli Dai and Zhanping YouThe Effe
20、ct of Water on Pavement Response Based on 3D FEM Simulationand Experiment Evaluation 34Zejiao Dong, Yiqiu Tan, and Liping CaoStudy on the Influence of the Fiber and Modified Asphalt upon the Performanceof Asphalt Mixture 45Tianqing Ling, Wei Xia, Qiang Dong, and Deyun HeDEM Models of Idealized Aspha
21、lt Mixtures 55Zhanping You, Sanjeev Adhikari, and Qingli DaiResponses of a Transversely Isotropic Layered Half-Space to MultipleHorizontal Loads 63Ewan Y.G Chen and Ernie PanCalculating Thermal Stresses of Asphalt Pavement in Environmental Conditions 78Guoping Qian, Jianlong Zheng, and Qinge WangNum
22、erical Simulation for Interaction between Tyre and Steel Deck Surfacing 88Zhendong Qian, Tuanjie Chen, and Yun LiuFatigue Characteristic of Asphalt 98Yiqiu Tan, Liyan Shan, and Xiaomin LiCoefficient of Thermal Expansion of Concrete for Rigid Pavement Design 108Nam Tran, Micah Hale, and Kevin HallTwo
23、 Dimensional and Three Dimensional Discrete Element Models for HMA 117Zhanping You, Sanjeev Adhikari, and Qingli DaiAnalysis on Property Changes of Neat and Modified Asphalt underUltraviolet Aging 127Jiani Wang, Yiqiu Tan, Zhongjun Xue, Zhongliang Feng, and Huining XuA Viscoplastic Foam Model for Pr
24、ediction of Asphalt Pavement Compaction 136Kaiming Xia and Liqun ChiThermal Stress Calculation and Analysis in Steel Bridge Deck Pavement 146Jun Yang, Guotao Yang, Haizhu Lu, and Chaoen YinixEquivalency of Using the Binder or the Mastic Modulus to Estimatethe Mixture Modulus 155Cristian Druta, Linbi
25、ng Wang, George Z. Voyiadjis, and Chris AbadieIndexesAuthor Index 165Subject Index 7XTheoretical Aspects in Modeling Asphalt Concrete and PavementsVassilis P. Panoskaltsis1 and Dinesh Panneerselvam2Associate Professor, Department of Civil Engineering, Case Western Reserve University, Cleveland,Ohio,
26、 44106-7201, U.S.A., (corresponding author); vppnestor.cwru.edu2Advanced Application Engineer, Dassault Systemes Simulia Corp., Northville, Michigan 48167ABSTRACT: A new nonlinear second order hyperelastic-viscoplastic-damageconstitutive model in multi dimensions is developed and its theoretical fou
27、ndationsare presented. The model is used to analyze experiments for asphalt concrete both inthe elastic as well as in the irreversible domain of the material. Models comparisonsto experiments are very favorable. The experiments are analyzed both ashomogeneous and as boundary-value problems.INTRODUCT
28、IONRutting defined in ASTM Standard E 867 as “a contiguous longitudinal depressiondeviating from a surface plane defined by transverse cross slope and longitudinalprofile“ is rated as the most significant distress type regarding damage in pavements.The longitudinal depressions (sometimes referred to
29、 as “ruts“) are accompanied byupheavals to the side. In the asphalt - concrete layer, the rutting is caused by acombination of densification (compaction) and shear flow. The initial rut is caused bydensification of the pavement under the path of the wheel. However, the subsequentrut is a result of s
30、hear flow of the mix. In properly compacted pavements, it has beenfound that shear flow in asphalt - concrete layer is the primary rutting mechanism,see e.g. Eisenmann and Hihner (1987). Also, the mix exhibits volumetric/deviatoriccoupling behavior; this manifests as the mix dilates under shear load
31、ing. A multi-dimensional hyperelastic-viscoplastic-damage model is developed to describe andpredict the permanent deformations and coupling behavior of asphalt concrete. Theelastic behavior of asphalt concrete is modeled by a second order hyperelastic model,since the volumetric/deviatoric coupling b
32、ehavior of the mix is observed even at verysmall strain values and at lower temperatures. The rate-dependent behavior ofasphalt concrete, as well as its permanent deformations are described by aconstitutive model based on viscoplasticity and damage theories.1PAVEMENTS AND MATERIALSCONSTITUTIVE MODEL
33、In this section we present the aforementioned constitutive model. The model isdeveloped in series and consists of a hyperelastic part and a viscoplastic-damage part.Hyperelastic ModelAsphalt concrete exhibits volumetric/deviatoric coupling within its elastic region asis clearly evident in a repeated
34、 simple shear test at constant height (RSST-CH)experiment, developed at the University of California, Berkeley (Sousa et al. 1993).In this test, cylindrical specimens of 0.15 m (6 in.) in diameter by 0.05 m (2 in.) highare used. The height of the specimen is kept constant (by applying a vertical loa
