Report No. COOT -D1D-R-93-22
INFLUENCE OF TESTING VARIABLES ON THE RESULTS FROM THE HAMBURG WHEEL-TRACKING DEVICE
Timothy Aschenbrener and Gray eLIrier
Colorado Department of Transportation
4201 East Arkansas Averue
Denver, Colorado 80222
Firal Report
December 7. 1993
Prepared in cooperation with the
U.s. Department of Transportation
Federal Highway Administration
The contents of this report reflect the views of
authors who are responsible for the facts and the
accuracy of the data presented herein. The
contents do not necessarily reflect the official
views of the Colorado Department of Transportation
or the Federal Highway Administration. This report
does not constitute a standard, specification, or
regulation.
i
,
Acknowledgements
The authors would like to express their gratitude to the many people who assisted in performing
this study. Kim Gilbert and Cindi Moya (COOT-Staff Materials) and Dave Price (COOT-Research)
performed testing on all the samples. Gayle King (Koch Materials) assisted with the development
of the experimental plan, and Mickey Hines (Koch Materials) provided technical review comments.
The COOT Research Panel provided many excellent comments and suggestions for the study;
it included Byron Lord and Kevin Stuart (FHWA-Turner Fairbank Highway Research Center), Ooyt
Bolling (FHWA-Region 8), Jerry Cloud (FHWA-Colorado Division), Denis Donnelly, Steve Horton,
Bob LaForce (COOT-Staff Materials), Ken Wood (COOT-Region 4 Materials), and Donna
Harmelink (COOT-Research).
Special thanks to the panel of Colorado Asphalt paving experts who provided numerous ideas
and suggestions which made the study more informational: Bud Brakey (BCE), Jim Fife (Western
Colorado Testing), Joe Proctor (Morton International), Scott Shuler (CAPA), and Eric West
(Western Mobile).
ii
Technical Report Documentation Page
I. Rep"'1 No. 2. Government Accession No. 3. Recipient's Catalog No.
CDOT-DTD-R-93-22 4. Till< ond Sublille S. Report Da le
Influence of Testing Variables on the Results from the December 1993
Hamburg Wheel-Tracking Device 6. Pedoruting Ol'ganizatioll Code
7. AUlhor(s) 8. Performing Organization Rpl.No.
Timothy Aschenbrener and Grav Currier CDOT-DTD-R-93-22 9. PCdlH'lOing ()J'gullizutiol1 Name and Address 10. Work Unit No. (TRAIS)
Colorado Department of Transportation
4201 E. Arkansas Ave. 11. ConlraCI 0" Gra"l No.
Denver Colorado 80222 12. Spr.nsol·ing Agency NUlnc and Address 13. Type of Rpl. and Period Cove,..,d
Colorado Departmen t of Transportation 4201 E. Arkansas Ave. 14. Sponsoring Agc"cy Code
Denver Colorado 80222 15. SupplementHI"), Notes
Prepared in Cooperation with the U.S. Department of Transportation Federal Highway Administration
16. Ah~tl'nct
The Hamburg wheel-tracking device can be used to predict the moisture susceptibility of a hot mix asphalt pavement. The test results are influenced by testing temperature, asphalt cement stL"fness, air void content, short-term aging, and the presence of lime. The variables are important to control in the laboratOlY environment to ensure repeatability. Additionally, these variables are also considered important to the moisture resistance of a pavement in the field.
J mplcmcnlntion:
17. Key Words 18. Distribution Statement
No Restrictions: This report is available to the public through the National Technical Info. Service. Springfield, VA 22161
19.5cc lII·ily Classir. (rcpOI'I) 20.Secndly Classif. (poge) 21. No. of Pages 22. P,ice
Unclassified Unclassified 116 iii
Table of Contents
1.0 INTRODUCTION . . ........... . ...... . ... • . .. •.. . . . . .... . .. . . . . . . . . 1
2.0 HAMBURG WHEEL·TRACKING DEVICE . . .. . . .. .....••... . .... . ..... .. . 2 2.1 Equipment and Procedures ................. . ..... .. ............ 2 2.2 Results and Specifications .. ......... . .. . .. . ... . . .. .... . .•. '. . . .. 2
3.0 MATERIAL DESCRIPTIONS . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . .. 5 3.1 Asphalt Cements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5 3.2 Aggregates . . . . . • . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . • . . . . • . . . 5 3.3 Hot Mix Asphalt. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . . . . . . . • . .. 6
4.0 INFLUENCE OF TEST TEMPERATURE ON RESULTS . . . . . . . • . . . . . . . . . . . . .. 8 4.1 Experimental Grid .. . .. ... . ... . .. ........ ... ...•....... .. .• . .. 8 4.2 Results and Discussions ...... . .. .. ... . .. ..... .... . . ..... • .•... 8
4.2.1 Differential Test Temperature .. . .....•............. .. .• . .. 11 4.2.2 Absolute Test Temperature ... . ... ..• . . ....... . .......... 15
4.3 Recommendations.. .. ... ...... ...................... . .. . .. . .. 19
5.0 INFLUENCE OF AIR VOIDS ON RESULTS ..... . •.. . . ......• . . . . .. . .. . . . 21 5.1 Experimental Grid ..... ...... . . . ...• . ... ... . . .. .. .. . . .•.. .. ... 21 5.2 Results and Discussions .......... . . •.. .. .. . . . .. . ,. . .. . .. . . .. .. 21 5.3 Recommendations ..... . ..........• , ............ , ... . .... ..... 27
6.0 INFLUENCE OF SHORT-TERM AGING ON RESULTS . ..... ...... ..•.... ... 28 6.1 Experimental Grid ... . . . .. . ... .. .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28 6.2 Results and Discussion ..••... . . . .. . ...... . .... ........... . .... 29 6.3 Recommendations . ... . . .. . ... .. .. .. . . ... ... . .... . . ... . . . .. . .. 29
7.0 INFLUENCE OF LIME MIXING ON RESULTS . .. . . . . .. . . .. .. .. .. . ... . . . . .. 31 7.1 Experimental Grid . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31 7.2 Results and Discussions ... . . .. ... . .. . . ... . . .. .. . . .. ..... . . • . .. 32
8.0 CONCLUSIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . • . . . . . . . . . . .. 34
9.0 REFERENCES . .. . . . .. . .. . . .. ... . . .. .. .. .. . . . .• . .. . ...• . ... . .. . . . 35
Appendices
Appendix A. Hamburg Wheel-Tracking Results from the Test Temperature Study Appendix B. Hamburg Wheel-Tracking Results from the Influence of Air Void Study Appendix C. Hamburg Wheel-Tracking Results from the Short-Term Aging Study Appendix D. Hamburg Wheel-Tracking Results from the Ume Mixing Study
iv
List of Tables
Table 1. Asphalt Cement Properties . . ............ ..... , . . .... , . . . . . . . . . . . . . 5 Table 2. Optimum Asphalt Contents for the Mixes Used in this Study . . ...... .. . . .. ,. 7 Table 3. Experimental Grid for the Study to Determine the Influence of Testing
Temperature ... .......................... .. , , .... . .... .. , , .. __ . _ 9 Table 4. Results of the Test Temperature Study for Mix 1. . . . . . . . . . . . . . . . . . . . . . .. 10 Table 5. Results of the Test Temperature Study for Mix 2. . . . . . . • . . . . . . . . . . . . . . .. 10 Table 6. Results of the Test Temperature Study for Mix 3. . . . . . . . • . . . . . . . . . . . . . .. 10 Table 7. Results of the Test Temperature Study for Mix 4 .. . . , .... _ ' . ... _ . , . _ . . " 11 Table 8. Differential Test Temperature Between Various Asphalt Cements That Would
Provide Equal Stripping Inflection Points. . ...... ...................... ,. 12 Table 9. Test Temperature That Would Provide Equal Stripping Inflection Points for
Various Asphalt Cements. . ................ ...................... , . 16 Table 10. Recommended Testing Temperature for the Hamburg Wheel-Tracking
Device. . .... ............................................. . _ . .. 19 Table 11. Experimental Grid for the Study to Determine the Influence of Air Voids. . .. . . 21 Table 12. Results of Variable Air Voids for Mix 1. _ .. , _ .. . . . .... . . , . _ . . _ ... _ . . , 22 Table 13. Results of Variable Air Voids for Mix 2. . ...... ...... . . . . .. .. . . . . .. . . 22 Table 14. Results of Variable Air Voids for Mix 3. . . . .....•..... .. , ... . ...... . , 22 Table 15. Results of Variable Air Voids for Mix 4. .. . . . . .. .. . .• . ...• . . . .. .. .. . . 23 Table 16. Experimental Grid for the Study to Determine the Influence of Short-Term
Aging ....... .......................... ......... ............ • . . 28 Table 17. Stripping Inflection Point Versus Short-Term Aging Period . ............ ... 30 Table 18. Experimental Grid for the Study to Determine the Influence of Lime Mixing. ... 31 Table 19. Stripping Inflection Point Versus Method of Lime Addition . ....... .. , . . . . .. 32
v
List of Figures
Fig. 1. The Hamburg Wheel-Tracking Device. ...... ... . .. . • .......•.......... 3 Fig. 2. Close-up of Hamburg Wheel Tracking Device. . . . . . .. .. ... . . ... . . ..... . . 3 Fig. 3. Results from the Hamburg Wheel-Tracking Device. . . . . . . . . . . . . . . . . . . . . . .. 4 Fig. 4. Influence on Stripping Inflection Point for Various Temperatures and Asphalt
Cement Stiffnesses for Mix 1. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 13 Fig. 5. Influence on Stripping Inflection Point for Various Temperatures and Asphalt
Cement Stiffnesses for Mix 2. ... ......... . . . . . . . . . . . . . . . . . . . . . . . . . .. 13 Fig. 6. Influence on Stripping Inflection Point for Various Temperatures and Asphalt
Cement Stiffnesses for Mix 3. ......... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 Fig. 7. Influence on Stripping Inflection Point for Various Temperatures and Asphalt
Cement Stiffnesses for Mix 4. . .. ................................... , 14 Fig. 8. Temperatures Required to Obtain a Constant Stripping Inflection Point for Various
Asphalt Cement Stiffnesses for Mix 1. .... , .. , . , . . . . . . . . . . . . . . . . . . . . . .. 17 Fig. 9. Temperatures Required to Obtain a Constant Stripping Inflection Point for Various
Asphalt Cement Stiffnesses for Mix 2, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 17 Fig. 10. Temperatures Required to Obtain a Constant Stripping Inflection Point for
Various Asphalt Cement Stiffnesses for Mix 3 .... ........ , ....... ,. , , . . . . 18 Fig. 11. Temperatures Required to obtain a Constant Stripping Inflection Point for Various
Asphalt Cement Stiffnesses for Mix 4. .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 18 Fig. 12. Environmental Zones in Colorado. .......... ......... ... .. ........ .. 20 Fig. 13. Influence of Creep Slope with Changing Air Void Contents .. .. .. .. . ..... . .. 24 Fig. 14. Influence of Stripping Slope with Changing Air Void Contents . . . ... . . .. . .... 25 Fig. 15. Influence of Stripping Inflection Point with Changing Air Void Contents. . .... . . 26 Fig. 16. Influence on Stripping Inflection Point of Various Short-Term Aging Periods, . .. , 30
vi
Influence of Testing Variables on the Results
from the Hamburg Wheel-Tracking Device
Tim Aschenbrener and Gray Currier
1.0 INTRODUCTION
In September 1990, a group of individuals representing AASHTO, FHWA, NAPA, SHRP, AI, and
TRB participated in a 2-week tour of six European countries. Information on this tour has been
published in a "Report on the 1990 European Asphalt Study Tour" (1). Several areas for potential
improvement of hot mix asphalt (HMA) pavements were identified, including the use of
performance-related testing equipment used in several European countries. The Colorado
Department of Transportation (COOT) and the FHWA Turner-Fairbank Highway Research Center
(TFHRC) were selected to demonstrate this equipment.
