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CANADIAN USER PRODUCER GROUP FOR ASPHALT

CANADIAN USER PRODUCER GROUP FOR ASPHALT. SASKATOON. NOVEMBER 2008. LONG-LIFE FLEXIBLE PAVEMENT MATERIALS CHARACTERIZATION FROM BOTTOM TO TOP. CASE STUDY APPROACH – HENAN RUXIN NEW EXPRESSWAY PROJECT DA’AN TO JILIAO, RUYANG COUNTY, HENAN PROVINCE, CHINA. JESSICA HERNANDEZ

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CANADIAN USER PRODUCER GROUP FOR ASPHALT

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  1. CANADIAN USER PRODUCER GROUP FOR ASPHALT SASKATOON NOVEMBER 2008 LONG-LIFE FLEXIBLE PAVEMENT MATERIALS CHARACTERIZATION FROM BOTTOM TO TOP CASE STUDY APPROACH – HENAN RUXIN NEW EXPRESSWAY PROJECT DA’AN TO JILIAO, RUYANG COUNTY, HENAN PROVINCE, CHINA JESSICA HERNANDEZ SENIOR PAVEMENT ENGINEER JOHN EMERY PRESIDENT AND PRINCIPAL ENGINEER JOHN EMERY GEOTECHNICAL ENGINEERING LIMITED, TORONTO ADJUNCT PROFESSOR McMASTER UNIVERSITY JEGEL PARTNERS IN QUALITY ISO 9001 jemery@jegel.com www.jegel.com THE ASSISTANCE OF PEIJIN GUO, DEPT OF CIVIL ENGINEERING, McMASTER UNIVERSITY, AND ALAIN DUCLOS, SETH ZHANG AND DOUGLAS LIU OF JEGEL IS GREATLY APPRECIATED THE NSERC SUPPORT OF THE McMASTER/JEGEL DEVELOPMENT OF TESTING TECHNOLOGY FOR FLEXIBLE PAVEMENT MATERIALS IS GRATEFULLY ACKNOWLEDGED LONG LIFE PAVEMENT IN POMPEII – NOTE THE WHEEL TRACK RUTTING

  2. NEW FLEXIBLE PAVEMENT DESIGN CONCEPTS LONG-LIFE ASPHALT PAVEMENTS MECHANISTIC-EMPIRICAL DESIGN INTEGRATED CLIMATIC MODEL Max/Min Temperature Precipitation Freeze/Thaw MATERIAL PROPERTIES HMA Base/Subbase Subgrade / PAVEMENT STRUCTURE TRAFFIC LOADINGS Commercial Vehicles ANALYSIS LCCA? VE? DISTRESS PREDICTION NOT OK OK DESIGN ADVANCES IN HMA MATERIALS AND CONSTRUCTION METHODS

  3. LONG-LIFE FLEXIBLE PAVEMENTS TECHNOLOGY CONCEPT OF PERPETUAL (LONG-LIFE) FLEXIBLE (ASPHALT) PAVEMENTS RESURFACING CAN BE RECYCLED HOT-MIX ASPHALT (HMA) OR HOT IN-PLACE RECYCLED TDC RESISTANCE 40 TO 75 mm SMA, OFC OR SUPERPAVE HMA 100 mm to 150 mm ZONE OF HIGHEST COMPRESSION HIGH MODULUS RUT RESISTANT HMA (THICKNESS FROM PAVEMENT DESIGN) FATIGUE RESISTANT HMA (75 mm to 100 mm) MAXIMUM TENSILE STRAIN REPEATED BENDING CAN LEAD TO FATIGUE LIMIT BENDING TO < 70 µ (MONISMITH, VON QUINTUS, NUNN, THOMPSON) GRANULAR BASE AND SUBBASE REPEATED DEFORMATION CAN LEAD TO RUTTING MAXIMUM COMPRESSIVE STRAIN LIMIT VERTICAL COMPRESSION TO < 200 µ(MONISMITH, NUNN) SUBGRADE ADAPTED FROM ASPHALT PAVEMENT ALLIANCE LONG-LIFE FLEXIBLE PAVEMENT DESIGN CONCEPT SCHEMATIC OF A LONG-LIFE FLEXIBLE (ASPHALT) PAVEMENT SHOWING THE RENEWABLE SMA, OFC, OR SUPERPAVE HMA/RHM SURFACE COURSE

  4. MATERIALS CHARACTERIZATION RESILIENT MODULUS, Mr SUBGRADE, SELECT SUBGRADE MATERIAL, GRANULAR SUBBASE, GRANULAR BASE • Mr = STRESS/RECOVERABLE STRAIN • ADJUSTMENT OF SUBGRADE Mr IS TYPICALLY REQUIRED FOR SEASONAL VARIATIONS • FOR COHESIVE SUBGRADE MATERIALS WITH A SOAKED CBR  10 THE Mr IS OFTEN ASSUMED TO BE Mr 10 x CBR IN MPa (FROM SOIL MECHANICS) (AASHTO, 1993)

  5. RESILIENT MODULUS, Mr SUBGRADE, SELECT SUBGRADE MATERIAL, GRANULAR SUBBASE, GRANULAR BASE 1 – LOAD FRAME 2 –LOAD CELL 3 –LVDT 4 –TRIAXIAL CELL 5 –SPLIT MOULD 6 –COMPACTION DEVICE

  6. RESILIENT MODULUS, Mr SUBGRADE, SELECT SUBGRADE MATERIAL, GRANULAR SUBBASE, GRANULAR BASE • FOR MOST GRANULAR BASE/SUBBASE MATERIALS, THE BULK STRESS IS THE PRIME FACTOR AFFECTING Mr • THE DEVIATORIC STRESS MAY CAUSE A INCREASE OR A DECRASE OF Mr DEPENDING ON MATERIAL PROPERTIES • AN INCREASE IN MOISTURE CONTENT TENDS TO DECREASE Mr • FOR GRANULAR MATERIALS, SMALL VARIATIONS IN MOISTURE CONTENT ABOUT THE OPTIMUM DURING COMPACTION DO NOT HAVE A PROFOUND INFLUENCE ON Mr • MrVARIES WITH PHYSICAL PROPERTIES SUCH AS PARTICLE SHAPE, PARTICLE ROUGHNESS, GRADATION, AND FINES CONTENT • THE USE OF A LINEAR REGRESSION BETWEEN RESILIENT MODULUS AND PRESSURE PROVIDES A REASONABLE APPROXIMATION FOR DESIGN PURPOSES.

