CUPGA FALLS
NIAGARA
GREY ASPHALT
SURFACES
CUPGA
NOVEMBER 2007
CANADIAN USER PRODUCER GROUP FOR ASPHALT
GREY ASPHALT SURFACES
JOHN EMERY
PRESIDENT
JEGEL GROUP, TORONTO
ADJUNCT PROFESSOR, McMASTER UNIVERSITY
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
jemery@jegel.com
JEGEL
PARTNERS IN QUALITY INFRASTRUCTURE
ISO 9001
www.jegel.com
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
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
ADVANTAGES OF HYDRATED LIME USE IN HOT-MIX ASPHALT
LITTLE AND EPPS, 2001 AND WITCZAK AND BERRY 2004, FOR INSTANCE – SEE www.lime.org
•
•
•
•
•
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
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
JEGEL
No
Lime
Lime
Treated
HYDRATED LIME SURFACE TREATMENT HAS BEEN SHOWN TO REDUCE
ASPHALT PAVEMENT TEMPERATURES (BLACK BODY ABSORPTION)
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
COMPOSITE PAVEMENT REPAIR AT PEARSON AIRPORT – 2002
SURFACE COURSE
HMA
POLYMER MODIFIED TACK COAT
OCTOBER 2002
GTAA
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
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.)
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
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
COMPOSITE PAVEMENT REPAIR AREAS AT PEARSON AIRPORT – 2006
REPAIR
AREA
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
THE EFFECT OF ENVIRONMENTAL FACTORS ON
ASPHALT PAVEMENT TEMPERATURE
Pavement absorbed energy
Pavement emitted energy
Direct Solar Radiation
Diffuse Solar
Radiation
Cloud
Wind
Convection
Outgoing Shortwave
Radiation
Input Longwave
Radiation
Outgoing Longwave
Radiation
Pavement
Conduction
Base Layer
SUN, JIA AND QIN, ISAP 2006
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
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 HMA LABORATORY PAVEMENT WITH TIME
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
McMASTER UNIVERSITY RESEARCH CONTINUED
ISLAM ABU-HALIMEH’S M.A.Sc 2007 THESIS
EFFECT OF HYDRATED LIME AMOUNT ON SURFACE TEMPERATURE OF FIELD HMA PAVEMENT
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
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
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.
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
CASE STUDY
GREY ASPHALT SURFACES
ASPHALT PAVEMENT STRUCTURE DESIGNS
HYDRATED LIME
JEGEL
2006
LONG-LIFE FLEXIBLE PAVEMENT STRUCTURES – DA’AN TO JILIAO SECTION IN RUYANG COUNTY
ERLIANHAOTE TO GUANGZHOU EXPRESSWAY, HENAN PROVINCE, CHINA
JEGEL FOR HENAN RUXIN EXPRESSWAY LIMITED
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
OVERLOADED TRUCKS
JEGEL
NEW YELLOW RIVER BRIDGE NEAR ZHENGZHOU
OVERLOADED TRUCKS ARE A SIGNIFICANT PROBLEM FOR
PAVEMENT AND BRIDGE DESIGN AND MAINTENANCE IN CHINA
THERE ARE ALSO DIFFICULT SOIL CONDITIONS, SEMI-RIGID PAVEMENT PERFORMANCE
PROBLEMS AND QUALITY ISSUES TO BE DEALT WITH
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
TOP-DOWN CRACKING (TDC) OF CHINESE ASPHALT PAVEMENTS
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
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
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
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
40 TO 75 mm SMA, OFC OR SUPERPAVE HMA
100 mm
ZONE
to
OF HIGHEST
150 mm COMPRESSION
HIGH MODULUS
RUT RESISTANT HMA
(THICKNESS FROM