The first priority of the demonstration was to verify the predictive capabilities of this equipment
by performing tests on mixtures of known field performance (2). The next step was to investigate
several testing variables that influence the results in order to better understand the test results
and their repeatability.
The purpose of this report is to identify the influence of four testing variables on the results from
the Hamburg wheel-tracking device. The variables investigated in this study are 1) testing
temperature and asphalt cement stiffness, 2) air voids of compacted samples, 3) short-term aging,
and 4) method of lime addition. It is important to understand how these variables influence the
test results so the laboratory procedure can be written to ensure repeatability. Further, these
variables are also considered important to the moisture resistance of a pavement in the field. Any
test that hopes to predict the moisture susceptibility of an HMA pavement should be sensitive to
these variables.
1
2.0 HAMBURG WHEEL-TRACKING DEVICE
2.1 Equipment and Procedures
The Hamburg wheel-tracking device is manufactured by Helmut-Wind Inc. of Hamburg, Germany
as shown in Figs. 1 and 2. A pair of samples are tested simultaneously. A sample is typically
260 mm (10.2 in.) wide, 320 mm (12.6 in.) long, and 40 mm (1.6 in.) deep. A sample's mass is
approximately 7.5 kg (16.5 Ibs.), and it is compacted to approximately 7% air voids. For this
study, samples were compacted with the linear kneading compactor. The samples are
submerged under water at 50°C (122°F), although the temperature can vary from 25°C to 70°C
(77'F to 158°F). A steel wheel, 47 mm (1.85 in.) wide, loads the samples with 705 N (158 Ibs.)
The wheel makes 50 passes over each sample per minute. The maximum velocity of the wheel
is 34 cm/sec (1.1 ftlsec) in the center of the sample. Each sample is loaded for 20,000 passes
or until 20 mm of deformation occurs. Approximately 6-.112 hours are required for a test.
2.2 Results and Specifications
The results from the Hamburg wheel-tracking device include the creep slope, stripping slope and
stripping inflection point as shown in Fig. 3. These results have been defined by Hines (3). The
creep slope relates to rulling from plastic flow. It is the inverse of the rate of deformation in the
linear region of the deformation curve, after post compaction effects have ended and before the
onset of stripping. The stripping slope is the inverse of the rate of deformation in the linear region
of the deformation curve, after stripping begins and until the end of the test. It is the number of
passes required to create a 1 mm impression from stripping. The stripping slope is related to the
severity of moisture damage. The stripping inflection point is the number of passes at the
intersection of the creep slope and the stripping slope. It is related to the resistance of the HMA
to moisture damage.
A sample is required by the City of Hamburg to have less than 4 mm rut depth after 20,000
passes. Testing by the CDOT has indicated this specification is very severe (2).
2
-
FIg. 1. The Hamtrurg Wheel-Tracking Device.
-- ..-J
FIg. 2. Ck>aIHJp of Hamburg Wheel Ttecldng DevIce.
3
3.0 MATERIAL DESCRIPTIONS
3.1 Asphalt Cements
It was desired to test asphalt cements with a variety of high temperature properties. Three neat
asphalt cements were used in this study and were provided by Frontier Refinery in Cheyenne,
Wyoming. The asphalt cements were AC-5, AC-10, and AC-20 (AASHTO M 226, Table 2).
Additionally, one polymer modified asphalt cement, AC-20P (AASHTO Task Force 31, Type I-D),
was provided by Koch Materials. The properties of the asphalt cements were measured with the
penetration at 25°C (AASHTO T 49), viscosity at 60°C (AASHTO T 202), ring and ball softening
point (AASHTO T 53), and the SHRP Dynamic Shear Rheometer (DSR) tests. Results are shown
in Table 1. For the DSR, the unaged asphalt cement would have a stiffness of 1.0 kPa at the
terrperature listed in Table 1. The possible high-temperature performance grade (PG) of the
asphalt cement as classified by SHRP is included.
Table 1. Asphalt Cement Properties.
Viscosity Penetration Ring & Ball DSR (OC) High @60°C @25°C Softening @ 1 kPa Temperature (poises) (dmm) Point (OC) Stiffness PG
AC-5 520 155 45.0 56.2 52
AC-10 1030 99 47.7 61.6 58
AC-20 1980 67 52.8 67.5 64
AC-20P 10280 74 62.2 77.4 70
3.2 Aggregates
Aggregates used for this study came from a variety of sources with a variety of performance
histories. The aggregates and combinations were selected to provide a variety of results, good
to poor, in the Hamburg wheel-tracking device. All mixtures used quarried aggregate. Two
5
different types of natural sands were added to help vary the performance of each mixture.
The aggregates for Mix 1 were entirely from a quarried source that has had a history of good
performance. The aggregates for Mix 2 were primarily from a different quarry with a good history
of performance. However, a poor quality natural sand was added. Although the natural sand is
non-plastic, it does have clay present.
The aggregate for Mix 3 was from a quarry with a mixed history of good and marginal
performance. A clean natural sand that has been associated with many HMA pavements that
have stripped was added. The natural sand does not adhere to asphalt cement very well. The
aggregate for Mix 4 was from a quarry with a history of poor performance. The poor quality
natural sand with clay used in Mix 2 was also added to Mix 4.
3.3 Hot Mix Asphalt
The optimum asphalt content for each of the mixtures was determined with the Texas gyratory
in general accordance with ASTM D 4013. The pre-gyration stress, end point stress and
consolidation stress used were 210, 690, and 17,240 kPa (30, 100, 2500 psi) , respectively.
These stresses simulate the loads applied to the HMA pavements by high levels of traffic in
Colorado.
The optimum asphalt content was determined for each HMA with the Frontier AC-20 and AC-5
using equi-viscous mixing and compaction temperatures. The optimum asphalt contents at 4%
air voids are shown in Table 2. There was not a significant difference in optimum asphalt content
with the different grades of asphalt cement. The asphalt contents of the mixtures used in this
study are also shown in Table 2.
All mixes were treated with an anti-stripping additive. When a liquid anti-stripping additive was
used, it was Pave Bond Special provided by Morton International. When hydrated lime was used,
it was provided by Chemstar Ume Company.
6
Table 2. Optimum Asphalt Contents for the Mixes Used in this Study.
~ Optimum Asphalt Content (%)
AC-20 AC-5 Used in This Study
Mix 1 5.1 5.1 5.1
Mix 2 5.1 5.1 5.1
Mix 3 5.2 5.1 5.2
Mix 4 5.3 5.1 5.3
7
4.0 INFLUENCE OF TEST TEMPERATURE ON RESULTS
The purpose of this study is to determine the influence of the testing temperature on results
obtained from the Hamburg wheel-tracking device.
4.1 Experimental Grid
The specified testing temperature in Hamburg is 50°C, and the asphalt cement used is typically
a 70 to 100 dmm penetration (AASHTO T 49 at 25°C). Since Colorado uses grades of asphalt
cement different from those used in the City of Hamburg, it was desired to determine the
influence of the testing temperature for different grades of asphalt cement.
The four grades of asphalt cement used in this study were the most commonly used grades in
Colorado: AC-5, AC-10, AC-20, and AC-20P. Since the quality of the mixture was thought to
have an influence on the results, four different HMAs were selected. Testing temperatures used
ranged from 35°C to 65°C. Each grade of asphalt cement was tested at three temperatures. The
temperatures were selected based on the performance of each mix in the Hamburg wheel
tracking device. The full experimental grid is shown in Table 3. Some of the targeted testing
temperatures in Table 3 were adjusted based on the performance of each mix.
