ASCE GSP 266-2016 MATERIAL DESIGN CONSTRUCTION MAINTENANCE AND TESTING OF PAVEMENT.pdf

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1、GEOTECHNICAL SPECIAL PUBLICATION NO. 266 GEO-CHINA 2016 MATERIAL, DESIGN, CONSTRUCTION, MAINTENANCE, AND TESTING OF PAVEMENT SELECTED PAPERS FROM THE PROCEEDINGS OF THE FOURTHGEO-CHINA INTERNATIONAL CONFERENCE July 2527, 2016 Shandong, China SPONSORED BY Shandong University Shandong Department of Tr

2、ansportation University of Oklahoma Chinese National Science Foundation Geo-Institute of the American Society of Civil Engineers EDITED BY Don Chen, Ph.D. Jeffrey Lee, Ph.D. Wynand JvdM Steyn, Ph.D. Published by the American Society of Civil Engineers Published by American Society of Civil Engineers

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8、 permissionsasce.org or by locating a title in ASCEs Civil Engineering Database (http:/cedb.asce.org) or ASCE Library (http:/ascelibrary.org) and using the “Permissions” link. Errata: Errata, if any, can be found at http:/dx.doi.org/10.1061/9780784480090 Copyright 2016 by the American Society of Civ

9、il Engineers. All Rights Reserved. ISBN 978-0-7844-8009-0 (PDF) Manufactured in the United States of America. Preface This Geotechnical Special Publication (GSP) contains 21 papers that were accepted and presented at the GeoChina International Conference on Sustainable Civil Infrastructures: Innovat

10、ive Technologies for Severe Weathers and Climate Changes, held in Shandong, China on July 25-27, 2016. The overall theme of the GSP is material, design, construction, maintenance and testing of pavement, and all papers address different research findings of this theme. Major topics covered are engin

11、eering properties of pavement materials, design of flexible and rigid pavements, pavement performance evaluation, and test methods for pavement characterization. It provides an effective means of shearing recent technological advances, engineering applications and research results among scientists,

12、researchers and engineering practitioners. Acknowledgments The following individuals have assisted on preparing the GSP and reviewing the papers: Hao Wu, Central South University, China Xiao-Meng Zhang, Shandong University, China Julius Komba, The Council for Scientific and Industrial Research, Sout

13、h Africa Dawa Seo, Yonsei University, South Korea Ming-Gin Lee, Chaoyang University of Technology, Taiwan, China Jeffrey Lee, ARRB Group, Australia Hussein Elarabi, University of Khartoum, Sudan Xin-Jun Feng, Changsha University of Science and Technology, China Li-Tao Geng, Shandong Jianzhu Universi

14、ty, China Jiu-Peng Zhang, Changan University, China Wei-Dong Cao, Shandong University, China Jia-Liang Yao, Changsha University of Science and Technology, China Gauhar Sabih, University of New Mexico, USA Matias Mendez Larrain, University of New Mexico, USA Yong Wang, Chinese Academy of Science, Chi

15、na A. S. M. Rahman, University of New Mexico, USA Md Islam, University of New Mexico, USA *HR Michael Moffatt2; and Jothi M. Ramanujam31Senior Pavements Engineer, ARRB Group Ltd., 123 Sandgate Rd., Brisbane, QLD 4010, Australia. E-mail: .au 2Team Leader, Pavements, ARRB Group Ltd., 500 Burwood Highw

16、ay, Vermont South, VIC 3133, Australia. E-mail: .au 3Director (Pavements Rehabilitation), Dept. of Transport and Main Roads, 35 Butterfield St., Brisbane, QLD 4000, Australia. E-mail: jothi.m.ramanujamtmr.qld.gov.au Abstract: ARRB Group has purchased a second-generation Greenwood Engineering Traffic

17、 Speed Deflectometer (TSD) and commenced data collection across Australasia in 2014. The TSD, fitted with extra ARRB Hawkeye equipment, can collect continuous deflection profile and surface condition data (such as cracking, rutting, roughness and surface images) at traffic speeds of around 80 km/h.

