CANADIAN USER PRODUCER GROUP FOR ASPHALT

CANADIAN USER PRODUCER GROUP FOR ASPHALT

LONG-LIFE FLEXIBLE PAVEMENT MATERIALS CHARACTERIZATION

FROM BOTTOM TO TOP

JESSICA HERNANDEZSENIOR PAVEMENT ENGINEER

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

SASKATOON NOVEMBER 2008

ADJUNCT PROFESSOR McMASTER UNIVERSITY

JOHN EMERY GEOTECHNICAL ENGINEERING LIMITED, TORONTO

www.jegel.comJEGEL

PARTNERS IN QUALITYISO 9001

[email protected]

LONG LIFE PAVEMENT IN POMPEII – NOTE THE WHEEL TRACK RUTTING

JOHN EMERYPRESIDENT AND PRINCIPAL ENGINEER

CASE STUDY APPROACH – HENAN RUXIN NEW EXPRESSWAY PROJECT

DA’AN TO JILIAO, RUYANG COUNTY, HENAN PROVINCE, CHINA

CUPGA NOVEMBER 2008LONG-LIFE FLEXIBLE PAVEMENT MATERIALS CHARACTERIZATIONLABORATORY AND FIELD

LONG-LIFE ASPHALT PAVEMENTS

NEW FLEXIBLE PAVEMENT DESIGN CONCEPTSMECHANISTIC-EMPIRICAL DESIGN

ADVANCES IN HMA MATERIALS AND CONSTRUCTION METHODS

INTEGRATED CLIMATIC MODELMax/Min TemperaturePrecipitationFreeze/Thaw

TRAFFIC LOADINGSCommercial Vehicles

MATERIAL PROPERTIESHMABase/SubbaseSubgrade

ANALYSISPAVEMENTSTRUCTURE

DISTRESS PREDICTION

LCCA?VE?

DESIGN

OK

/

NOT OK


LIMIT BENDING TO < 70 µ (MONISMITH, VON QUINTUS, NUNN, THOMPSON)

LIMIT VERTICAL COMPRESSION TO < 200 µ (MONISMITH, NUNN)

RESURFACING CAN BE RECYCLED HOT-MIX ASPHALT (HMA) OR HOT IN-PLACE RECYCLED

REPEATED DEFORMATION CAN LEAD TO RUTTING

REPEATED BENDING CAN LEAD TO FATIGUE

CONCEPT OF PERPETUAL (LONG-LIFE) FLEXIBLE (ASPHALT) PAVEMENTS

40 TO 75 mm SMA, OFC OR SUPERPAVE HMA

MAXIMUM COMPRESSIVE STRAIN

SUBGRADE

GRANULAR BASE AND SUBBASE

MAXIMUM TENSILE STRAIN FATIGUE RESISTANT HMA(75 mm to 100 mm)

HIGH MODULUS RUT RESISTANT HMA (THICKNESS FROM PAVEMENT DESIGN)

ZONE OF HIGHEST

COMPRESSION

100 mmto

150 mm

ADAPTED FROM ASPHALT PAVEMENT ALLIANCE

LONG-LIFE FLEXIBLE PAVEMENTS TECHNOLOGY

LONG-LIFE FLEXIBLE PAVEMENT DESIGN CONCEPTSCHEMATIC OF A LONG-LIFE FLEXIBLE (ASPHALT) PAVEMENT SHOWING THE RENEWABLE SMA,

OFC, OR SUPERPAVE HMA/RHM SURFACE COURSE

TDC RESISTANCE


MATERIALS CHARACTERIZATIONRESILIENT 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)


RESILIENT MODULUS, Mr


1 – LOAD FRAME2 – LOAD CELL3 – LVDT4 – TRIAXIAL CELL5 – SPLIT MOULD6 – COMPACTION DEVICE


RESILIENT MODULUS, Mr


• 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

• Mr VARIES 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.


00.0001 0.001 0.01 0.1

εt

εt

CLAYEY SUBGRADE(PI = 25%)

SANDY SUBGRADE

VALUES DETERMINED AT

200 CYCLES AT EACH Δa

NOTES:

1. C = CONSTANT

2. RELATIVE VERTICAL POSITION OF CURVES STRONGLY DEPENDS ON MOISTURE CONTENT OF SUBGRADES.

RESILIENT STRAIN, εr (%)

RE

SIL

IEN

T M

OD

UL

US

, M

R

TYPICAL VARIATIONS IN RESILIENT MODULUS WITH RESILIENT STRAIN FOR A DRY SANDY SUBGRADE AND A MEDIUM-PLASTICITY CLAYEY SUBGRADE