PAVEMENT DESIGN)
FATIGUE RESISTANT HMA
(75 mm to 100 mm)
MAXIMUM TENSILE STRAIN
LIMIT BENDING TO < 70 µ
(MONISMITH, VON QUINTUS,
NUNN, THOMPSON)
GRANULAR BASE AND SUBBASE
REPEATED
DEFORMATION CAN
LEAD TO RUTTING
REPEATED
BENDING CAN
LEAD TO FATIGUE
MAXIMUM COMPRESSIVE STRAIN
LIMIT VERTICAL COMPRESSION TO < 200 µ
SUBGRADE
(MONISMITH, NUNN)
ADAPTED FROM ASPHALT
PAVEMENT ALLIANCE
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
DESIGN OF LONG-LIFE ASPHALT PAVEMENTS
LOG

LOG N
HIGH ASPHALT
BINDER CONTENT
LOG 
COMPRESSION
COMPRESSION
LOW ASPHALT
BINDER CONTENT
LOG N
TENSION
TENSION
IMPROVE FATIGUE RESISTANCE
WITH HIGH ASPHALT BINDER CONTENT LOWER
COURSE HOT-MIX ASPHALT
MINIMIZE TENSILE STRAIN WITH ASPHALT
PAVEMENT STRENGTH AND THICKNESS
AMERICAN PERPETUAL PAVEMENT APPROACH
EUROPEAN APPROACH
ADAPTED FROM ASPHALT PAVEMENT ALLIANCE
THERE ARE TWO APPROACHES FOR FATIGUE RESISTANCE
JEGEL TYPICALLY USES A COMBINATION OF THESE TWO APPROACHES
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
SIMPLIFIED MECHANISTIC PAVEMENT DESIGN PROCEDURE
FOR LONG-LIFE FLEXIBLE (ASPHALT) PAVEMENTS TECHNOLOGY
MATERIAL PROPERTIES
(MODULUS VALUES)
HMA PROPERTIES ARE A
FUNCTION OF TEMPERATURE
MINIMIZE LIKELIHOOD OF
TENSILE STRAINS >70 µ,
COMP. STRAINS > 200 µ
HEAVY VEHICLE
LOADINGS
PAVEMENT MODEL
PAVEMENT RESPONSE
(STRAINS, STRESSES, etc.)
TRANSFER FUNCTION
FINAL
DESIGN
PAVEMENT
LIFE OK?
ADAPTED FROM PerROAD
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
MATERIAL PROPERTIES
CHARACTERIZATION OF HOT MIX ASPHALT AND
PERFORMANCE TESTING OF HOT MIX ASPHALT
JEGEL
JEGEL
NAT
APA
RESILIENT MODULUS
PERMANENT DEFORMATION
FATIGUE
LINK BETWEEN LABORATORY TESTING AND FIELD PERFORMANCE
RUTTING RESISTANCE
AND MOISTURE SUSCEPTIBILITY
FOR RESILIENT MODULUS OF SUBGRADES AND GRANULAR MATERIALS
JEGEL USES FWD, DCP AND McMASTER LABORATORY SOIL DYNAMICS TESTING
ASPHALT PAVEMENT ANALYZER AND NOTTINGHAM ASPHALT TESTER IN JEGEL LABORATORY
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
PLOTS OF DEFORMATION WITH NUMBER OF CYCLES IN THE ASPHALT
PAVEMENTRutting
ANALYZER
ATAnalyzer
4% AIR VOIDS)
Resistance Test (SAMPLES
Using Asphalt Pavement
HMA Briquettes @ 4% Air Voids
6.0
AC-13/SP 12.5 SBS 1-D @58°C
AC-13/SP 12.5 SBS 1-D @58°C (UW)
5.5
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
5.0
AC-25/SP 25 A70 @58°C (UW)
AC-13/SP 12.5 SBS 1-D @64°C
4.5
AC-20/SP 19 SBS 1-D@64°C
Deformation (mm)
AC-25/SP 25 70A @64°C
AC-13/SP 12.5 SBS 1-D @70°C
4.0
AC-20/SP 19 SBS 1-D @70°C
AC-25/SP 25 A70 @70°C
3.5
3.0
2.5
2.0
1.5
1.0
0.5
0.0
0
1000
2000
3000
4000
Number of Strokes
5000
6000
7000
8000
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
PLOTS OF DEFORMATION WITH NUMBER OF CYCLES IN THE ASPHALT
Resistance Test(SAMPLES
Using Asphalt Pavement
PAVEMENTRutting
ANALYZER
ATAnalyzer
7% AIR VOIDS)
HMA Briquettes @ 7% Air Voids
9.0
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
8.0
AC-20/SP 19 SBS 1-D @58°C (UW)
AC-25/SP 25 70A @58°C
7.0
AC-25/SP 25 70A @58°C (UW)
AC-13/SP 12.5 SBS 1-D @64°C
Deformation (mm)
AC-20/SP 19 SBS 1-D @64°C
6.0
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
5.0
AC-25/SP 25 70A @70°C
4.0
3.0
2.0
1.0
0.0
0
1000
2000
3000
4000
Number of Strokes
5000
6000
7000
8000
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
RESILIENT MODULUS OF ASPHALT CONCRETES TESTED IN THE