4.2 Results and Discussions
The samples were compacted on the linear kneading compactor to 7 ± 1.5% air voids. Replicate
samples were always tested. Results are plotted in Appendix A.
The stripping inflection point for each of the four mixes at the different combinations of
temperature and asphalt cement stiffness are shown in Tables 4 through 7. Plots of the stripping
inflection point versus test temperature for each of the mixes are shown in Figs. 4 through 7. In
all cases, the stripping inflection point increases as either the testing temperature decreases or
the asphalt cement stiffness increases.
8
Table 3. Experimental Grid for the Study to Determine the Influence of Testing Temperature.
4'5"
C
.Mtx t • Excellent X
Mix 2 • MaqJlnel X
Mix 3 • Mat"iIFla) X
MIx 4 - Ttlmble X -~-~
X - Replicate samples were tested.
NT - Not Tested
AC-2DP . . .
50" 55" 40"
C C C
X X X
X X X
X X X
X X X -
~- -
AV20 AO·tO
4ft 50" ~ . 4'fl" 45" 50· W
C C C C C C
X X X X X X
X X X X X NT
X X X X NT NT
X X X X X X L_
9
~- -
A()'5
40" 45"
C C
X X
X X
X X
X X
Table 4. Results of the Test Temperature Study for Mix 1.
~ Stripping Inflection Point (Passes)
40°C 45°C 50°C 55°C 60°C 65°C
AC-5 20,000 7,300 3,000 NT NT NT
AC-l0 NT 17,000 13,200 3,100 NT NT
AC-20 NT +20,000 +20,000 9,800 NT NT
AC-20P NT NT NT +20,000 +20,000 20,000
NT - Not Tested
Table 5. Results of the Test Temperature Study for Mix 2.
Stripping Inflection Point (Passes)
40°C 45°C 50°C 55°C 60°C
AC-5 18,200 6,300 NT NT NT
, AC-l0 NT +20,000 10,700 5,300 NT
AC-20 NT +20,000 12,500 7,500 NT
AC-20P NT NT +20,000 +20,000 17,800
NT - Not Tested
Table 6. Results of the Test Temperature Study for Mix 3.
~ Stripping Inflection Point (Passes)
35°C 40°C 45°C 50°C 55°C
AC-5 5,500 1,100 NT NT NT
AC-l0 10,000 3,200 NT NT NT
AC-20 NT 6,200 5,000 600 NT
AC-20P NT NT +20,000 8,100 5,600
NT - Not Tested
10
Table 7. Results of the Test Temperature Study for Mix 4.
~ Stripping Inflection Point (Passes)
35°C 40°C 45°C 50°C
AC-5 15,300 5,500 3,300 NT
AC-10 NT 17,300 11,900 4,600
AC-20 NT +20,000 14,900 8,800
AC-20P NT +20,000 +20,000 15,400
NT - Not Tested
4.2.1 Differential Test Temperature
When placing an HMA in the colder parts of Colorado, a soft asphalt cement is generally used.
This mix should be tested with a low temperature on the Hamburg wheel-tracking device, because
the highest field temperatures are usually not very high. When placing an HMA in the hottest
parts of Colorado, a stiff asphalt cement is generally used. When testing this mix in the Hamburg
wheel-tracking device a high temperature should be used to simulate the very high field
temperatures.
If 2llil. aggregate source is mixed with a soft or stiff asphalt cement for a cool or hot temperature
environment, respectively, then the stripping inflection point of both mixes should be the same.
In o!her words, as the grade of asphalt cement changes to accommodate the areas in Colorado
with high temperatures that range from cool to hot, the test temperature in the Hamburg wheel
tracking device should be adjusted also. This is extremely important because the test results are
very sensitive to test temperature and asphalt cement stiffness.
The temperature differentials that would provide an equal stripping inflection point for the same
mix with different asphalt cement stiffnesses are shown in Table 8 as determined from Figs. 8
through 11. The location of the horizontal line drawn in Figs. 8 through 11 is based upon the use
of a~ asphalt cement typically used in Hamburg and tested at 50·C as explained in Section 4.2.2.
The temperature of the AC-1 0 was arbitrarily selected as "x".
11
As an example, consider Mix 4. The stripping inflection point of 7,000 passes was selected from
Fig. 11 based upon an AC-15 being tested at 50°C. To obtain a stripping inflection point of 7,000
passes for an AC-5, the test would have to be performed at 9°C lower than with an AC-10. To
obtain a stripping inflection point of 7,000 passes for an AC-20, the test would have to be
perfonmed at a temperature 4°C higher than with an AC-10. To obtain a stripping inflection point
of 7,000 passes for an AC-20P, the test would have to be performed at a temperature 10°C
higher than with an AC-10. These temperature differentials are shown in Table 8.
As expected, as the asphalt cement stiffness increased, the test temperature should increase to
result in the same stripping inflection point. Generally, each time the asphalt cement increases
one grade In stiffness, the test temperature should increase approximately SOC to result in the
same stripping Inflection pOint.
Table 8. Differential Test Temperature Between Various Asphalt Cements That Would
Provide Equal Stripping Inflection Points.
~ Temperature Differential (OC)
Mix 1 Mix 2 Mix 3 Mix 4 I Avg. II DSR I AC-5 x-4 x-6 x - 3.5 x-9 x-6 x-5.4
AC-10 x x x x x x
AC-20 x+6 x+3 x+6 x+4 x+5 x + 5.9
AC-20P x + (>20)' x + 15 x + 12 x + 10 x+(>14) x + 15.8
no: possible to determine exactly because the sample did not strip
It was extremely interesting to compare the temperature differential required to obtain equal
stripping inflection pOints with the Hamburg wheel-tracking device to the temperature differential
required to obtain a 1 kPa stiffness from the Dynamic Shear Rheometer (DSR). The comparison
is shown in Table 8. The differences in high temperature properties of each asphalt cement
measured by the Hamburg wheel-tracking device were almost identical to the differences
measured by the DSR.
12
.. • In In • ... -1: '0 ... ... " c c • oS! • ~ <i 0
.II E. :E r ... ... E /II
20,----,---~------ot_--e--"""'!'"--"'!'____, r---,
18 ······-·-j-··--··-····t ··-········-r-··· 18
! 14 ........ .j.... ............ _ ••• ..i. ........ _ ••••• _.1.............. ..~-.-..•... _._.L ................. i ................... L ....... .
12 .... j ........ ~::: ... .l .............. J-... -..... -.. ~ .. :.: ... : .... :.t: ................ L~._ ........ :..!. ....... . l . ~ 1
1: =~~·:~.::~.~I~~::::"~t· __ ~~~:J~ .. ::··~=:.! .. ~~~:~~~I~~:~~]:~~:~ r . I j r ", I I- I
6 ... - .... ~ .. ----... - ........ " ..... - ........ -+ ............ _ .. + ••.....•.... ··_j····· .. -···········f···_·· .. ··········f·········
: ! I !. I : : 4 ·····_·r······_···_···r··_··············t - .. _. ·········r·····:··_····· j···· .. ···········:·r················l .. ······
2 ---t···-········-·t---··--~-·-·-- .. ~.,~ ·_·_· __ ····-{·_·_-_··-.. ,1 ._-_._. _. ;i ._-
i, 1. .. , : : : o~-+--__ ~ ____ ±-__ ~~ __ -±~ __ ~ ____ ±--J ~ ~ ~ ~ ~ ~ ~
Test Tem!'erature (C)
-+-AC·' -AC-l0
AC-20
-aAC-20P
Fig. 4. Influence on Stripping Inflection Point for Various Temperatures and Asphalt
Cement Stiffnesses for Mix 1.
- . .. • co .. ~ .5 0 ... ... " c c • oS! • ~ <i 0
.II E. -.: r ... So :: /II
20~-'----'---~----~--~~---'----.--'r-----' !
18 ... - ... +. ......... -...... ...... -----, --....... -+-.... -... -.1------.. ·-·-··-···-···i····--! ! . ~ 1 l !
1S' -1_ 1 _. - : ~.. ~-' 1---.:~j~ .!--: . i · . . j~ ' . ... [' . ;· ~·:;.<:",: ·· · l .;. f .
14 --1-•..•• __ .•.•... .,.._.. ."" •...•.•. _........ ."'"_ ...... _ ........ ,-_._ •••.•... _, ........... _ ....••••••...•..
12 ········t·····-···-····:·t-·~··· ·-····i-······-.. -· .~ ." ........... -;--...... -........ L···············r······ 10 -·-t--·_·_···-·t·· .. ····· .. ··-t······--:·-:······f ..... ·····-i···· .. ····· .. ··_··;_· .. ·····_···_··f······_·
; . : : . 8 -'-,-.- .-1-:'-:--
;
18 ........ ..;.. .. _ ...... _ .... j-_ .. _ ...... _ .. 'I--•• _ •••••••••••• ~ ••• : ••••••• : •••• l··-···-··.·······~.-·· .......• ·-···i·····-··
: ±±r~±~l=r::=t o~~ ____ t-__ -ii~ __ ~i ____ ~: _~~i ____ ±--"
~ ~ ~ ~ ~ ~ ~
Test Temperature (e)
-+-AC-:\ -AC-10
AC-20
AC-20P
Fig. 5. Influence on Stripping Inflection Point for Various Temperatures and Asphalt
Cement Stiffnesses for Mix 2.
13
.. .. .. .. .. ... -i .. ... .., c c • .9 • ~ 15 0
.l! E. S '" .5 II. II. ;: -rn
20-,----,----,---_--,..---~--~--~___, r---,
12
10 .. _ .. _.+ .. _ .. _._. __ . !
