CUPGANOVEMBER 2007GREY ASPHALT SURFACES CUPGA CANADIAN USER PRODUCER GROUP FOR ASPHALT GREY ASPHALT...

CUPGA NOVEMBER 2007GREY ASPHALT SURFACESCUPGACANADIAN USER PRODUCER GROUP FOR ASPHALT

GREY ASPHALT SURFACES JOHN EMERY

NIAGARA FALLS NOVEMBER 2007

PRESIDENT JEGEL GROUP, TORONTO

ADJUNCT PROFESSOR, McMASTER UNIVERSITY

www.jegel.comJEGEL

PARTNERS IN QUALITY INFRASTRUCTUREISO 9001

[email protected]

THE TECHNICAL ASSISTANCE OF DIETER STOLLE, PEIJUN GUO, ISLAM ABU-HALIMEH AS PART OF JOINT JEGEL-McMASTER APPLIED ASPHALT TECHNOLOGY RESEARCH IS GRATEFULLY ACKNOWLEDGED

ISLAM ABU-HALIMEH’S M.A.Sc 2007 THESIS – SURFACE EFFECTS ON THE THERMAL BEHAVIOUR AND MECHANICAL PROPERTIES OF HOT-MIX ASPHALT – IS BASED ON THIS ONGOING RESEARCH

THE TECHNICAL ASSISTANCE OF ALAIN DUCLOS AND JESSICA HERNANDEZ IS ALSO GRATEFULLY ACKNOWLEDGED

CALABOGIE RACE TRACK

PAVING ONTARIO’S FIRST NEW MOTOR SPORTS RACE

TRACK IN 35 YEARS

ASPHALT TOPICS FALL 2006

PHOTO COURTESY OF CALABOGIE RACE TRACK

CUPGA NOVEMBER 2007GREY ASPHALT SURFACES

No Lime

LimeTreated

JEGEL

HYDRATED LIME SURFACE TREATMENT HAS BEEN SHOWN TO REDUCE ASPHALT PAVEMENT TEMPERATURES (BLACK BODY ABSORPTION)

ADVANTAGES OF HYDRATED LIME USE IN HOT-MIX ASPHALT

• SIGNIFICANT REDUCTION IN STRIPPING POTENTIAL (MOISTURE SUSCEPTIBILITY)• SOMEWHAT REDUCED DESIGN ASPHALT BINDER CONTENT• IMPROVED TOUGHNESS AND RESISTANCE TO FRACTURE GROWTH AT LOW TEMPERATURES• REDUCED AGE HARDENING OF THE ASPHALT BINDER• INCREASED MIXTURE STABILITY, DURABILITY AND DYNAMIC MODULUS

LITTLE AND EPPS, 2001 AND WITCZAK AND BERRY 2004, FOR INSTANCE – SEE www.lime.org

ADVANTAGES OF HYDRATED LIME USE ON ASPHALT CONCRETE SURFACES• ENHANCED RESISTANCE TO EARLY TIRE SCUFFING (RACE TRACK SURFACES FOR INSTANCE)• REDUCED SURFACE TEMPERATURE, SUBJECT TO APPROPRIATE APPLICATION• SOMEWHAT ENHANCED FRICTIONAL RESISTANCE DUE TO LOWERED TEMPERATURE• REDUCED RUNOFF-WATER TEMPERATURE DUE TO LOWERED TEMPERATURE• SOMEWHAT ENHANCED REFLECTANCE

NOTE – RESILIENT MODULUS OF ASPHALT CONCRETE IS A ‘FUNCTION’ OF PAVEMENT TEMPERATURE


THE REPAIR OF THE COMPOSITE PAVEMENT THAT HAD SEVERELY SHOVED DUE TO SLIPPAGE OF THE ASPHALT CONCRETE ON TOP OF THE CONCRETE PAVEMENT BASE FROM HEAVY AIRCRAFT MOVEMENTS INVOLVED REMOVAL

OF THE ASPHALT CONCRETE, TRANSVERSELY GRINDING AND CLEANING THE EXPOSED CONCRETE SURFACE, APPLICATION OF A POLYMER MODIFIED TACK COAT, PLACEMENT OF HIGH STABILITY HOT-MIX ASPHALT LOWER