AGGREGATE VIEWS, FALL 1994


Variation of Moduli with Deviator Stresses

0

100

200

300

400

0 50 100 150 200 250 300

Deviator Stress (kPa)

Res

ilien

t M

odul

us (

MP

a)

3 psi5 psi10 psi15 psi20 psiSample 103, w0 = 6.5%

Ru River Sand

Variation of Moduli with Bulk Stresses

Mr = 10.395q0.5394

0

100

200

300

400

0 200 400 600 800

Bulk stress (kPa)

Res

ilien

t M

odul

us (

MP

a)

3 psi

5 psi

10 psi

15 psi

20 psi

Series6

Power(Series6)

Sample 103, w0 = 6.5%

Ru River Sand

SUMMARY OF RU RIVER SAND RESILIENT MODULUS TESTINGSELECT SUBGRADE MATERIAL

(a) Variation of Moduli with bulk Stresses

Mr = 9.5882q0.6204

0

200

400

600

0 200 400 600 800

Bulk Stress (kPa)

Res

ilien

t M

odul

us (

MP

a)

3 psi

5 psi

10 psi

15 psi

20 psi

Series6

Series7

Power(Series6)

Sample 105Yunmeng Hill, Ruyang

(b) Variation of Moduli with Deviator Stresses

0

200

400

600

0 50 100 150 200 250 300

Deviator Stress (kPa)

Res

ilien

t Mod

ulus

(M

Pa)

3 psi

5 psi

10 psi

15 psi

20 psi

SUMMARY OF YUNMENG HILL AGGREGATES Mr TESTING

GRANULAR BASE/SUBBASE


CBR TEST RESULTS OF PROJECT GRANULAR MATERIALS

GRANULAR MATERIAL UNSOAKED SOAKED NOTES

LM 1 148 128 NO TUNNEL ROCK


LM 3T 99 -BLENDING WITH CRUSHED TUNNEL ROCK


LM 4T 124 115 BLENDING WITH CRUSHED TUNNEL ROCK

Tunnel Material

Tunnel Material, Adjusted

A

800


HIGH QUALITY 37 mm HMA AGGREGATE

AGGREGATE PROPERTIES ARE IMPORTANT TO SUPERPAVE

CONSENSUS AGGREGATE PROPERTIES

• COARSE AGGREGATE ANGULARITY

• FINE AGGREGATE ANGULARITY

• FLAT OR ELONGATED PARTICLES

• CLAY CONTENT


• DYNAMIC SHEAR RHEOMETER (DSR)

• ROTATIONAL VISCOMETER (RV)

• ROLLING THIN FILM OVEN (RTFO)

• PRESSURE AGING VESSEL (PAV)

• BENDING BEAM RHEOMETER (BBR)

• DIRECT TENSION TESTER (DTT)

PGAB SELECTION IS IMPORTANT TO SUPERPAVE

JEGEL

CONVENTIONAL (LEFT) AND SBS MODIFIED (RIGHT) ASPHALT BINDERS


CHARACTERIZATION OF HOT-MIX ASPHALT ANDPERFORMANCE TESTING OF HOT-MIX ASPHALT

ASPHALT PAVEMENT ANALYZER AND NOTTINGHAM ASPHALT TESTER

APA

DESIGNLABORATORY

PROOFTESTER

ASPHALTPLANT

PLACEMENT

LINK BETWEEN LABORATORY TESTINGAND FIELD PERFORMANCE

NATRESILIENT MODULUS

PERMANENT DEFORMATIONFATIGUE

JEGEL JEGEL


PLOTS OF DEFORMATION WITH NUMBER OF CYCLES IN THE ASPHALT PAVEMENT ANALYZER (SAMPLES AT 7% AIR VOIDS) Rutting Resistance Test Using Asphalt Pavement Analyzer

HMA Briquettes @ 7% Air Voids

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

0 1000 2000 3000 4000 5000 6000 7000 8000

Number of Strokes

Def

orm

atio

n (

mm

)

AC-13/SP 12.5 SBS 1-D @58°C

AC-13/SP 12.5 SBS 1-D @58°C (UW)

AC-20/SP 19 SBS 1-D @58°C

AC-20/SP 19 SBS 1-D @58°C (UW)

AC-25/SP 25 70A @58°C

AC-25/SP 25 70A @58°C (UW)