RESILIENT ASPHALT
MODULUS TESTTESTER
RESULTS (NAT)
NOTTINGHAM
Da'an to Jiliao Section of Erlianhaote to Guangzhou Expressway
100000
AC-13/SP12.5, Basalt Aggregates/SBS1-D/Hydrated Lime
Air Voids=7.0%, AC Content=5.5%, Diameter=150mm, Xixin
Stiffness Modulus (MPa)
AC-13/SP12.5 , Basalt Aggregates/SBS1-D/Hydrated Lime
Air Voids=4.0%, AC Content=5.5% , Diameter=150mm, Xixin
AC-20/SP19, Limestone Aggregates/SBS1-D
Air Voids=7.0%, AC Content=4.0%, Diameter=150mm,
Yunmeng Hill
10000
AC-20/SP19 , Limestone Aggregates/SBS1-D
Air Voids=4.0%, AC Content=4.0%, Diameter=150mm,
Yunmeng Hill
AC-25/SP25 , Limestone Aggregates/70A
Air Voids=7.0%, AC Content=3.8%, Diameter=150mm,
Yunmeng Hill
1000
AC-25/SP25 , Limestone Aggregates/70A
Air Voids=4.0%, AC Content=3.8%, Diameter=150mm,
Yunmeng Hill
AC-25/SP25 , Limestone Aggregates/70A
Air Voids=7.0%, AC Content=4.0%, Diameter=150mm,
Yunmeng Hill
AC-25/SP25, Limestone Aggregate/70A
Air Voids=4.0%, AC Content=4.0%, Diameter=150mm,
Yunmeng Hill
100
15
20
25
30
35
40
Temperature (ºC)
45
50
55
60
65
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
FATIGUE ENDURANCE TESTING IN THE
NOTTINGHAM
ASPHALT
TESTER
(NAT)
FATIGUE ENDURANCE
TESTING
IN THE NAT
Initial tensile Strain (microstrain)
10000
Project Mixes
AC-25/SP25, AV = 7.0%, AC = 4.0%
AC-25/SP25, AV = 5.0%, AC = 4.3%
Typical Mixes
S19 SBS
JEGEL Superpave
S 25
for Bogotá
S 37.5
30/14 HRA SBS
Typical British
30/14 HRA
(UK) Mixes
20 mm DBM
28 mm DBM 50
1000
100
10
10
100
1000
10000
Number of Cycles to Failure
100000
1000000
10000000
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
SUMMARY OF YUNMENG HILL AGGREGATES RESILIENT MODULUS TESTING
GRANULAR BASE/SUBBASE TESTED AT McMASTER UNIVERSITY
(a) Variation of Moduli with bulk Stresses
Resilient Modulus (MPa)
600
0.6204
Sample 105
Yunmeng Hill, Ruyang
Mr = 9.5882q
400
3 psi
5 psi
10 psi
200
15 psi
20 psi
Series6
0
Series7
0
200
400
600
800
Power
(Series6)
Bulk Stress (kPa)
(b) Variation of Moduli with Deviator Stresses
Resilient Modulus (MPa)
600
400
3 psi
5 psi
10 psi
15 psi
20 psi
200
0
0
50
100
150
200
Deviator Stress (kPa)
250
300
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
TRAFFIC INFORMATION FOR PROJECT
Single Axle/Single Tire Loadings
160
TRAFFIC SPECTRA BY HOUR, SINGLE AXLE/SINGLE TIRE
150
1-20 kN
140
21-40 kN
41-60 kN
130
61-80 kN
81-100 kN
120
101-120 kN
121-140 kN
110
Number of Axle Loadings
141-160 kN
100
90
80
70
60
50
40
30
20
10
0
0 -12
2 -24
4 -36
6 -48
8 - 510
10 -612
10
10- -712
12
12
14
Time Increment
14
12- -816
14
16 - 918
18 -10
20
20 11
- 22
22 12
- 24
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
TRAFFIC INFORMATION FOR PROJECT CONTINUED
TireSINGLE
Loadings
TRAFFIC SPECTRA Single
BY Axle/Dual
HOUR,
AXLE/DUAL TIRE
140
130
1-20 kN
21-40 kN
120
41-60 kN
61-80 kN
110
81-100 kN
101-120 kN
100
121-140 kN
141-160 kN
Number of Axle Loadings
90
161-180 kN
181-200 kN
80
201-220 kN
221-240 kN
70
241-260 kN
60
50
40
30
20
10
0
0-2
1
2-4
2
4-6
3
6-8
4
8 - 10
5
10 - 12
12
10
10--7-14
12
12
Time Increment
6
14
12- -16
8
14
16 - 18
9
18 - 20
10
20 - 22
11
22 - 24
12
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
TRAFFIC INFORMATION FOR PROJECT CONTINUED
SINGLE AXLE/SINGLE TIRE LOAD DISTRIBUTION
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%
95% PERCENTILE
74 kN
2536
100.0%
98% PERCENTILE