  7. CLAYEY SUBGRADE (PI = 25%) εt VALUES DETERMINED AT 200 CYCLES AT EACH Δa εt SANDY SUBGRADE RESILIENT MODULUS, MR NOTES: 1. C = CONSTANT 2. RELATIVE VERTICAL POSITION OF CURVES STRONGLY DEPENDS ON MOISTURE CONTENT OF SUBGRADES. 0 0.0001 0.001 0.01 0.1 RESILIENT STRAIN, εr(%) AGGREGATE VIEWS, FALL 1994 TYPICAL VARIATIONS IN RESILIENT MODULUS WITH RESILIENT STRAIN FOR A DRY SANDY SUBGRADE AND A MEDIUM-PLASTICITY CLAYEY SUBGRADE

  8. SUMMARY OF YUNMENG HILL AGGREGATES Mr TESTING GRANULAR BASE/SUBBASE SUMMARY OF RU RIVER SAND RESILIENT MODULUS TESTING SELECT SUBGRADE MATERIAL

  9. A Tunnel Material, Adjusted Tunnel Material 800 CBR TEST RESULTS OF PROJECT GRANULAR MATERIALS

  10. AGGREGATE PROPERTIES ARE IMPORTANT TO SUPERPAVE CONSENSUS AGGREGATE PROPERTIES • COARSE AGGREGATE ANGULARITY • FINE AGGREGATE ANGULARITY • FLAT OR ELONGATED PARTICLES • CLAY CONTENT HIGH QUALITY 37 mm HMA AGGREGATE

  11. PGAB SELECTION IS IMPORTANT TO SUPERPAVE • DYNAMIC SHEAR RHEOMETER (DSR) • ROTATIONAL VISCOMETER (RV) • ROLLING THIN FILM OVEN (RTFO) • PRESSURE AGING VESSEL (PAV) • BENDING BEAM RHEOMETER (BBR) • DIRECT TENSION TESTER (DTT) JEGEL CONVENTIONAL (LEFT) AND SBS MODIFIED (RIGHT) ASPHALT BINDERS

  12. APA LINK BETWEEN LABORATORY TESTINGAND FIELD PERFORMANCE DESIGN LABORATORY ASPHALT PLANT PLACEMENT PROOF TESTER CHARACTERIZATION OF HOT-MIX ASPHALT AND PERFORMANCE TESTING OF HOT-MIX ASPHALT NATRESILIENT MODULUS PERMANENT DEFORMATIONFATIGUE JEGEL JEGEL ASPHALT PAVEMENT ANALYZER AND NOTTINGHAM ASPHALT TESTER

  13. PLOTS OF DEFORMATION WITH NUMBER OF CYCLES IN THE ASPHALT PAVEMENT ANALYZER (SAMPLES AT 7% AIR VOIDS)

  14. RESILIENT MODULUS OF ASPHALT CONCRETES TESTED IN THE NOTTINGHAM ASPHALT TESTER (NAT)

  15. FATIGUE ENDURANCE TESTING IN THE NOTTINGHAM ASPHALT TESTER (NAT)

  16. ASPHALT CONCRETE RESILIENT MODULUS WITH DEPTH WITH HYDRATED LIME TREATMENT OF SURFACE

  17. HENAN RUXIN NEW EXPRESSWAY PROJECT RECOMMENDED LONG-LIFE FLEXIBLE (ASPHALT) PAVEMENT STRUCTURES JEGEL 2007 NOTE – A HYDRATED LIME SURFACE TREATMENT IS MOST EFFECTIVE WHEN PROPERLY APPLIED TO AN ASPHALT CONCRETE SURFACE INCORPORATING POLYMER MODIFIED ASPHALT BINDER AND WITH GOOD MACROTEXTURE. USE OF THIS TECHNOLOGY IS SUBJECT TO A FULL TECHNICAL EVALUATION FOR SPECIFIC PROJECT APPLICABILITY.

  18. RECOMMENDED DEFLECTION LEVELS (0.01 mm) BASED ON FWD TESTING FOR PAVEMENT CONSTRUCTION QUALITY CONTROL MONITORING EMBANKMENT CUT AND FILL SECTIONS ACCEPTABLE NOT ACCEPTABLE • THE FALLING WEIGHT DEFLECTOMETER (FWD) WITH 50 kN LOADING IS USED TO CHECK THE DEFLECTION ON TOP OF EACH STRUCTURAL LAYER. • DEFLECITON DATA OBTAINED BY BENKELMAN BEAN CAN BE CONVERTED INTO THE FWD DEFLECTION DATA USING THE FOLLOWING EQUATION: • FWD DEFLECTION = BENKELMAN DEFLECTION/1.5 • 3. THESE ARE VERY STRICT ACCEPTANCE LEVELS.

  19. OVERVIEW OF PROJECT CONSTRUCTION AND QUALITY MONITORING

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