COURSE (PGAC 64-28), PLACEMENT OF HOT-MIX ASPHALT SURFACE COURSE (PGAC 70-28, POLYMER MODIFIED) AND APPLICATION OF HYDRATED LIME ON THE FINISHED HOT-MIX ASPHALT CONCRETE UPPER COURSE TO REDUCE

TEMPERATURE EFFECTS

COMPOSITE PAVEMENT REPAIR AT PEARSON AIRPORT – 2002

OCTOBER 2002GTAA

A LIGHT APPLICATION (‘DUSTING’) OF HYDRATED LIME WAS APPLIED TO THE ASPHALT PAVEMENT SURFACE (SMALL ROTARY SPREADER) WHILE STILL WARM FOLLOWING CONVENTIONAL FINISH ROLLING. THE APPLIED HYDRATED

LIME WAS THEN ROLLED INTO THE ASPHALT PAVEMENT SURFACE WITH MULTIPLE PASSES OF A LIGHT, UNBALLASTED, RUBBER-TIRED ROLLER. (THE HYDRATED LIME AND ROLLING PROCESS CAN BE REPEATED, AS

NECESSARY, TO ACHIEVE A UNIFORM ‘OFF-WHITE’ – GREY – SURFACE COLOUR CONDITION.)

POLYMER MODIFIED TACK COAT

SURFACE COURSE HMA

NOTE – THE HYDRATED LIME SURFACE TREATMENT IS MOST EFFECTIVE WHEN APPLIED TO A WARM ASPHALT CONCRETE SURFACE INCORPORATING POLYMER MODIFIED

ASPHALT BINDER AND WITH GOOD MACROTEXTURE


COMPOSITE PAVEMENT REPAIR AREAS AT PEARSON AIRPORT – 2006

REPAIR AREA


Pavement

Base Layer

Conduction

Convection

Direct Solar Radiation

Diffuse Solar Radiation

Wind Input Longwave Radiation

Cloud

Pavement absorbed energy

Pavement emitted energy

Outgoing Shortwave Radiation

Outgoing Longwave Radiation

THE EFFECT OF ENVIRONMENTAL FACTORS ON ASPHALT PAVEMENT TEMPERATURE

SUN, JIA AND QIN, ISAP 2006


EFFECT OF HYDRATED LIME AMOUNT ON SURFACE TEMPERATURE OF HMA LABORATORY PAVEMENT WITH TIME

McMASTER UNIVERSITY RESEARCH ON HMA SURFACE TEMPERATURES

ISLAM ABU-HALIMEH’S M.A.Sc 2007 THESIS


EFFECT OF HYDRATED LIME AMOUNT ON SURFACE TEMPERATURE OF FIELD HMA PAVEMENT

McMASTER UNIVERSITY RESEARCH CONTINUED

ISLAM ABU-HALIMEH’S M.A.Sc 2007 THESIS


HEAT-SHIELDING COATING MATERIALS (SPECIAL PAINT) THAT PRIMARILY REFLECT INFRARED RAYS ARE INCORPORATED INTO THE PAVEMENT

SURFACE. INTENSIVE REFLECTION OF INFRARED RAYS REDUCES ACCUMULATED HEAT IN THE PAVEMENT.

CURRENT JAPANESE RESEARCH ON HEAT-SHIELD ASPHALT PAVEMENTS

COMPARED TO ORDINARY ASPHALT PAVEMENTS, HEAT-SHIELD PAVEMENTS REDUCE THE SURFACE TEMPERATURE BY MORE THAN 15°C, AND ARE

EXPECTED TO IMPROVE THE THERMAL ENVIRONMENT IN URBAN AREAS

PWRI, PIARC SEPTEMBER 2007


CASE STUDYGREY ASPHALT SURFACES

ASPHALT PAVEMENT STRUCTURE DESIGNS

JEGEL2006

LONG-LIFE FLEXIBLE PAVEMENT STRUCTURES – DA’AN TO JILIAO SECTION IN RUYANG COUNTYERLIANHAOTE TO GUANGZHOU EXPRESSWAY, HENAN PROVINCE, CHINA