AC-13/SP 12.5 SBS 1-D @64°C

AC-20/SP 19 SBS 1-D @64°C

AC-25/SP 25 70A @64°C

AC-13/SP 12.5 SBS 1-D @70°C

AC-20/SP 19 SBS 1-D @70°C

AC-25/SP 25 70A @70°C


RESILIENT MODULUS OF ASPHALT CONCRETES TESTED IN THE NOTTINGHAM ASPHALT TESTER (NAT) RESILIENT MODULUS TEST RESULTS

Da'an to Jiliao Section of Erlianhaote to Guangzhou Expressway

100

1000

10000

100000

15 20 25 30 35 40 45 50 55 60 65

Temperature (ºC)

Sti

ffne

ss M

odul

us (

MP

a)

AC-13/SP12.5, Basalt Aggregates/SBS1-D/Hydrated LimeAir Voids=7.0%, AC Content=5.5%, Diameter=150mm, Xixin

AC-13/SP12.5 , Basalt Aggregates/SBS1-D/Hydrated LimeAir Voids=4.0%, AC Content=5.5% , Diameter=150mm, Xixin

AC-20/SP19, Limestone Aggregates/SBS1-DAir Voids=7.0%, AC Content=4.0%, Diameter=150mm,Yunmeng Hill

AC-20/SP19 , Limestone Aggregates/SBS1-DAir Voids=4.0%, AC Content=4.0%, Diameter=150mm,Yunmeng Hill

AC-25/SP25 , Limestone Aggregates/70AAir Voids=7.0%, AC Content=3.8%, Diameter=150mm,Yunmeng Hill



AC-25/SP25, Limestone Aggregate/70AAir Voids=4.0%, AC Content=4.0%, Diameter=150mm,Yunmeng Hill


10

100

1000

10000

10 100 1000 10000 100000 1000000 10000000

Number of Cycles to Failure

Init

ial

ten

sile

Str

ain

(m

icro

stra

in)

Project Mixes AC-25/SP25, AV = 7.0%, AC = 4.0% AC-25/SP25, AV = 5.0%, AC = 4.3% Typical Mixes S19 SBS S 25 S 37.5 30/14 HRA SBS 30/14 HRA 20 mm DBM 28 mm DBM 50

JEGEL Superpave for Bogotá

Typical British (UK) Mixes

FATIGUE ENDURANCE TESTING IN THE NOTTINGHAM ASPHALT TESTER (NAT)


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

Layer Season 1 2 3 4 5

< 25ºC 25º C to 35ºC 35º C to 40ºC 40º C to 45ºC > 45ºC

19.0 28.0 34.5 38.5 40.0

Depth MPa psi MPa psi MPa psi MPa psi MPa psi

AC-13/SP12.5SBS1-D

2 cm 9,190 1,332,896 4,260 617,861 2,440 353,892 1,740 252,366 1,530 221,908

AC-20/SP19SBS1-D

7 cm 9,340 1,354,652 7,280 1,055,874 3,910 567,097 3,310 480,075 2,690 390,151

AC-25/SP2570A

15 cm 12,040 1,746,254 9,530 1,382,209 3,980 577,250 2,490 361,144 2,090 303,129

AC-25/SP2570A

25 cm 10,630 1,541,751 10,630 1,541,751 4,450 645,418 2,800 406,106 2,090 303,129


HENAN RUXIN NEW EXPRESSWAY PROJECT

JEGEL2007

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.

RECOMMENDED LONG-LIFE FLEXIBLE (ASPHALT) PAVEMENT STRUCTURES


Structural LayersUpperHMA

Course

MiddleHMA

Course

LowerHMA

CourseBase Subbase

SelectSubgradeMaterials

GOOD ≤ 20 ≤ 24 ≤ 28 ≤ 72 ≤ 83 ≤ 126

FAIR 21-22 25-26 29-31 73-79 84-91 127-139

POOR ≥ 23 ≥ 27 ≥ 32 ≥ 80 ≥ 92 ≥ 140

Design Deflection with Standard Loading

(0.01mm)Chinese Equation: 28.4 Asphalt Institute Figure: 28.0

Design Deflection with Overloading (0.01mm)

Chinese Equation: 20.5 Asphalt Institute Figure: 20.0

RECOMMENDED DEFLECTION LEVELS (0.01 mm) BASED ON FWD TESTINGFOR PAVEMENT CONSTRUCTION QUALITY CONTROL MONITORING

EMBANKMENT CUT AND FILL SECTIONS

1. THE FALLING WEIGHT DEFLECTOMETER (FWD) WITH 50 kN LOADING IS USED TO CHECK THE DEFLECTION ON TOP OF EACH STRUCTURAL LAYER.

2. 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.

AC

CE

PT

AB

LE

NO

T

AC

CE

PT

AB

LE


OVERVIEW OF PROJECT CONSTRUCTION AND QUALITY MONITORING






















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