18、While the TSD is traditionally seen as a network-level pavement evaluation tool, this paper presents an exploratory study of using the device for project-level pavement evaluation. Using linear-elastic mechanistic analysis software, theoretical surface basins were computed and compared with the TSD-

19、measured deflection basins. This provides an insight into ways in which TSD results could be interpreted and utilised in routine pavement engineering. Limited theoretical models of TSD loading on a range of pavement profiles have been computed. Back-calculation software, EFROMD3, was used to highlig

20、ht the promising potential to estimate in situ layer moduli via back-calculating from the TSD-measured deflection basins. Recommended future research is presented. INTRODUCTION The TSD is a pavement evaluation device, manufactured by Greenwood Engineering in Denmark, which measures the pavement surf

21、ace deflection at traffic speeds. Following an initial trial of TSD technology (Kelley hence it is an attempt to correlate the present study with actual field conditions. FINITE ELEMENT ANALYSIS In general the finite element solution technique is conducted through three basic stages of the analysis;

22、 those are Idealization of the system being investigated, formulation and solution of equations governing the phenomenon being investigated and evaluation of the structural response required for undertaking the design process. In the following subsections the evaluation process of finite element met

23、hod for the pavement under consideration is discussed in short. The element formulations and constitutive laws The stiffness matrix Ke and load vector Fe for the elements are as defined below through a numerical integration process by choosing the number of Gauss point integration, appropriate for t

24、he element type considered. In essence, Ke and Fe are derived through the integrals, as given in equation (1) and (2) Ke = BT. C. B dv (1) Fe= NT. Pdv (2) Wherein N, B, C, P and dv denotes interpolation function matrix, strain matrix, the matrix for material constitutive law, load intensity vector a

25、nd a volume integral respectively. The formulation for N and B pertaining to the elements appearing in the element library are well documented in the literature 12. The integrals are numerically evaluated by choosing an appropriate Gauss integration scheme. Basically, constitutive laws in the presen

26、t development are confined towards consideration to only modulus of elasticity and the Poissons ratio of the materials present in the pavement system being analyzed. The scope for a variety of material types that may be encountered in the built up pavement system are almost indefinite number. With r

27、espect to the same, practically useful data can be extracted from available literature 6, 12 for further investigation, including the elastic modulus and Poissons ratio which are described in FIG 1. Finite element idealization The finite element idealization for the pavement system being analyzed is

28、 developed by means of the four noded quadrilateral elements. Sam Helwany, et. al. 3, discretized a three layer pavement system with right boundary at a distance of about 8 times the loaded radius. Abdhesh K.Sinha, et.al. 1 located the right boundary of which is more than 7 times the radius 150mm of

29、 the applied load. *HR do not suffer radial displacements. Hence those nodes are treated as restrained in the radial (r) direction. Equations and structural response The equations governing equilibrium of the idealized system are formulated and solved through the application of versatile frontal sol

30、ution technique 12. With the solution of governing equation having been derived the element stresses and element strains are evaluated as, = B (3) =CE (4) where and represents an element strain vector and an element stress vector respectively at the Gauss integration point. By employing the interpol

31、ation characteristics of the elements, the modulus of elasticity and the Poissons ratio at the *HR Laxmi P. Paneru2; and Rafiqul A. Tarefder, M.ASCE31Ph.D. Student, Civil Engineering Dept., Univ. of New Mexico, 1 University of New Mexico, MSC01 1070, Albuquerque, NM 87131. E-mail: gsabihunm.edu 2Gra

32、duate Student, Civil Engineering Dept., Univ. of New Mexico, 1 University of New Mexico, MSC01 1070, Albuquerque, NM 87131. E-mail: paneruunm.edu 3Professor, Civil Engineering Dept., Univ. of New Mexico, 1 University of New Mexico, MSC01 1070, Albuquerque, NM 87131. E-mail: tarefderunm.edu Abstract:

33、 The Brazilian test is a way of determining the tensile strength of concrete cylinders/discs. The direct tensile test was very difficult due to experimental difficulties, so this method gained momentum across the world. In this method, diametrical load is applied to a concrete disc and indirect tens

34、ile strength is determined. As a part of this method, further research realized the existence of size effect on maximum tensile stresses. This research focuses on verifying the size effect law by ABAQUS simulations on concrete discs. Simulations were developed for concrete discs of various diameters