JEGEL FOR HENAN RUXIN EXPRESSWAY LIMITED

HYDRATED LIME


OVERLOADED TRUCKS

NEW YELLOW RIVER BRIDGE NEAR ZHENGZHOUOVERLOADED TRUCKS ARE A SIGNIFICANT PROBLEM FOR

PAVEMENT AND BRIDGE DESIGN AND MAINTENANCE IN CHINATHERE ARE ALSO DIFFICULT SOIL CONDITIONS, SEMI-RIGID PAVEMENT PERFORMANCE

PROBLEMS AND QUALITY ISSUES TO BE DEALT WITH

JEGEL


TYPICAL SEVERE TRANSVERSE THERMAL CRACKING AND TOP-DOWN CRACKING (TDC) OF RELATIVELY NEW SEMI-RIGID ASPHALT PAVEMENT NEAR HOTHOT, INNER MONGOLIA, CHINA

THE TDC AND ASSOCIATED DISTRESSES ARE MOST SEVERE IN THE OUTER WHEEL PATH

TYPICAL SEVERE TRANSVERSE THERMAL CRACK WITH SOME TOP-DOWN CRACKING (TDC) IN WHEELPATHS

CLOSE-UP OF TDC SHOWING ASSOCIATED DISTRESSES SUCH AS SECONDARY CRACKING AND RAVELLING

CLOSE-UP OF TYPICAL TRANSVERSE THERMAL CRACKING AND TDC IN OUTER WHEELPATH

TYPICAL HEAVILY OVERLOADED TRUCK WITH POOR AXLE AND TIRE DISTRIBUTION OF LOADINGS JEGEL

TOP-DOWN CRACKING (TDC) OF CHINESE ASPHALT PAVEMENTS


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


LOW ASPHALT BINDER CONTENT

HIGH ASPHALT BINDER CONTENT

LOG N

LOG

IMPROVE FATIGUE RESISTANCEWITH HIGH ASPHALT BINDER CONTENT LOWER

COURSE HOT-MIX ASPHALT

AMERICAN PERPETUAL PAVEMENT APPROACH

COMPRESSION

TENSION

COMPRESSION

TENSION

LOG

LOG N

MINIMIZE TENSILE STRAIN WITH ASPHALT PAVEMENT STRENGTH AND THICKNESS

EUROPEAN APPROACH

THERE ARE TWO APPROACHES FOR FATIGUE RESISTANCEJEGEL TYPICALLY USES A COMBINATION OF THESE TWO APPROACHES

DESIGN OF LONG-LIFE ASPHALT PAVEMENTS

ADAPTED FROM ASPHALT PAVEMENT ALLIANCE


PAVEMENTLIFE OK?

PAVEMENT RESPONSE(STRAINS, STRESSES, etc.)

TRANSFER FUNCTION

FINALDESIGN

MINIMIZE LIKELIHOOD OF TENSILE STRAINS >70 µ, COMP. STRAINS > 200 µ

SIMPLIFIED MECHANISTIC PAVEMENT DESIGN PROCEDUREFOR LONG-LIFE FLEXIBLE (ASPHALT) PAVEMENTS TECHNOLOGY

HEAVY VEHICLE LOADINGS

MATERIAL PROPERTIES(MODULUS VALUES)

HMA PROPERTIES ARE A FUNCTION OF TEMPERATURE

PAVEMENT MODEL

ADAPTED FROM PerROAD


MATERIAL PROPERTIESCHARACTERIZATION OF HOT MIX ASPHALT ANDPERFORMANCE TESTING OF HOT MIX ASPHALT

ASPHALT PAVEMENT ANALYZER AND NOTTINGHAM ASPHALT TESTER IN JEGEL LABORATORY

APALINK BETWEEN LABORATORY TESTING AND FIELD PERFORMANCE

RUTTING RESISTANCE AND MOISTURE SUSCEPTIBILITY

NATRESILIENT MODULUS

PERMANENT DEFORMATIONFATIGUE

FOR RESILIENT MODULUS OF SUBGRADES AND GRANULAR MATERIALS JEGEL USES FWD, DCP AND McMASTER LABORATORY SOIL DYNAMICS TESTING

JEGEL JEGEL


PLOTS OF DEFORMATION WITH NUMBER OF CYCLES IN THE ASPHALT PAVEMENT ANALYZER (SAMPLES AT 4% AIR VOIDS) Rutting Resistance Test Using Asphalt Pavement Analyzer