30 35
Test Temperature (Cl
-+
AC-5 -AC-10
AC-20
-eAC-20P
Fig. 6. Influence on Stripping Inflection Point for Various Temperatures and Asphalt
Cement Stiffnesses for Mix 3.
-.. .. .. .. .. ... -l! '0 .. ... .., c c • .9 • ~ 15 0
.l! E. -.5
r II.
E-rn.
201-,---,,.---_---or------,------,---,..--___, r---, I !
; i 18
4 · __ ·_-_··t·· __ ······_·_-+···_········ - ...... i ........ _.:_ ........ l" ...................... ; .... _ ...... _._ ..... .j. ......... .
i : : I~' 1 i 1 ! r·
2~-4----4-----~----~----+-----+-~ 35 40 46 50 66 60
Tesl Temperature (el
-+-
AC-5 -AC-10
AC-20
-eAC-20P
Fig. 7. Influence on Stripping Inflection Point for Various Temperatures and Asphalt
Cement Stiffnesses for Mix 4.
14
4.2.2 Absolute Test Temperature
The Hamburg wheel-tracking device is commonly used by the City of Hamburg to approve and
accept HMA. Their typical asphalt cement has a penetration at 25°C of 70 to 100 dmm, which
is similar to a stiff AC-10 or soft AC-20 used in this study, approximately an AC-15. The high
temperature performance grade (PG) of the asphalt cement commonly used in Hamburg would
be approximately 64 to 70. Their specified testing temperature in the Hamburg wheel-tracking
device is 50°C.
A point was plotted at the 50°C test temperature and the stripping inflection point halfway between
the results from the AC-10 and AC-20, approximately an AC-15. This point represents the
"typical" test temperature and asphalt cement stiffness used in Hamburg. On Figs. 8 through 11,
a horizontal, dashed line representing a constant stripping inflection point was then drawn through
the point. As the grade of asphalt changes within each mix, the test temperature required to
obtain the same stripping inflection point is shown in Table 9.
For example, consider Mix 4 shown in Fig. 11. The horizontal line is drawn at the stripping
inflection point of 7,000 passes because 7,000 passes is at the intersection of the 50°C test
temperature and the test results for an AC-15 (halfway between an AC-10 and an AC-20). For
this particular mix, an AC-5 would have to be tested at 39°C, and AC-10 at 48°C, an AC-20 at
52°C, and an AC-20P at 58°C to have equal stripping inflection pOints. These temperatures are
shown in Table 9.
It was not possible to compare Mix 3 to the Hamburg test procedure since Mix 3 virtually
diSintegrated at temperatures lower than 50°C. The line representing the equal inflection point
shown in Fig. 10 is presented for information only.
15
Table 9. Test Temperature That Would Provide Equal Stripping Inflection Points for
Various Asphalt Cements.
~ Temperature (DC)
Mix 1 Mix .2 Mix 3 Mix 4 I Avg. I AC-5 42 43 NP 39 41
AC-10 46 49 NP 48 48
AC-20 52 52 NP 52 52
AC-20P NP 64 NP 58 61
NP - Not Possible
16
20
18
~ 16 .. 0 .. .. • 14 ... ~
E 12 '0 -• ... ."
C C • oS! • 10 ~
U 0
J! .c
:E t::. 8
r 8 ... ... ;: -III 4
2
0
,
.. _ .... -,1 ........ _ ........ _,:. . ............. ·t··········_····_-:;·· ...... --..... ,,:,;.-----.. ..,.-.. -.-:; ············· __ ···",1 .. · .. _·· , ._.-.-._._._ .... _._._.- ._._._ ..•.. -.-.-~.-.-.-.-... -.-.-.-.-.-.
=~=-#=jl=~#=-t=~c*: 35 40 60 56 66
TeSI Temperature (C)
-+
AC-~ -AC-10
AC-20
AC-20P
Fig. 8. Temperatures Required to Obtain a Constant Stripping Inflection Point for Various
Asphalt Cement Stiffnesses for Mix 1.
20
18
~ 18 .. .. .. .. " 14 e:. ! .. 12 .... ." C C • .!! • 10
~
U 0
.!! E. :E 8
III .5 a ... ... ;: -III 4
2
0
! r'" . !', , j~ .... _--_ ..... -:. ........ . 1 . r • .; •••••••• _.~; •• __ •••• _.:",:::_ •••••••• _'-... _._.,. ...... _ .......... : ................... !,.. i'
. l', : '~. _. r ' ----·-··t·········-····-·~··· ·~;·····-···1······
i -... -.. ~ ........... --.. -+--j ~
._ ... .l. .... _ ... _--..i.---. ..... _._._._--._.-. . I
-·-·····!·········-·-···r·~·······i·······r·········--'-rr" i"-"-'" ·:····_· __ ·······J-·······-········i--··j
:::::::I:~:-::-:::·::::r::·:::l:::·T:::::::::·::·lH::·~:~~::~~~~:~:::::~~r:::::::::::~I:::r : I I : I I
36 40 46 56
Test Temperature (C)
-+-
AC-~ -AC-10
----AC-20
--€
AC-20P
Flg.9. Temperatures Required to Obtain a Constant Stripping Inflection Point for Various
Asphalt Cement Stlffnesses for Mix 2.
17
20
18
.. 18 .. '" '" II 14 .. -E
12 Q .. .. ... C c
g
i • 10 ~ •
.! E. ~ 8 .E
'" c Q. 6 .!!-:: ., 4
2
0
...... .1. ................ :---.............. + ............... t .................. ; ................... , ................... , ........ .
~~~=~--~:-~~~~~~~--!=t: ··-····~··-·---··-··-·-··-t--·····-···· .. -T··--·--·---- ..... ~".: .......... ···· .. ·:···················1············· .. ··..!.····· .. ·
: :
=:~=~-:t--:~~:=~~- ~=+~~+~~F .l··· .. ···········_·l·· .. ···············t·········
i ! . . .
-·--····t·-···;··········--·~!··:-·~~·~!···T:::;.::~~·t·:~:-~:::;~+1·~:::·~::~::·~:·~:::·~1·~:·~:·
· .. ·····t············· .. ···tt··········~ .. t··········_ .. ·+·-:······· .. ·H··· .. ·········+··· .. ············1········· r;; I i
30 40 46 50 66 60
Tes) Temperalure (Cl
AC·:! -AC·l0 --AC·20
-eAC·20P
Fig. 10. Temperatures Required to Obtain a Constant Stripping Inflection Point for Various
Asphalt Cement Stlffnesses for Mix 3.
.. .. .. .. II .. -E Q -• .. ... c c • i • ~ • .! E. :E 2' Q.
E .,
20~~----~.-----~--~~----~------~-, r----~
18
18
14
12
10
8
8
4
2
-....... 1 ........ _ .. _ ..... L .......... . . ! , ,
j j\
: . : " . 40 46 50 66
Tesl Temperalure (el 80
AC·~ -AC·l0 --AC·20
-eAC·20P
Fig. 11. Temperatures Required to obtain a Constant Stripping Inflection Point for Various
Asphalt Cement Stiffnesses for Mix 4.
18
4.3 Recommendations
The test temperature should relate to the temperature the pavement will experience. The
environmental zones within Colorado are defined by county in Fig. 12. Although the
environmental zones are not constant within each county, it is shown for approximate information.
The four high temperature categories in Colorado are shown in Table 10. SHRP has developed
high temperature gradings for asphalt cements based on the highest pavement temperature at
a c9rtain depth. SHRP's corresponding performance grade (PG) recommended in each high
temperature category is listed in Table 10. The asphalt cements selected for testing in this
experiment are approximately the asphalt cements that would be used in each high temperature
category.
The recommended testing temperatures for the Hamburg wheel-tracking device should be
selected based on the high temperature environment the pavement will experience as shown in
Table 10. These testing temperatures should provide equal stripping inflection pOints for a mix
as the asphalt cement grade is changed. These temperatures would likely correspond with the
City of Hamburg test procedure.
Table 10. Recommended Testing Temperature for the Hamburg Wheel-Tracking Device.
High Approximate High Temp. Asphalt Recommended Temperature Highest Performance Cement Grade Test Temp.
Category Average Grade (PG) Meeting the for the 7-Day Air °C High Temp. Hamburg Device
Temperature PG
Very Cool <27°C 46 35°C
Cool 27 to 31°C 52 AC-5 40°C
Moderate 32 to 36°C 58 AC-l0 45°C
Hot >36°C 64 AC-20 50°C
Very Hot • 70 AC-20P 55°C
• No pavements in Colorado are at this temperature. A binder with this grade may be appropriate for locations with very heavy and slow moving traffic.
19
!! ~ ... !'> m :J So .. 0 :J 3 ID :J !if
S' :J ID en :J
g 0" iii Do
~ I\) 0
Zone
~6; .... :::;(: 1 : _2: : ·3:
[:~:;:;::]~:
"',~I.,
.... ~a
L1LlL I RONMENTAL Z 0 N E S
Elevati on over 8500', Cool, Wet, High Frost Penetration Elevation 6500 to 8500', Cool, Wet, High Frost Penetration Elevation 6500 to 8500', Cool, Very Dry, High Frost Penetration Elevation less than 8500', Warm, Dry, Low Frost Penetration Blevation less than 6500', Very Warm, Very Dry, Very Low Frost Pe netrati on
c...1" .. W
.....
, .. ... ,.;,., ..
----------Not e : This map does no t reflect changes made to a small number of highway
segments at the direction of the Engineering Di s trict offices .
5.0 INFLUENCE OF AIR VOIDS ON RESULTS
The purpose of this study was to determine the influence of the air void content of the sample on
the results from the Hamburg wheel-tracking device.