83 kN
Total
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
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
21
31
41
51
61
71
81
91
101
111
121
131
141
151
161
171
181
191
201
211
221
231
241
-
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
3
5
7
9
12
14
16
18
21
23
25
27
29
32
34
36
38
41
43
45
47
50
52
54
-
5
7
9
11
14
16
18
20
23
25
27
29
32
34
36
38
41
43
45
47
50
52
54
56
101
446
373
523
453
168
137
190
359
247
182
183
159
128
128
70
53
39
20
4
11
4
3
1
2.52%
11.15%
9.32%
13.07%
11.32%
4.20%
3.42%
4.75%
8.97%
6.17%
4.55%
4.57%
3.97%
3.20%
3.20%
1.75%
1.32%
0.97%
0.50%
0.10%
0.27%
0.10%
0.07%
0.02%
95% PERCENTILE
162 kN
4001
100.0%
98% PERCENTILE
181 kN
Total
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
CLIMATE INFORMATION FOR PROJECT
PAVEMENT SURFACE TEMPERATURES
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 TEMPERATURE AT 2 CM DEPTH
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
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
CLIMATE INFORMATION FOR PROJECT CONTINUED
NUMBER OF DAYS PER YEAR IN VARIOUS TEMPERATURE RANGES
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
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
CLIMATE INFORMATION FOR PROJECT CONTINUED
PAVEMENT TEMPERATURE VARIATION WITH DEPTH
WITHOUT HYDRATED LIME SURFACE COATING
Depth
(cm)
1
2
3
4
5
< 25ºC
25º C to 35ºC
35º C to 40ºC
40º C to 45ºC
> 45ºC
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
WITH HYDRATED LIME SURFACE COATING
Depth
(cm)
1
2
3
4
5
< 25ºC
25º C to 35ºC
35º C to 40ºC
40º C to 45ºC
> 45ºC
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
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
LONG-LIFE ASPHALT PAVEMENT DESIGN
ASPHALT CONCRETE RESILIENT MODULUS WITH DEPTH
WITHOUT HYDRATED LIME
Layer
Season
1
2
3
4
5
< 25ºC
25º C to 35ºC
35º C to 40ºC
40º C to 45ºC
> 45ºC
20.0
30.0
37.5
42.5
45.0
Depth
MPa
psi
MPa
psi
MPa
psi
MPa
psi
MPa
psi
AC-13/SP12.5
SBS1-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/SP19
SBS1-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/SP25
70A
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/SP25
70A
25 cm
10,630
1,541,751
10,630
1,541,751
4,450
645,418
2,490
361,144
1,870
271,220
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
LONG-LIFE ASPHALT PAVEMENT DESIGN CONTINUED
ASPHALT CONCRETE RESILIENT MODULUS WITH DEPTH
WITH HYDRATED LIME
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/SP12.5
SBS1-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/SP19
SBS1-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/SP25
70A
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/SP25
70A
25 cm
10,630
1,541,751
10,630
1,541,751
4,450
645,418
2,800
406,106
2,090
303,129
NOTE POISSON’S RATIOS ARE ALSO A FUNCTION OF PAVEMENT TEMPERATURE AND
HYDRATED LIME TREATMENT
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
PerROAD ASPHALT PAVEMENT DESIGN RESULTS
AADT
Percentile
(%)
13,900
100
13,900
13,900
11,213
11,213
11,213
13,900
13,900
13,900
11,213
11,213
11,213
Condition
Layer
Location
Criteria
Threshold
(Microstrain)
Percent Below
Critical (%)
Without Lime
3
Bottom of Asphalt
Horizontal Strain
-70
90.1
Without Lime
5
Top of Select Subgrade
Vertical Strain
200
100.0
Without Lime
3
Bottom of Asphalt
Horizontal Strain
-70
91.1
Without Lime
5
Top of Select Subgrade