HMA Briquettes @ 4% Air Voids

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

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 A70 @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 A70 @70°C


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)


SUMMARY OF YUNMENG HILL AGGREGATES RESILIENT MODULUS TESTINGGRANULAR BASE/SUBBASE TESTED AT McMASTER UNIVERSITY

(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


0

10

20

30

40

50

60

70

80

90

100

110

120

130

140

150

160

1 2 3 4 5 6 7 8 9 10 11 12

Time Increment

Num

ber

of A

xle

Loa

ding

s

1-20 kN

21-40 kN

41-60 kN

61-80 kN

81-100 kN

101-120 kN

121-140 kN

141-160 kN

0 - 2 2 - 4 4 - 6 6 - 8 8 - 10 10 - 12 10 - 1210 - 1210 - 1212 - 14 12 - 1414 - 16 16 - 18 18 - 20 20 - 22 22 - 24

TRAFFIC SPECTRA BY HOUR, SINGLE AXLE/SINGLE TIRE

TRAFFIC INFORMATION FOR PROJECT


0

10

20

30

40

50

60

70

80

90

100

110

120

130

140

1 2 3 4 5 6 7 8 9 10 11 12

Time Increment

Num

ber

of A

xle

Loa

ding

s

1-20 kN

21-40 kN

41-60 kN

61-80 kN

81-100 kN

101-120 kN

121-140 kN

141-160 kN

161-180 kN

181-200 kN

201-220 kN

221-240 kN

241-260 kN

0 - 2 2 - 4 4 - 6 6 - 8 8 - 10 10 - 12 10 - 12

10 - 1210 - 12

12 - 14 12 - 14

14 - 16 16 - 18 18 - 20 20 - 22 22 - 24

TRAFFIC SPECTRA BY HOUR, SINGLE AXLE/DUAL TIRE TRAFFIC INFORMATION FOR PROJECT CONTINUED


Load (kN) Load (kip) Number Percent

1 - 10 0 - 2 42 1.66%

11 - 20 3 - 5 267 10.53%

21 - 30 5 - 7 487 19.20%

31 - 40 7 - 9 500 19.72%

41 - 50 9 - 11 481 18.97%

51 - 60 12 - 14 405 15.97%

61 - 70 14 - 16 185 7.29%

71 - 80 16 - 18 110 4.34%

81 - 90 18 - 20 33 1.30%

91 - 100 21 - 23 18 0.71%

101 - 110 23 - 25 6 0.24%

111 - 120 25 - 27 0 0.00%

121 - 130 27 - 29 1 0.04%

131 - 140 29 - 32 1 0.04%

Total 2536 100.0%

SINGLE AXLE/SINGLE TIRE LOAD DISTRIBUTION

95% PERCENTILE 74 kN


TRAFFIC INFORMATION FOR PROJECT CONTINUED


SINGLE AXLE/DUAL TIRE LOAD DISTRIBUTION

Load (kN) Load (kip) Number Percent

1 - 10 0 - 2 19 0.47%

11 - 20 3 - 5 101 2.52%

21 - 30 5 - 7 446 11.15%

31 - 40 7 - 9 373 9.32%

41 - 50 9 - 11 523 13.07%

51 - 60 12 - 14 453 11.32%

61 - 70 14 - 16 168 4.20%

71 - 80 16 - 18 137 3.42%

81 - 90 18 - 20 190 4.75%

91 - 100 21 - 23 359 8.97%

101 - 110 23 - 25 247 6.17%

111 - 120 25 - 27 182 4.55%

121 - 130 27 - 29 183 4.57%

131 - 140 29 - 32 159 3.97%

141 - 150 32 - 34 128 3.20%

151 - 160 34 - 36 128 3.20%

161 - 170 36 - 38 70 1.75%

171 - 180 38 - 41 53 1.32%

181 - 190 41 - 43 39 0.97%

191 - 200 43 - 45 20 0.50%

201 - 210 45 - 47 4 0.10%

211 - 220 47 - 50 11 0.27%

221 - 230 50 - 52 4 0.10%

231 - 240 52 - 54 3 0.07%

241 - 250 54 - 56 1 0.02%

Total 4001 100.0%



TRAFFIC INFORMATION FOR PROJECT CONTINUED


CLIMATE INFORMATION FOR PROJECT

Hourly Increments

January February March April May June July August September October November December