5.1 Experimental Grid
The experimental grid for this experiment is shown in Table 11. Four different air void contents
were targeted: 4%. 6%. 8%, and 10%. These air void contents represent the full range of air void
contents inHMA pavements just after construction in Colorado. Four mixtures with different
performance histories were used. One testing temperature. 50°C. and one grade of asphalt
cement. AC-20, were used for all mixtures in this experiment.
Table 11. Experimental Grid for the Study to Determine the Influence of Air Voids.
~ Aj(V~
4% &'k So;. 10%
Mix 1 X X X X
Mix 2 X X X X
Mix 3 X X X X
IWx 4 X X X X
X - Replicate samples were tested. All samples were mixed with AC-20 and tested at 50°C.
5.2 Results and Discussions
The mixes used for this portion of the study. influence of air voids, were not treated with liquid
anti-stripping additives. The liquid anti-stripping additive was inadvertently left out.
Results from each mix are summarized in Tables .12 through 15. Results from each replicate
sample are plotted in Appendix B. When testing replicate samples, the results from the two
samples were often similar. However in some cases, the results were quite different. It is very
important to test replicate samples.
21
Table 12. Results of Variable Air Voids for Mix 1.
Air Temperature = 50°C Voids (%) Creep Slope Strip Slope Strip Inflec.
(passes/mm) (passes/mm) (passes)
4.2 11,100 900 8200
4.7 7500 800 7500
7.8 5400 1200 14700
8.7 9700 1100 7800
Table 13. Results of Variable Air Voids for Mix 2.
Air Temperature = 50°C Voids (%) Creep Slope Strip Slope Strip Inflec.
(passes/mm) (passes/mm) (passes)
3.5 2600 900 5000
5.0 3700 700 4900
7.1 4200 1200 5800
8.7 2000 400 5500
Table 14. Results of Variable Air Voids for Mix 3.
Air Temperature = 50°C Voids (%) Creep Slope Strip Slope Strip Inflec.
(passes/mm) (passes/mm) (passes)
5.5 1700 500 3200
8.1 1700 500 2100
9.6 700 400 400
10.5 1300 300 2500
22
Table 15. Results of Variable Air Voids for Mix 4.
Air Temperature = 50·C Voids (%) Creep Slope Strip Slope Strip Inflec.
(passes/mm) (passes/mm) (passes)
5.7 4600 1000 5300
7.5 3800 900 5500
9.3 3800 500 8100
10.4 2400 370 7000
The influence of the changing air void properties on the creep slope for the four mixes is shown
in Fig. 13. For Mix 2, 3, and 4, the creep slope remains essentially constant as the air voids
change. For Mix 1, the creep slope is large at low and high air voids and smaller at intermediate
air void contents.
The influence of the changing air void properties on the stripping slope for the four mixes is
shown in Fig. 14. The stripping slope may tend to decrease as air voids increase based on the
perf.Jrmance of Mixes 3 and 4.
The influence of the changing air void properties on the stripping inflection pointfor the four mixes
is shown in Fig. 15. The stripping inflection point remains constant as air voids change for Mix
2, Mix 3 and Mix 4. The inflection point remains constant for Mix 1 with the exception of the
samples between 7 and 8% air voids.
It was hypothesized that higher air voids should produce a lower stripping inflection point on the
Hamburg wheel-tracking device. In this particular study, the hypotheSiS was not proved.
However, past testing in the CDOT laboratory using the Hamburg wheel-tracking device has
indicated that air voids greater than 10% produce significantly lower stripping inflection points than
samples compacted to 6 or 7% air voids.
23
-E E Ii
CD I/) I/) CCI
0.. -CD Q. 0
(j) Q. CD CD .. 0
~
II
"2 II ~ 0
~ -
12~----'-----'------'-----'-----'-----;-----;----1 ~---'
I ! .
1 0 -·-----·-··-l···-·· ·---·· · ·····1-·-· ·-· ··-·-·-·-·-t-··-·······-·-·-·~--·-"'-'-r--" '- '-'-"r~--"'-"" -'T'--"---"'-"-
. 1
8---4----i-----"------r--t ----i------1.;··· ·······-············· i j
6 ................. -_ ....... i ............... _ ........ ; .......... _ ...... _ ...... .(. ..................... . t j [
, , ~
, , , .. . ... -..... -.... -~ .... -... -.-.. - .--j ... -...... -.. -.... -_··t-·····_·_·······_·-4 .. -.... " .. _ ............ ~ ............. _ ...... _L._ ............ -........ .
i . i
!
2 --.... - ... -.. --L-.---.. --i-.-.. -.. -.~---· --··1-·_······ __ ···+-·_-_·
j
I i ! , .
--;-.-.--.-.--.~ .. ----.. -.. -.-i !
0+----4----~----r----+----+_--~----~~~ 3.0 4.0 5.0 6.0 7.0 S.O 9.0 10.0 11.0
Air Voids (%)
--+--Mix 1
Mix2 -Mix3 -a
Mix4
Rg.13. Influence of Creep Slope with Changing Air Void Contents.
24
-E E (i) CI) I/) I/) ca
0.. -CI) c.. 0
en C) c: "a c..
"i: -0
1200 ,
1100 ! j. .
··············· __ ·········f·······················:···i.~ ........................... l.; .. :............. . ................... .......... ! .............. . , --f----,-------! ! .i,
i 1000
900 1 ,
......... i ... --·----······ ........... i ...... __ ·.· .. ··_··· ...... j •• ___ ••••••••••••••• •••••• [ I : 1
· .. ·····---·--·-·r·-·····----····r· .. -····-· ;
............. _ .... .1 .......... .
I 800
700
600
······ .. ·····-···········r·· ........ i :···············-········-t····-··-····· .. ······j-····· .... -........ -.-.
----r------- i----l----i- -f---r---·············,············t························-r·-··_··········--1-··-······· .. ············"1"·····-····· .. ··········r····· ............ ·-:-··········-·····-······r··-················--
500 ·------··-···-·t ... ··-··-·----·-~····-- ·--··-1-····_·· __ · __ ·-·· ! :
~ , 400 ···················· .. ·r············-···········:···················-··+···············-········r··················· ··i··············-·
300+-----+' -----+-----+-----+· -----+-----r-----r~~~ 3.0 4.0 S.O 6.0 7.0 8.0 9.0 10.0 11.0
Air Voids (%)
Fig. 14. Influence of Stripping Slope with Changing Air Void Contents.
25
-+Mix 1
Mix2 ~
Mix3 -eMix4
0;-CD /I) /I) lIS
0.. --c '0 0.. C 0
:s CD
;:: c -0) c '0. 0-';: -U)
c;; "0 C
" til :::I 0 ..c I--
16.---.,.----,; ---;-----;---,---,..----y-------, ' __ -----, ! :
ii . Mix 1 14 -·--············-·+-·-···-·--·-·-I--····- .. ·--t--·-···----· .. t··--··· .-- r-·- ····-···---j--·····---··-;-·-·-·-·--·
i · I j . . . iii ......... t",.I ....... . ..... . . .. _ . ... _
12 .................. ····r··········-········T·······················r····· ...... - ·······r ······-··-··········r ·······--···-··T·····-·-····· ,
10
8 .......................... ,....... . ...... -.. ·············T·····-············-···
6
I
4 ··-·-··-······ ·····:·····-···-·-· ··-~·r·····-········· ····r··-········-·· ·-·-t······-········--·-t·····-··-··········,-······················r·········-······-·-: ': i :
2 .. - .. --.----+.---... -.--.-.-,----- ..... -.... ;----.. --..... +----.-.- ...... -.--+-... ----.. -.. - i······ , ~
o+---~---~!~--~----+---_+---~-~~--~ 3.0 4.0 5.0 6;0 7.0 8.0 9.0 10.0 11.0
Air Voids (%)
Mix2 -Mix3
-aMix4
Fig, 15. Influence of Stripping Inflection Point with Changing Air Void Contents.
26
There could be two potential explanations. First, there were not many samples compacted higher
than 9% air voids. The reduction In the stripping inflection point may not occur until the air voids
are slightly higher.
Second, the material tested in this portion of the study had no anti-stripping treatment. As a
result the stripping inflection points were all very low. The fact that all materials had very low
stripping inflection pOints at normally accepted air void contents could have been the reason the
stripping inflection point did not decrease substantially at higher air void contents. Engineering
properties (air voids, voids in the mineral aggregate, voids filled with asphalt) are important to
good pavement perfonmance. Chemical properties (asphalt cement chemistry, asphalt-aggregate
interaction) are also important to good pavement performance. Stripping can likely result from
deficient engineering properties, chemical properties, or engineering and chemical properties. A
future hypothesis could be: If chemical properties are deficient, the pavement will exhibit moisture
damage regardless of engineering properties.
5.3 Recommendations
Based on testing samples at a variety of air void contents, it is recommended to test samples at
6 ± 1 % air voids. In general, the stripping inflection point is not significantly influenced by the air
void content in this range. By using a tight control on the air voids, repeatability of the test results
.should be better than if no control were maintained on air voids. It is very important to test
replicate samples.
27
6.0 INFLUENCE OF SHORT-TERM AGING ON RESULTS The purpose of this experiment is to determine the influence of short-term aging on the results
obtained from the Hamburg wheel-tracking device.
6.1 Experimental Grid
The experimental grid for this experiment is shown in Table 16. Samples were short-term aged
at 143°C (290°F) for four different times: 0, 2, 4, and 6 hours. Four mixtures with different
performance histories were used. One testing temperature, 45°C, and one grade of asphalt
cement, AC-1 0, were used for all mixtures in this experiment. All mixtures in this study contained
hydrated lime.
Table 16. Experimental Grid for the Study to Determine the Influence of Short-Term Aging.
I o 12) 4 It I Mfli: 1 x x x x Mjx2 x x x x Mix 9 x x x x
x x x x
x - Replicate samples were tested. All samples were mixed with AC-10 and tested at 45°C.
