1. GREY ASPHALT SURFACES JOHN EMERY CUPGA
NIAGARA FALLS
CUPGA
CANADIAN USER PRODUCER GROUP FOR ASPHALT
NOVEMBER 2007
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
JEGEL
PARTNERS IN QUALITY INFRASTRUCTURE
ISO 9001
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

2. ADVANTAGES OF HYDRATED LIME USE IN HOT-MIX ASPHALT
LITTLE AND EPPS, 2001 AND WITCZAK AND BERRY 2004, FOR INSTANCE – SEE
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)

3. 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

4. COMPOSITE PAVEMENT REPAIR AREAS AT PEARSON AIRPORT – 2006

5. THE EFFECT OF ENVIRONMENTAL FACTORS ON ASPHALT PAVEMENT TEMPERATURE
Pavement absorbed energy
Pavement emitted energy
Direct Solar Radiation
Diffuse Solar Radiation
Cloud
Input Longwave Radiation
Wind
Convection
Outgoing Shortwave Radiation
Outgoing Longwave Radiation
Pavement
Conduction
Base Layer
SUN, JIA AND QIN, ISAP 2006

6. 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

7. 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

8. 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.

9. ASPHALT PAVEMENT STRUCTURE DESIGNS
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

10. OVERLOADED TRUCKS NEW YELLOW RIVER BRIDGE NEAR ZHENGZHOU
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

11. TOP-DOWN CRACKING (TDC) OF CHINESE ASPHALT PAVEMENTS
TYPICAL SEVERE TRANSVERSE THERMAL CRACK WITH
SOME TOP-DOWN CRACKING (TDC) IN WHEELPATHS
CLOSE-UP OF TYPICAL TRANSVERSE THERMAL
CRACKING AND TDC IN OUTER WHEELPATH
CLOSE-UP OF TDC SHOWING ASSOCIATED DISTRESSES SUCH AS SECONDARY CRACKING AND RAVELLING
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

12. 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 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
LIMIT BENDING TO < 70 µ
(MONISMITH, VON QUINTUS,
NUNN, THOMPSON)
REPEATED BENDING CAN LEAD TO FATIGUE
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

13. DESIGN OF LONG-LIFE ASPHALT PAVEMENTS
LOG 
LOW ASPHALT BINDER CONTENT
HIGH ASPHALT BINDER CONTENT
LOG N
LOG 
IMPROVE FATIGUE RESISTANCE
WITH HIGH ASPHALT BINDER CONTENT LOWER COURSE HOT-MIX ASPHALT
AMERICAN PERPETUAL PAVEMENT APPROACH
LOG N
COMPRESSION
TENSION
COMPRESSION
TENSION
MINIMIZE TENSILE STRAIN WITH ASPHALT PAVEMENT STRENGTH AND THICKNESS
EUROPEAN APPROACH
ADAPTED FROM ASPHALT PAVEMENT ALLIANCE
THERE ARE TWO APPROACHES FOR FATIGUE RESISTANCE
JEGEL TYPICALLY USES A COMBINATION OF THESE TWO APPROACHES

14. SIMPLIFIED MECHANISTIC PAVEMENT DESIGN PROCEDURE
FOR LONG-LIFE FLEXIBLE (ASPHALT) PAVEMENTS TECHNOLOGY
MATERIAL PROPERTIES
(MODULUS VALUES)
HMA PROPERTIES ARE A FUNCTION OF TEMPERATURE
HEAVY VEHICLE LOADINGS
PAVEMENT MODEL
PAVEMENT RESPONSE
(STRAINS, STRESSES, etc.)
MINIMIZE LIKELIHOOD OF
TENSILE STRAINS >70 µ,
COMP. STRAINS > 200 µ
TRANSFER FUNCTION
PAVEMENT
LIFE OK?
FINAL
DESIGN
ADAPTED FROM PerROAD

15. MATERIAL PROPERTIES CHARACTERIZATION OF HOT MIX ASPHALT AND
PERFORMANCE TESTING OF HOT MIX ASPHALT
NAT RESILIENT MODULUS PERMANENT DEFORMATION FATIGUE
JEGEL
JEGEL
APA 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

16. PLOTS OF DEFORMATION WITH NUMBER OF CYCLES IN THE ASPHALT PAVEMENT ANALYZER (SAMPLES AT 4% AIR VOIDS)

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

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

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

20. SUMMARY OF YUNMENG HILL AGGREGATES RESILIENT MODULUS TESTING
GRANULAR BASE/SUBBASE TESTED AT McMASTER UNIVERSITY

21. TRAFFIC INFORMATION FOR PROJECT
TRAFFIC SPECTRA BY HOUR, SINGLE AXLE/SINGLE TIRE

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

23. SINGLE AXLE/SINGLE TIRE LOAD DISTRIBUTION
TRAFFIC INFORMATION FOR PROJECT CONTINUED
SINGLE AXLE/SINGLE TIRE LOAD DISTRIBUTION
Load (kN)
Load (kip)
Number
Percent 1 - 10 2 42
1.66% 11 20 3 5
267
10.53% 21 30 7
487
19.20% 31 40 9
500
19.72% 41 50
481
18.97% 51 60 12 14
405
15.97% 61 70 16
185
7.29% 71 80 18
110
4.34% 81 90 33
1.30% 91
100 23
0.71%
101 25 6
0.24%
111
120 27
0.00%
121
130 29
0.04%
131
140 32
Total
2536
100.0%
95% PERCENTILE 74 kN
98% PERCENTILE 83 kN