0-4 8.9 12.1 15.8 20.4 30.4 36.8 35.8 39.5 31.9 18.1 15.5 11.1

4-8 8.0 10.8 14.8 18.3 24.7 34.5 34.4 38.1 29.6 16.3 15.3 10.4

8-12 9.0 12.6 18.0 29.9 32.6 40.9 39.0 41.6 34.6 24.2 17.2 11.6

12-16 13.2 16.8 21.9 37.6 39.3 47.6 42.4 45.7 39.4 33.2 16.1 14.2

16-20 12.5 16.9 21.5 34.4 39.4 47.0 42.0 44.9 38.7 31.0 14.2 13.8

20-24 9.8 14.1 13.9 25.0 34.1 40.6 38.4 41.0 34.2 20.7 16.9 12.0

Mean 10.2 13.9 17.6 27.6 33.4 41.2 38.7 41.8 34.7 23.9 15.9 12.2

PAVEMENT SURFACE TEMPERATURES

Hourly Increments

January February March April May June July August September October November December

0-4 11.4 14.6 18.3 22.9 32.9 39.3 38.3 42.0 34.4 20.6 18.0 13.6

4-8 10.5 13.3 17.3 20.8 27.2 37.0 36.9 40.6 32.1 18.8 17.8 12.9

8-12 11.5 15.1 20.5 32.4 35.1 43.4 41.5 44.1 37.1 26.7 19.7 14.1

12-16 15.7 19.3 24.4 40.1 41.8 50.1 44.9 48.2 41.9 35.7 18.6 16.7

16-20 15.0 19.4 24.0 36.9 41.9 49.5 44.5 47.4 41.2 33.5 16.7 16.3

20-24 12.3 16.6 16.4 27.5 36.6 43.1 40.9 43.5 36.7 23.2 19.4 14.5

Mean 12.7 16.4 20.1 30.1 35.9 43.7 41.2 44.3 37.2 26.4 18.4 14.7

PAVEMENT TEMPERATURE AT 2 CM DEPTH


CLIMATE INFORMATION FOR PROJECT CONTINUED

Season 1 2 3 4 5 Total

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

No. Weeks 25 6 7 11 3 52

No. Days 175 42 49 77 21 365

% 48 12 13 21 6 100

NUMBER OF DAYS PER YEAR IN VARIOUS TEMPERATURE RANGES


Depth(cm)

1 2 3 4 5


0 cm, ºC 21.5 30.5 37.0 41.0 42.5

2 cm, ºC 19.0 28.0 34.5 38.5 40.0

7 cm, ºC 20.0 23.0 30.5 32.5 35.0

15 cm, ºC 15.0 17.0 24.5 28.5 30.0

25 cm, ºC 15.0 15.0 22.5 26.5 29.0

PAVEMENT TEMPERATURE VARIATION WITH DEPTH WITH HYDRATED LIME SURFACE COATING

Depth(cm)

1 2 3 4 5


0 cm, ºC 22.5 32.5 40.0 45.0 47.5

2 cm, ºC 20.0 30.0 37.5 42.5 45.0

7 cm, ºC 20.0 23.0 30.5 35.5 38.0

15 cm, ºC 15.0 17.0 24.5 29.5 32.0

25 cm, ºC 15.0 15.0 22.5 27.5 30.0

PAVEMENT TEMPERATURE VARIATION WITH DEPTH WITHOUT HYDRATED LIME SURFACE COATING

CLIMATE INFORMATION FOR PROJECT CONTINUED


Layer Season 1 2 3 4 5


20.0 30.0 37.5 42.5 45.0

Depth MPa psi MPa psi MPa psi MPa psi MPa psi

AC-13/SP12.5SBS1-D

2 cm 8,440 1,224,118 3,590 520,685 1,890 274,121 1,230 178,396 1,000 145,038

AC-20/SP19SBS1-D

7 cm 9,340 1,354,652 7,280 1,055,874 3,910 567,097 2,580 374,197 2,100 304,579

AC-25/SP2570A

15 cm 12,040 1,746,254 9,530 1,382,209 3,980 577,250 2,220 321,984 1,660 240,763

AC-25/SP2570A

25 cm 10,630 1,541,751 10,630 1,541,751 4,450 645,418 2,490 361,144 1,870 271,220