The loose mix for each sample was placed in an open, rectangular baking pan, of dimensions 27
cm x 30 cm x 6 cm high. The samples weighed between 7.2 and 7.4 kg. Each sample's surface
was leveled, and each sample occupied a height of approximately 5 cm within its pan. As a
result of the open, low-profile pans, a relatively large surface area of each sample was exposed
to the 143°C forced-draft air flow. After each sample had been in the oven precisely the targeted
time, it was compacted. For those samples short-term aged zero hours, the mix was placed in
the ovens in covered pans for about fifteen minutes, just long enough to return to 143°C before
compaction. All samples were compacted in the linear kneading compactor to a targeted air void
content of 6 ± 1%.
28
6.2 Results and Discussion
The stripping inflection points after the different short-term aging times are shown in Table 17.
Plots of the stripping inflection point versus short-term aging time are shown in Fig. 16. Results
are plotted in Appendix C. In most cases, the stripping inflection pOint increased as the period
of short-term aging increased. All samples aged for 8 hours had stripping inflection pOints greater
than 20,000 passes. It was not possible to determine the precise stripping inflection point,
because the test ended at 20,000 passes.
II was noted that the mixes which had been short-term aged for eight hours had a somewhat
burnt odor when they were removed from the ovens, and they were noticeably harder to remove
from the pans for compaction . The eight hour exposure to forced-draft hot air physically and
chemically changed the binder, giving it the behavior of a stiffer asphalt cement. Although the
mix had improved anti-stripping qualities, it may have a greater likelihood of thermal cracking.
An unanticipated outcome of the laboratory short-term aging process was noted during the course
of the experiment. It was observed that in every case, as the short-term aging period increased,
the air void content decreased. For each doubling of the short-term aging period, air voids
dropped by about 0.4%. The cause is not clear. It might be a result of the increased absorption
of the binder by the aggregate during prolonged periods in the ovens, but further investigation is
needed. The improved stripping inflection point of the short-term aged mixes may be partly
attributable to the decrease in the mixes' air void content.
6.3 Recommendations
The duration of laboratory short-term aging was shown to be an important determinant of the
behavior of HMA tested in the Hamburg wheel-tracking device. It is recommended to bring the
sample to compaction temperature in a covered container for 4 hours. A covered container will
minimize the variability in results created by various sizes of containers and various models of
ovens that have different forced-air characteristics. For a sample that has just been mixed, a
conservative time to heat the sample to compaction temperature is typically 2 hours. Therefore,
most samples, including cooled field samples, should reach compaction temperature by 4 hours.
Tight control on this procedure will be necessary to obtain repeatable results.
29
Table 17. Stripping Inflection Point Versus Short·Term Aging Period.
Stripping Inflection Point (Passes)
I Short·Term Aging Period (Hours)
I Mix 0 I 2 I 4 I 8
1 3,000 12,600 13,900 >20,000
2 8,900 14,500 10,400 >20,000
3 2,300 4,200 7,200 >20,000
4 5,300 9,700 13,400 >20,000
20.0 . > 20.000 Pa.... J
-~/
18.0
~ 18.0 .. 0 • .. 14.0 .. !!:. 1: .. '0 1! 12.0 .. • • .c ~
0 10.0 O. t:. J! .. -.E 8.0
~ V --.~ Mix 1
~ ~/ 'l --Mix 2
/ A --;/ ;..-- v / ---./
I .", / V Mix3
/ / -e-
v ." IlL / .. Mix 4 . . - .. . •.. - -
... , . . • < • ..
... 'S '" 8.0
4 .0
A ./" vI / V V
2.0 o 2 3 4 5 8 7 8
Short-Term· Aging Period (Hrs)
Fig. 16. Influence on Stripping Inflection Point of Various Short·Term Aging Periods.
30
7.0 INFLUENCE OF LIME MIXING ON RESULTS
The purpose of this study is to determine the influence of the method of lime addition on results
obtained from the Hamburg wheel-tracking device.
7.1 Experimental Grid
Hydrated lime is used as an anti-stripping additive for approximately 90% of the HMA placed in
Colorado. Specifications require the contractor to use an approved pugmill to mix the aggregate
and lime. The moisture required during mixing is 3% above the saturated surface dry moisture
content of the aggregate. Despite the specification, there is a wide variety of mixing methods and
moisture contents used throughout the state. This experiment was designed to determine if the
specification should be enforced more strictly than it presently" is. The experimental grid is shown
in Table 18.
Table 18. Experimental Grid for the Study to Determine the Influence of Lime Mixing.
M&1l!\od of Lime Addition
No Lime t% Lime t% Lima 1'%Ume -t% Lim$ No Mol$tur~ NQ MoisttIre .2%MoiSlure 4% MolstufE; 4% Moi$lt.ire No 'Mellow" No "Mellow" NU "Mellow" No "Mel1UW" a-Day 'MeDaw'
'Milt 1 X x x x x Mill 2 x x x x x MillS x x x x X
Mix 4 X X X X X
x - Replicate samples were tested. All samples were mixed with AC-10 and tested at 45°C.
One set of samples from each mix contained no added lime. All the other samples had 1%
hydrated lime. Hydrated lime was added using three different levels of moisture: no water, 2%
water, and 4% water. The presence of water dissolved the hydrated lime and produced uniformly
coated aggregates. After water was added, the aggregates were immediately dried and mixed
31
with asphalt cement. For the final set of samples the dry aggregate, lime and 4% water were
mixed and then placed in a sealed plastic bucket for 72 hours. At the end of this "mellowing"
period, the aggregate was dried, then mixed with asphalt cement. Samples were short-term aged
for 4 hours.
7.2 Results and Discussions
The stripping inflection points for the different tests are shown in Table 19. Results are plotted
in Appendix D. In all cases, the stripping inflection point increased after lime was added. Even
the addition of dry lime alone improved the mix performance. In some instances a stripping
inflection point developed when lime was present, but the stripping slope was not very steep. In
these cases the deformation at 20,000 passes was less than 10 mm. That could be considered
an acceptable test result (2). When no lime was added, the stripping inflection points were very
low and the stripping slopes were very steep, indicating an unacceptable material.
Table 19. Stripping Inflection Point Versus Method of Lime Addition.
Method of Lime Addition
No Lime 1% Lime 1% Lime 1% Lime 1% Lime No Moisture No Moisture 2% Moisture 4% Moisture 4% Moisture No "Mellow" No "Mellow' No "Mellow' No "Mellow" 3-Day 'Mellow"
Mix 1 5,100 >20,000' 12,200' 13,600' 12,900'
Mix 2 7,900 10,800 10,800 12,500' >20,000'
Mix 3 2,600 17,700' 6,100 >20,000' >20,000'
Mix 4 7,400 10,000' 18,300' >20,000' 11,900'
. Passing test using the 10 mm specification
It Is not clear how the method of lime addition influences the HMAs ability to resist moisture
damage. However, the presence of hydrated lime helped the moisture resistance of all the mixes
tested. Adding 2% to 4% water to the limed aggregate improved the performance of the mix
compared to the addition of lime and no water, but the improvement was only slight and probably
not significant. It was difficult to quantify the improvement of the mixes by the addition of various
32
amounts of water. What is significant is that the addition of lime improves the anti-stripping
performance of all the mixes tested, and that lime mixed with an aggregate moistened to 4%
seemed to work well.
The use of the 3-day mellowing period did not substantially improve the performance. Two of the
mixes (Mixes 2 and 4) contained aggregates that were non-plastic but did have clay present.
Although the mellowing improved the performance of Mix 2 to meet the City of Hamburg
specification, the same improvement was not observed in Mix 4.
7.3 Recommendations
Adding 1 % lime to aggregate improved the anti-stripping performance of HMA. For uniformity of
laboratory procedures, 4% water should be added to the aggregate. Once the aggregate, lime,
and moisture are mixed, the laboratory sample should not be "mellowed". If the standard practice
of a contractor is to stockpile aggregate treated with lime to "mellow", then the laboratory
procedure should include "mellowing".
33
8.0 CONCLUSIONS
The variables investigated in this study were 1) testing temperature and asphalt cement stiffness,
2) air voids of compacted samples, 3) short-term aging, and 4) lime mixing. These variables can
influence the test results so the laboratory procedure should be written to include tight control on
these variables to ensure repeatability. Additionally, these variables are also considered
important to the moisture resistance of a pavement in the field. Although it is not clear how the
method of lime addition influences the HMAs ability to resist moisture damage, it is known that
the presence of lime helps the resistance of an HMA to moisture damage. Any test that hopes
to predict the moisture susceptibility of an HMA pavement should be sensitive to these variables.
1) The test temperature and high-temperature stiffness of the asphalt cement have significant
effects on the results from the Hamburg wheel-tracking device. It is important to select the
asphalt cement for an HMA based upon the environmental conditions the pavement will
experience. As the environmental conditions change from one part of the state to the next, it Is
important to select the appropriate asphalt cement stiffness. As these environmental conditions
change, it is equally important to adjust the test temperature of the Hamburg wheel-tracking
device.
SHRP has recommended the high-temperature grading of asphalt cements be based on an equal
stiffness measured by the DSR. The differences in high temperatures to obtain the same
stiffness measured by the DSR of the asphalt cements used in this study were about 6°C. The
Hamburg wheel-tracking device provides equal stripping inflection points for each grade of asphalt
cement when the test temperature is adjusted about 6°C for each grade. The similarity of the
temperature differentials of each grade of asphalt cement measured by the DSR and Hamburg
wheel-tracking device were amazingly similar. The testing temperatures for the Hamburg wheel
tracking device should be selected based upon the high-temperature environment. The
reccmmended test temperatures are shown in Table 10.