35、dprovided by a vertical hydraulic actuator), while horizontal loads are applied by ahorizontal actuator. The horizontal load is described by a haversine function with0.05 s loading and 0.05 s unloading time followed by rest time of 0.6 s and is appliedon a 0.2 in thick steel plate, which is glued to
36、 the cylindrical specimen. As isobserved in these experiments, in which the evolution of the normal force wasrecorded, the normal force starts evolving from the very first cycles of the experimentduring which no permanent shear strain has occurred. In order to describe thiscoupling behavior in the e
37、lastic regime we propose a second order hyperelasticmodel, that is, the stress is a second-order polynomial of the strain. A third-orderhyperelastic model has been earlier proposed by Bahuguna et al. (2006). Clearly, alinear elastic model, which can be considered as a first order elastic model, cann
38、otdescribe this behavior.The strain energy function W (s) :R6 R (where R6 is the six dimensionalEuclidean space of strains) that we propose here for the second order hyperelasticisotropic model is given bywhere s is the strain tensor and bi, b2, b3, b4, and b5 are material parameters. Thisform satis
39、fies the condition that at zero strain state (materials natural state) the valueof the strain energy function and the stress tensor be zero. /, I2, h are the invariantsof the strain tensor defined as I = trs, h trd, h trd.The stress tensor is given bywhere Sy is Rronecker delta and repeated index im
40、plies summation convention.To determine the five material parameters in the second order hyperelastic model,the tests conducted by Sousa et al. (1993) are used. The following three experiments,simple shear test, volumetric compression test and uniaxial strain compression test2PAVEMENTS AND MATERIALS
41、were conducted in the elastic range. In other words, the experiments were conductedat low strain levels to minimize the irreversible effects and at low temperature (4C)to minimize viscous effects. It is therefore assumed that the strains measured areelastic strains, since in the experiments no unloa
42、ding has been reported. The simpleshear test is the same as the repetitive simple shear test (RSST-CH), except only theloading part of one cycle is considered. In this test evolution of normal stress is alsoobserved. In the uniaxial strain compression test the axial stress is applied while thelatera
43、l expansion of the specimen is prohibited. In the volumetric compression testthe strain is the same in the three principal directions. All three tests are fittedsimultaneously by using a nonlinear optimization scheme and a unique set ofparameters is obtained. The objective function for the optimizat
44、ion procedure is aleast square function given bywhere NI, N2, and N3 are the number of data points taken from the uniaxial,volumetric and shear experiments, respectively; crn, is the normal stress predictedby the hyperelastic model for the ith data point, cr121 is the shear stress predicted bythe mo
45、del for the ith data point and cr is the stress value at f1 experimental point.The minimization of the objective function was performed using the optimizationtoolbox of MATLAB. The values obtained for the parameters are tabulated in Table1.Table 1. List of parametersParameterValuebi0.0004xl08b20.417
46、5x 108b3-5.53x 108b40.005 x 108b5-5.85x108Fig. 1, Fig. 2 and Fig. 3 show the model simulations for shear, volumetric anduniaxial tests respectively. In Fig. 2 confining stress is the crn stress and radial strainis the principal strain. All figures show very good fit between the model results andexpe
47、rimental data. With the values of the parameters obtained from the parameterestimation procedure, the models prediction of dilatancy behavior is compared toexperimental results. Fig. 4 shows model prediction of the normal force developedduring the simple shear test and the experimental data for the
48、same. As is seen fromthe figure the models prediction is very good.3PAVEMENTS AND MATERIALSstrain.Fig. 1. Shear stress vs. shear Fig. 2. Confining stress vs. radialstrain.strain.Fig. 3. Axial stress vs. axial Fig. 4. Axial stress vs. shear strain.Stability Analysis: Positive Definiteness of Tangent
49、StiffnessIt is well known that the work done on an elastic body by any external agency onthe changes in displacements it produces is positive. This is manifest in terms ofstresses and elastic strains as follows:where a superimposed dot indicates tune derivative. Materials which satisfy theabove condition are called stable. It is necessary that constitutive laws proposed tocharacterize elastic material behavior satisfy the stability criterion given by Eq. 4.This stability criterion when