35、, while keeping the other variables like loading, contact area, material properties, and disc thickness as constants. The results of these simulations comply with the size effect law as they show that maximum tensile stress decreases with increase in diameter of the discs. INTRODUCTION The Brazilian

36、 test, also known as the indirect tensile test or diametrical compression test, is a popular method of characterizing the tensile strength of concrete. Professor Fernando Carneiro (Carneiro and Barcellas 1953) was the inventor of this test. He worked at the Brazilian National Institute of Technology

37、 in Rio-de-Janeiro from 1930 to 1960, where he spearheaded research on concrete. In the early 1940s, the operational difficulties faced and the expensive equipment in the direct tensile test were the prime factors restricting its use. Carneiro was working to develop a new test method to replace dire

38、ct tensile test. He observed that the crack developed almost in a vertical plane connecting the cylindrical sample and the compression plates. His observations transformed into development of a test for the tensile strength that could be performed on normalized cylinders or discs, which is known as

39、the Brazilian test. *HR however, use of a standard diameter is the remedy. Zdenek P. Bazant and his team (Zdenek et al. 1992) studied the size effect in the Brazilian test experimentally. They tested a very broad size range of cylindrical discs of constant thickness made from concrete. The results c

40、onfirmed the existence of size effect and showed that up to a certain critical diameter, the curve of nominal strength versus diameter approximately agrees with the size-effect law. However, for larger sizes, there was a deviation from the size-effect law. The trend of the size-effect curve is proba

41、bly an approach to a horizontal asymptote with or without a reversal of slope of the size-effect curve. The reversal can be explained by a modification of the size-effect law in which the crack length at failure ceases to increase in proportion to the diameter and may remain constant for sizes large

42、r than a certain characteristic size. Hasegawa and his team (Hasegawa et al. 1985) did their research on the same and found that for small diameters, the split cylinder strength decreases as the diameter increases, but after a certain diameter is exceeded, the trend seems to reverse, i.e., the stren

43、gth appears to increase. C. Rocco and team members (Rocco et al. 1999) worked on the concept of size effect and found that the dependence of the splitting tensile strength on the specimen size should be taken into account when using the Brazilian test. Due to this size effect, the splitting tensile

44、strength cannot be considered a material property. What is actually measured in the test is a nominal strength whose value approaches the tensile strength as the specimen size increases. Mahir H. Es-Saheb and his team members (Es-Saheb et al. 2011) conducted research on diametrical compression test

45、and concluded that the maximum tensile stresses under Brazilian test loading, keeps decreasing when diameter increases than 3 inches. OBJECTIVE In this study, we will simulate the Brazilian test on concrete discs of various diameters in ABAQUS and will evaluate the results of tensile stresses to ver

46、ify or negate the size effect law. *HR&KLQD*63 $6&(FINFwasdiffbeaFinTmoSimrestinchbutwerin FMaTwormatconconLoaTwaswaswasthe witITE ELEMinite Elemenresorted toerent diamering area, mite Elementhe simulatiodels of 2 inulation wasrained/fixedes. The diafor uniforme kept to a igure 1. terial Prophe mate

47、rial k, so that terial was acrete was tcrete was keding and Bhe applied lgradually ikept consttaken as 0.bottom in th a width ofENT ANAt Analysis verify the ters was caraterial propeModel Desn of the Brches thickncreated wiat the bottometrical coity in analyconstant surFIG. 1erties properties ohe ef

48、fect ofssumed as aken as 2.4pt constant oundary Coading in thncreased to ant in all the5 inch and whe direction0.5 inch. ThLYSIS OF(FEA) throusize effect lried out whirties, loadincription azilian test ess and varth diametricm. The diamntact area ozing the resface area of. Geometryf the concrediamet

49、er oelastic and 6x106Psi as 0.0867 lbonditions e initial step7,000 Psi. Tmodels. Tas constanof the loae loading anBRAZILIAgh ABAQUaw. Simulale keeping og and bounwas createdying diametal loading aeters simuf the discs iults, the lo1 in2. The gof the ABte were kepn the tensileisotropic. Tand Poisson/in3in all th