34
2) Based on testing samples at a variety of air void contents, it is recommended to test samples
at 6 ± 1 % air voids. In general, the stripping inflection point is not significantly influenced by the
air 'foid content in this range. By using a tight control on the air voids, repeatability of the test
results should be better than if no control were maintained on air voids.
3) The duration of laboratory short-term aging was shown to be an important determinant of the
behavior of HMA tested in the Hamburg wheel-tracking device. It is recommended to short-term
age . laboratory mixed and field produced samples for 4 hours in a closed container prior to
compaction. Tight control on this variable will be necessary to obtain repeatable results.
4) Adding 1% lime to aggregate improved the anti-stripping performance of HMA. For uniformity
of laboratory procedures and to facilitate mixing, a standard process should be followed. Dry
aggregate and dry lime should be mixed together; 4% water should then be added, and the
sample should be mixed again.
9.0 REFERENCES
1. Report on the 1990 European Asphalt Study Tour (June 1991), American Assoc;iation of State Highway and Transportation Officials, Washington, D.C., 115+ pages.
2. Aschenbrener, Tim, R.L. Terrel, and RA Zamora (1994), "Comparison of the Hamburg WheelTracking Device and the Environmental Conditioning System to Pavements of Known Stripping Performance," Colorado Department of Transportation, CDOTDTD-R-94-1.
3. Hines, Mickey (1991), "The Hamburg Wheel-Tracking Device," Proceedings of the TwentyEighth Paving and Transportation Conference, Civil Engineering Department, The University of New Mexico, Albuquerque, New Mexico.
35
0
-2
-4
E E -6
<: .Il -8 .. " ~
-10 D-E
E -12
" E .~ -14 ::;;
-16
-18
-20 0 2 4 6
Mix 1, AC·20P Temperature = 55 C
8
.
10 12
~o . . o~ -P-asses (Tho,,;'n~.)
, .
Profiles Temperature = 55 C
14 18 · 18
°l~· · .~-.--... -~- ~~Q ..... . '~ '-•• ,~ •. ' :iIIJ!Ij -2 .. -4+---+---+---r-~~-1~-+---+---r---r--~ e .. ..
S -6+---+---+---r-~---1---+~-+---r---r--~ c . .
S · -8+---+---+-~4---~--~~1---~--4---~--~ CD co ~ ... -10+---t--t---t--+--+--1--"'"i--t---+--~ ~ ..
.. -12+---+-+-4--4--+-+-+-~-'--+---I en I!
~ -14+--+--+---+---+---+----+---+---+---+---1
.
-16+--+--+---+---+---+---+---+---+---+---1
-18+---t--t---t--+-'-+---1--"'"if--t---+--~
-20+---1---I---+---I----+---+,---iL--f.---I----j o 25 :50 75 100 12:5 150 175 200 225 250
Wheel Position ·
Al
20
1000 Pass ••
E 5-c
.11 m m f Q.
1: E " E
.~
:::;
E S. j .. .. .. ~ ... ! • '" • ~ ~
0
-2
-4
-6
-8
-1 0
-1 2
-1 4
-1 6
-1 8
-20 o
0
-2
-4
'6
-8
-10
-12
-14
-16
-18
-20 0
r-
2 4
-~.
"<: ........... ~ ..
25 ~O
.
, .....
6
Mix 1, AC-20P Temperature = 60 C
8
. .
10 12
No: of PJllSe9 (Ttio~.~nd • .i
Profile.· Tel1lperature . = floe
.
.--- .... :-.;-. - ." Y-";'- .. -.... -..... -' ... ".~ .... " ......... ;, .. f" .• .
.. .
. ..
75 100 12~ 1~ 175 Wheel PositiOn-
A2
.
14 16 18 20
.
~ 1000P.ss .. ...... '......, . ... _--_.
1ooooP ...... . ..... ........
11000" •• ""
2oo00P .....
. .
200 225 250
0
-2
-4 E E -6 ~
c .l! -a .. .. .. ~ -10 ... ! .. -12
'" I! -14 .. > ..:
-16
-18
-20 0 25
4
.......
Mix 1, AC-20P Temperature = 65 C
II lQ 12 14 18 . 18 2Q
·1Ijo.ofPa .... ,{tbou •• ri~.) .
. ' " .: ' " '.
Profiles Temperature = 65 C
~
"_ .•• h.. .
75 100 125 150 175 200 22~ 250 Wheel PosHion .-
A3
1SOOO 'as ...
0
·2
·4
E £ ·6
c .11 .. -8 .. ~
·10 0-
E E ·12 :J
.§ ·14 ~
::Ii ·18
-18
-20 0
0
-2
-4 ~
E E -6 ~
j -8 .. .. . " ~ -10 Do
S " -12
'" .. ~ -14 ~
-16
-18
-20 0
2 4
25
Mix 1, AC·20 Temperature _ 45 C
8 10 12 14 16 18 20
No. of Palles (Thou.and.)
Profiles remperaiure = 45 C
75 100 125 150 175 200 225 250 Wheel PasHion
A4
1000 'uses
10000 Puses
15000 Puns
i
0
·2
·4
E !. ·6
" .J! .8 .. .. ~ -1 0
.E E ·1 2
" j ·1 4
·1 6
-1 8
·20 o
0
-2
·4 ~ e &; ·6 ~
j -8 .. .. ! -1 0 II.
! .. ... ,12
I! -1 4 ~ ..:
·1 6
-1 8
-20 0
"------- ---
2 4
Mix I, AC·20 Temperature = 55C
~
~ "\
\ \
..
8 .10 .' 12
No. of p..a ... ·· (ThQu •• nda)
Profiles Temperature = .55C
\ \
1\
14
~ •... "...... ........... ..•...... . ..•. ~. . ............ ,.. ...,~ .... -:;. . . .. .............. ".
.... - iI
16 18 · 20.
1000P ••• es
tOOOO Pnses
2~ ~ 7~ 100 12~ 1~ 175 200 225 2~
WheelPosltlOrI
A5
0
2
·4
E E- ·6
" .9 ·8 .. .. !!
·10 a. .5 E ·12 :l E 'x ·14 " ::;
·16
·18
·20 0
0
·2
-4 E S -6 c
.S! -8 .. at
" ~ -10 ... E
" -12
'" .. ~ ·14 .. >
<C -16
-18
·20 0
2 4 6
Mix 1, AC-10 Temperature = 45 C
8 10 12
No. of Puses (ThoU8and.)
Profiles Temperature = 45C
14 16
~ "'~".-- .--'----... __ J __
~ ---. ." -'_r., .... -..... "" 0- .. " .. -.-.'- ,'-. ... ...... -.... ,. . ........ \ V' --~ .... ,
.~.~ .... ,.:' ..... ..,: , , .-~ ..... '~ .-
25 50 75 100 125 150 175 200 225 Wheet Position
A6
~
18 20
20000PaSSH
250
E .s " .2 " .. !! Q.
E E " E .~
:::;
E .s " oS! VI VI
f a-S .. '" .. ~
0 > c(
0
-2
-4
-6
-6
-10
-12
-14
-16
-16
-20 o
0
-2
·4
-6
-8
-10
-12
-14
-16
-18
-20 0
i'-.
.
.. ~'-.
;..
'.
2
............
, \.
". ,
25 50
.
4 8
-\.-
" , , "
75
Mix 1, AC-10 Tempertaure = 50 C
6
------
10 12
No .. of Passes (Thou •• nda)
I?rofl~8 Temperature = 50 C
._ ... _/ -,-- .. - f-- ..... _ .
/
~/
" , ;
" .. ,.r '" ~, ... ~
100 1~ 150 175 Wheel Poshlon
A7
""'""' \ \
\ \
\ \
14 18 16 20
1000Pns"
/ 11000Pusn
/ .-j
!
/
200 225 250
E !. " .11 .. .. !! D.
! E ::I E 'x II :;
E E ~
c .S! <II <II II ~ ... .5 II
'" .. ~
II > ..:
0
-2
-4
-6
-8
-10
-12
-14
'-16
-18
-20 o
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 0
"'- "'"'-
2
20
r--....
\ \
Mix 1, AC-10 Temperature :, 55 G
,
I
4 6 10 12 14 16 18
"'.-0 ... " ...... "
No. of Passes (Thou.and.)
Profiles Temperature = 55 C
" .-.,.~. .. ............................ ;.
75 100 120 100 170 200 225 200 Wheel Position
AS
20
3000PUSK
E e ~
c .II co co • ~ "-! e " e 'li • :Ii
~ e !. c .S! co co f "-! D
'" I! • > 0:(
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 0
.
2 4
25
8
Mix 1, AC-5 Temperature = 40 C
8 10 12
No_ 01 Passes (Thou •• nd.)
Profiles Temperatu", = 40 C
l
14
..... \ .. ~ .1 ~- ...,
16
75 100 125 150 175 200 225 250 Wheel Position
A9
18 20
20000P .....
E !. c
.11 • • f a.. .§ E
" .E :l ::;
E E -c
.li! .. .. .. ~
co. ! .. '" I! " > ..:
0
·2
·4
·8
·8
·10
·12
·14
·18
.18
·20 o
0
·2
·4
·6
·8
·10
·12
· 14
·16
·18
·20 0
I--
2
"'-'.
'" \ ........ _-
'"\.
\ .
" "-" .
2:1 50
I"---..
.
4 6
., ", '\
\ ,
Mix 1, AC·5 Temperature = 45 C
'"
8
1\ \
\ \ \
10 12
No.!>J .f' ..... (Thouil"nd_)
Proflljls· Temperature = 45 C
'. ~ .
" V .
#~~ ...
\ j; \
"-. / \ ' ..
14 16
---:: .•..... : ~ ''''/
.!' i
! l
j
!
! ;
7~ 100 12~ 100 175 200 225 Wheel Poshlon
A1.0
18 20
3000 Passes
2~
0
·2
·4
E .E. ·6 c
.11 m ·8 m I!