Vertical Strain
200
100.0
Without Lime
3
Bottom of Asphalt
Horizontal Strain
-70
92.0
Without Lime
5
Top of Select Subgrade
Vertical Strain
200
100.0
Without Lime
3
Bottom of Asphalt
Horizontal Strain
-70
90.7
Without Lime
5
Top of Select Subgrade
Vertical Strain
200
100.0
Without Lime
3
Bottom of Asphalt
Horizontal Strain
-70
91.3
Without Lime
5
Top of Select Subgrade
Vertical Strain
200
100.0
Without Lime
3
Bottom of Asphalt
Horizontal Strain
-70
92.3
Without Lime
5
Top of Select Subgrade
Vertical Strain
200
100.0
With Lime
3
Bottom of Asphalt
Horizontal Strain
-70
91.7
With Lime
5
Top of Select Subgrade
Vertical Strain
200
100.0
With Lime
3
Bottom of Asphalt
Horizontal Strain
-70
92.2
With Lime
5
Top of Select Subgrade
Vertical Strain
200
100.0
With Lime
3
Bottom of Asphalt
Horizontal Strain
-70
93.0
With Lime
5
Top of Select Subgrade
Vertical Strain
200
100.0
With Lime
3
Bottom of Asphalt
Horizontal Strain
-70
92.3
With Lime
5
Top of Select Subgrade
Vertical Strain
200
100.0
With Lime
3
Bottom of Asphalt
Horizontal Strain
-70
92.6
With Lime
5
Top of Select Subgrade
Vertical Strain
200
100.0
With Lime
3
Bottom of Asphalt
Horizontal Strain
-70
93.2
With Lime
5
Top of Select Subgrade
Vertical Strain
200
100.0
98
95
100
98
95
100
98
95
100
98
95
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
KENPAVE ASPHALT PAVEMENT DESIGN RESULTS
CONDITION
AXLE
LOAD
(kN)
TIRE
LOAD
(kN)
LOCATION
STRAIN
CRITERIA
MICROSTRAIN
WITHOUT LIME
350/350 MPa
Single Axle
Single Tire
Single Axle
Single Tire
Single Axle
Single Tire
Single Axle
Single Tire
70
90
110
140
35
45
55
70
WITH LIME
400/350 MPa
350/350 MPa
400/350 MPa
40ºC to
45ºC
> 45ºC
40ºC to
45ºC
> 45ºC
40ºC to
45ºC
> 45ºC
40ºC to
45ºC
> 45ºC
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 SSM
Vertical
84.88
89.79
84.23
89.02
81.10
85.12
80.56
84.47
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 SSM
Vertical
107.30
113.40
106.50
112.40
102.50
107.60
101.80
106.80
Top of
Subgrade
Vertical
70.28
72.28
69.50
71.49
68.43
70.09
67.69
69.33
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
KENPAVE ASPHALT PAVEMENT DESIGN RESULTS CONTINUED
CONDITION
AXLE
LOAD
(kN)
TIRE
LOAD
(kN)
LOCATION
STRAIN
CRITERIA
MICROSTRAIN
WITHOUT LIME
350/350 MPa
Single Axle
Dual Tire
Single Axle
Dual Tire
Single Axle
Dual Tire
160
200
240
40
50
60
WITH LIME
400/350 MPa
350/350 MPa
400/350 MPa
40ºC to
45ºC
> 45ºC
40ºC to
45ºC
> 45ºC
40ºC to
45ºC
> 45ºC
40ºC to
45ºC
> 45ºC
Bottom of HMA
Horizontal
-121.80
-137.60
-115.20
-128.90
-114.20
-127.60
-108.40
-120.30
Top of SSM
Vertical
118.00
124.50
117.00
123.30
112.90
118.30
112.10
117.30
Top of
Subgrade
Vertical
79.27
81.51
78.40
80.62
77.20
79.05
76.37
78.20
Bottom of HMA
Horizontal
-147.10
-165.80
-139.00
-155.30
-138.00
-154.10
-131.00
-145.20
Top of SSM
Vertical
146.80
154.90
145.70
153.50
140.50
147.20
139.50
146.00
Top of
Subgrade
Vertical
98.95
101.70
97.87
100.60
96.38
98.69
95.34
97.61
Bottom of HMA
Horizontal
-170.60
-191.90
-161.10
-179.60
-160.30
-178.70
-152.00
-168.30
Top of SSM
Vertical
175.40
185.00
174.00
183.30
167.90
175.80
166.80
174.40
Top of
Subgrade
Vertical
118.70
122.00
117.40
120.70
115.60
118.30
114.30
117.10
CUPGA
GREY ASPHALT SURFACES
NOVEMBER 2007
QUESTIONS?
HENAN RUXIN NEW EXPRESSWAY
PROJECT
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.