ASPHALT CONCRETE RESILIENT MODULUS WITH DEPTH WITHOUT HYDRATED LIME

LONG-LIFE ASPHALT PAVEMENT DESIGN


ASPHALT CONCRETE RESILIENT MODULUS WITH DEPTH WITH HYDRATED LIME

Layer Season 1 2 3 4 5


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

LONG-LIFE ASPHALT PAVEMENT DESIGN CONTINUED

NOTE POISSON’S RATIOS ARE ALSO A FUNCTION OF PAVEMENT TEMPERATURE AND HYDRATED LIME TREATMENT


AADT Percentile(%)

Condition Layer Location Criteria Threshold(Microstrain)

Percent Below Critical (%)

13,900 100Without Lime 3 Bottom of Asphalt Horizontal Strain -70 90.1

Without Lime 5 Top of Select Subgrade Vertical Strain 200 100.0











13,900 100With Lime 3 Bottom of Asphalt Horizontal Strain -70 91.7

With Lime 5 Top of Select Subgrade Vertical Strain 200 100.0











PerROAD ASPHALT PAVEMENT DESIGN RESULTS


KENPAVE ASPHALT PAVEMENT DESIGN RESULTS

CONDITION AXLE LOAD(kN)

TIRE LOAD(kN)

LOCATION STRAINCRITERIA

MICROSTRAIN

WITHOUT LIME WITH LIME

350/350 MPa 400/350 MPa 350/350 MPa 400/350 MPa

40ºC to 45ºC

> 45ºC 40ºC to 45ºC



> 45ºC

Single AxleSingle Tire 70 35

Bottom of HMA

Horizontal -68.66 -78.52 -65.14 -73.87 -63.77 -71.89 -60.72 -67.98

Top of SSM Vertical 54.48 57.67 54.07 57.18 52.03 54.64 51.69 54.23

Top of Subgrade

Vertical 35.02 36.03 34.63 35.63 34.09 34.93 33.72 34.54


Bottom of HMA

Horizontal -83.68 -95.45 -79.32 -89.72 -77.88 -87.64 -74.11 -82.82

Top of SSM Vertical 69.75 73.82 -69.22 73.18 66.63 69.95 66.19 69.43

Top of Subgrade

Vertical 45.13 46.43 44.63 45.92 43.94 45.01 43.45 44.51


Bottom of HMA

Horizontal -97.19 -110.6 -92.06 -103.9 -90.62 -101.8 -86.18 -96.14


Top of Subgrade

Vertical 55.22 56.80 54.16 56.18 53.76 55.07 53.18 54.47


Bottom of HMA

Horizontal -115.0 -130.4 -108.9 -122.3 -107.6 -120.6 -102.2 -113.7


Top of Subgrade

Vertical 70.28 72.28 69.50 71.49 68.43 70.09 67.69 69.33


KENPAVE ASPHALT PAVEMENT DESIGN RESULTS CONTINUED

CONDITION AXLE LOAD(kN)

TIRE LOAD(kN)

LOCATION STRAINCRITERIA

MICROSTRAIN

WITHOUT LIME WITH LIME

350/350 MPa 400/350 MPa 350/350 MPa 400/350 MPa

40ºC to 45ºC




> 45ºC

Single AxleDual Tire 160 40

Bottom of HMA Horizontal -121.80 -137.60 -115.20 -128.90 -114.20 -127.60 -108.40 -120.30


Top of Subgrade

Vertical 79.27 81.51 78.40 80.62 77.20 79.05 76.37 78.20




Top of Subgrade

Vertical 98.95 101.70 97.87 100.60 96.38 98.69 95.34 97.61




Top of Subgrade

Vertical 118.70 122.00 117.40 120.70 115.60 118.30 114.30 117.10


QUESTIONS?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.

CUPGANOVEMBER 2007GREY ASPHALT SURFACES CUPGA CANADIAN USER PRODUCER GROUP FOR ASPHALT GREY ASPHALT...

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