24. SINGLE AXLE/DUAL TIRE LOAD DISTRIBUTION
TRAFFIC INFORMATION FOR PROJECT CONTINUED
SINGLE AXLE/DUAL TIRE LOAD DISTRIBUTION
Load (kN)
Load (kip)
Number
Percent 1 - 10 2 19
0.47% 11 20 3 5
101
2.52% 21 30 7
446
11.15% 31 40 9
373
9.32% 41 50
523
13.07% 51 60 12 14
453
11.32% 61 70 16
168
4.20% 71 80 18
137
3.42% 81 90
190
4.75% 91
100 23
359
8.97%
110 25
247
6.17%
111
120 27
182
4.55%
121
130 29
183
4.57%
131
140 32
159
3.97%
141
150 34
128
3.20%
151
160 36
161
170 38
1.75%
171
180 53
1.32%
181 43 39
0.97%
191
200 45
0.50%
201
210 47 4
0.10%
211
220
0.27%
221
230 52
231
240 54
0.07%
241
250 56
0.02%
Total
4001
100.0%
95% PERCENTILE 162 kN
98% PERCENTILE 181 kN

25. 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
47.0
42.0
44.9
38.7
31.0
13.8
20-24
9.8
14.1
13.9
25.0
34.1
40.6
38.4
41.0
34.2
20.7
12.0
Mean
10.2
17.6
27.6
33.4
41.2
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
49.5
44.5
47.4
41.2
33.5
16.3
20-24
12.3
16.6
16.4
27.5
36.6
43.1
40.9
43.5
36.7
23.2
14.5
Mean
12.7
20.1
30.1
35.9
43.7
44.3
37.2
26.4
18.4
14.7

26. NUMBER OF DAYS PER YEAR IN VARIOUS TEMPERATURE RANGES
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 52
No. Days
175 42 49 77 21
365 % 48 12 13
100

27. PAVEMENT TEMPERATURE VARIATION WITH DEPTH
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
7 cm, ºC
23.0
30.5
35.5
38.0
15 cm, ºC
15.0
17.0
24.5
29.5
32.0
25 cm, ºC
27.5
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
32.5
35.0
15 cm, ºC
15.0
17.0
24.5
28.5
30.0
25 cm, ºC
22.5
26.5
29.0

28. 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
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
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
25 cm
10,630
1,541,751
4,450
645,418
2,490
361,144
1,870
271,220

29. ASPHALT CONCRETE RESILIENT MODULUS WITH DEPTH WITH HYDRATED LIME
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
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
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
25 cm
10,630
1,541,751
4,450
645,418
2,800
406,106
NOTE POISSON’S RATIOS ARE ALSO A FUNCTION OF PAVEMENT TEMPERATURE AND HYDRATED LIME TREATMENT

30. PerROAD ASPHALT PAVEMENT DESIGN RESULTS
AADT
Percentile (%)
Condition
Layer
Location
Criteria
Threshold (Microstrain)
Percent Below Critical (%)
13,900
100
Without Lime 3
Bottom of Asphalt
Horizontal Strain
-70
90.1 5
Top of Select Subgrade
Vertical Strain
200
100.0 98
91.1 95
92.0
11,213
90.7
91.3
92.3
With Lime
91.7
92.2
93.0
92.6
93.2

31. KENPAVE ASPHALT PAVEMENT DESIGN RESULTS
CONDITION
AXLE LOAD (kN)
TIRE LOAD (kN)
LOCATION
STRAIN CRITERIA
MICROSTRAIN
WITHOUT LIME
WITH LIME
350/350 MPa
400/350 MPa
40ºC to 45ºC
> 45ºC
Single Axle Single 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
35.02
36.03
34.63
35.63
34.09
34.93
33.72
34.54 90 45
-83.68
-95.45
-79.32
-89.72
-77.88
-87.64
-74.11
-82.82
69.75
73.82
-69.22
73.18
66.63
69.95
66.19
69.43
45.13
46.43
44.63
45.92
43.94
45.01
43.45
44.51
110 55
-97.19
-110.6
-92.06
-103.9
-90.62
-101.8
-86.18
-96.14
84.88
89.79
84.23
89.02
81.10
85.12
80.56
84.47
55.22
56.80
54.16
56.18
53.76
55.07
53.18
54.47
140
-115.0
-130.4
-108.9
-122.3
-107.6
-120.6
-102.2
-113.7
107.30
113.40
106.50
112.40
102.50
107.60
101.80
106.80
70.28
72.28
69.50
71.49
68.43
70.09
67.69
69.33

32. KENPAVE ASPHALT PAVEMENT DESIGN RESULTS CONTINUED
CONDITION
AXLE LOAD (kN)
TIRE LOAD (kN)
LOCATION
STRAIN CRITERIA
MICROSTRAIN
WITHOUT LIME
WITH LIME
350/350 MPa
400/350 MPa
40ºC to 45ºC
> 45ºC
Single Axle Dual Tire
160 40
Bottom of HMA
Horizontal
Top of SSM
Vertical
118.00
124.50
117.00
123.30
112.90
118.30
112.10
117.30
Top of Subgrade
79.27
81.51
78.40
80.62
77.20
79.05
76.37
78.20
200 50
146.80
154.90
145.70
153.50
140.50
147.20
139.50
146.00
98.95
101.70
97.87
100.60
96.38
98.69
95.34
97.61
240 60
175.40
185.00
174.00
183.30
167.90
175.80
166.80
174.40
118.70
122.00
117.40
120.70
115.60
114.30
117.10

33. HENAN RUXIN NEW EXPRESSWAY PROJECT
GREY ASPHALT SURFACES
CUPGA
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.