·10 D-
E e · 12 ~
E .~ ·14 ~.
·16
~ ~
\ \
...
Mix 1, AC·5 Temperalure = 50 C
.
..
..
..
.,8t_--_f--~~r_+_--_f--~----t_--_r--~----+_--~
·20+----+----+-~_+----t_--~----~--_r--~~--_r--~
§ .. ..
o 2 4 6 8 10· 12
·No. ofPuJ.' . (TboUinnd.)
- ; .
prOfiles Temperalure =: 50 C
14 16 18
·6t-~r-_t--_r--+---r-_t--_r--+---r-~
-8t-~r_-t---r--+---r-_t--_r. --+-__ r-~ ~ ·10+----+~~r_--+_--_+~~~~+_--~--_4~--+_--~ ~ .~ .. • ·12t_--+_--1---4---_r--_r---r---+---+---+--~
'" f " ~
-14t--t-~----'_t-_+-_r-+_-+_- t--+--1
·16t_--t---t---t---t-~r-~--~--~---+--~
. 18f--t----ir---I--+-+-+-+--+----I'----I
·20+---+---+---+---+----~--Ir_--I----I----I--~ o 75 100 125 150 175 200 22~ 250
Wheel Position
All
20
lOOP .....
3OOP .. s"
0
-2
-4
E i- -8
c ·.11 -8 " " f
-10 "'-1: E -12
" E .~ -14
::0 -18
-18
-20 0
0
-2
-4 ~
E E -6 ~
c .2 -8 co co f -10 "-! .. -12
'" I! -14 ~ «
-16
-18
-20 0
2 4 6
.. ' ... ' .' ,'.- .--' .
75
Mix 2 , AC·20P Temperature = 50 C
8 · 10 12 14 16 18 20
No. of Pe,sses (Thou8andl)
Profiles Temperature = 50 C
---~- - '
100 125 150 175 200 225 250 Wheel Position
AI2
1$OOOPeSSH
20000 P.sses
Of'--.-.
-2
-4
E ..s -6 0::
_2 -8 m m !! "- -10 E E -12 ::I E -~ -14 ::;
E E ~
c .!! .. .. .. ~
"-S .. '" .. ~
~ 0(
-16
-18
-20 o
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 0
2 4 6
Mix 2, AC·20P Temperature = 55 C
8
.
10 12
No_ of Passes (Thousands)
Profiles Temperature = 55 C
14 16 18
........... ............ ....... . - ....... ......
25 50
........... , .. '.
75 100.125 , 150 175 200 225 250 Wheel PositiOrr
AI3
20
1000hsses
10000P ......
15000 Passes
20000 Passes
E E-c
.9 .. .. i!! Q.
.§ E " E .;;
" ::;;
~ e S-c .!! .. ., I! ... ! .. ... f .. :-0(
0
-2
-4
-6
·8
·10
-12
-14
-16
-18
-20 o
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 0
~ r-~
Mix 2, AC·20P Temperature = 60 C
-----... r----.. r-----
2 4 6
.........
8 10 12
No. of P .... e. (Tb~L!.~nd .. )
Profiles Temperature = 60 C
.\,. '-'-'-'.-." . -'--.. -.-
~ -'"
"-, , ,~~--
'- , ----- I"\-,w"
./'
"- ./ '~ ., '. ~
' .. , " '. '. . ..... ",' .~ ........ , ,
'. ~ •• r
2~ 50 75 100 12~ 150 17~
Wheel Posltion·
A14
--..... ~ I
~ \
14 16 18 20
~ 1000 PUSH
../.,-_&
:/ (
, f
, /
200 225 250
o~
2
-4
E .5. -6 t:: .2 -8 .. .. li -10
1: E -12 " E li -14 ::;
-16
-18
-20 o 2 4 8
Mlx2,AC·20 Temperature = 45 C
. ,
8
,
,
,
10 12
No. of P ...... ·(11iou •• n~.)
Profile8" Temperature '= 60 C
14 15
_20~~~~,.~~~~~~,_~-'~"~"_,~._.~.' ~h~ __ ~~~_: l~"~~'~~=9·~v~"~:'~'~.'~~==1 t -: "~-'-'--'" - ...-- ..... -....... r
-4+_---+~~~~~·~~·+~~-·~'~~~f~~·--_r--~~~+_--_+----+_--_i E ~ -6+---~~---+--~--~--+-~~-+---+--~ c , R -8+---+-~~-4---+--~--+---~~---+--~ .. f a. -10+--+.....,.+-+-+-+-+-+-+-+-~ ! o -12+--+-+-+-+-+-+-+-+-+-~
f ~
-14+--+--+--+-+-+-+-+-+-~-_i
-16+--+-+-~-~-~-~-~-----'-~--+--/
-18+---+-~~-+---+--~--+---~~--+--~
-~+---~-+--~--+-~~-+--4---+-~--~ a _2' '0 75 100 12' . 1'0 175 200 22" 2:10
Wheel PasHion
A15
18 20
1000P ......
10000' .....
I0000''''"
0
-2
-4
E E. -6
" .g ~
·8 ~
f ·10 "-
~ E -12 ::I E
.~ -14 ::;
-18
-18
-20 0
0
-2
-4 i' !. -6 c .2 -8 OJ OJ D· ~ -10 ... .5 .. -12 '" I! -14 !! «
-16
-18
-20 0
2 4
~' ..... '-.. ......... - ....
1\
Mlx2,AC·20 Tempera.ure = 50 C
.
'8 10' 12
No. of PUles (Tbou .. ~d.)
. Profiles Tempera.ure = 60 C
14 15
7' 100 12', 1~ 175 200 225 2~
A16
18 20
10000PUSK
0,---, -2
-4
E E ·6 c ,II :: ! a. ~
-8
-10
E ·12
" .Ii :l ::;
~
,E E ~
c .2 II .. I! ... .!! .. '" .. ~ .. ,. -<
·14
-16
·18
·20 o
0
-2
-4
·6
:8
-10
·12
-14
·16
-18
-20 0 2~
" "
1lO
""
Mlx2, AC·20 Temperature = 55 C
"" ,
,
'-.. ....... \
75
\ ~ '
\ \
\ \
, ' \ I '
, \ , "
' 8 ,1,0 ' " , 12
No. of Pas ••• (Th oU.lln~.)
, Profll,'.' nmperature.-= 55 C
, ;'
_c ,;
J"; . ...... '1. / ,
100 12~ 1:;0 175 Wheel PiI8l1lo'n - -
A17
14 16 18 20
12000 , •••••
200 22:) 2:;0
Mix 2, AC-10 Tamperalure = 45 C
0
·2
·4
E .5. ·6
c .11 .. ·8 .. !!
·10 D.
! E ·12 " E ~ ·14 ::;
·16
·18 . .
·20 0 2 4 S II 10 12 14 16 18 20
E
No.oIP ..... (Thoulli.n~.)
PfQflles Tempeta.lura • 45 C
.5. -6+-~i--I~-+~-+-~+~+--l--f---1--"--1 c ! ~+---+---+---1---1-~1-~1---+--+--~--"--1 .. ~ ·10+---+---7---7--I~-+---+~-+---+----+---~ ! . • ·12+---+---+---+---+---+---1---1---+---r--~ '" f
! ·14f--i--I--+--+--+-+--l--f---1--"--1
·16f--l--I--+~-+--+--+--l--f---1--"--1
·1 Bf--t--t--+--+--+---j--f--+---1-----1
·20+-~f--+--+-+-+-+-_If---+--+---I o _ 25 ~O 7~ 100 125 1~ 175 200 225 2~
Whoel po..Hion
Al8
1000 'as ...
15QOOP ......
E .s. t:
.11 .. .. ! Q.
£ E " E
.~
::;:
E E ~
c .!! CD .. .. ~ Q.
oS .. '" I! D
~
Mlx2, AC·10 Temperature = 50 C
0 I'----.
·2
·4
·6
-8
·10
·12
·14
·16
·18
· 20 o
0
·2
-4
~
·8
·10
· 12
·14
· 16
·18
·20 0
.. . .
. '
2 4 8
---~ ~
1"\
.
.8 10 12 : "No." of·'passes "
(Th~", •• nd.)
Prpfiles .
-
Temperatun. =50 C . " .
~~ .... , ....... .---... . .. r r
.
\ ., \ . ,
" '. " .
\ \ \ ~ \
14 16 18 20
SOOOPass ..
10000hsses
2:5 :50 75 100 12:5 1:50 175 200 22:5 2:50 . Wheel I'09ltlon
A19
E .s " .11 m m • ~ Co
£ E ::J
.£ >< •• ::;
0
·2
·4
·6
·8
·10
·12
·14
·16
·18
·20 o
I~ ~
"-
2
~
Mlx2,AC·10 Temperature = 55 C
~ .
8
\
. . . .
I
....
·8. .. 10
, 12
No. of Pas ••• (Thou •• nc;t.)
Proflle8 Temperature = 55 C
.
14 18 18
·14+--1---1--'-+--+--+--+-+--'-1---1--1
·16+--1---1--'-+--+--+--+-+--1---1--1
·18+--1--I--+--+---I--+--+--1--'-f--j
·20+--f---11---t--4--+--j--+-~f---11---I o 2~ :10 75 100 12~1~0 175 200 22~ 250
- WhOel Po$l1l9n
A20
20
1000 Pe ....
3OOOP .....
E E-c
.S! " .. f n. ~ E " E .~
::;;
0
-2
-4
-6
-8
-10
-12
-14
-1 6
-1 8
i
! , i :
, .
Mlx2, AC-5 Temperature = 40C
-20 o 2 4 6 8 10 12 14 16 18 20
~ :
No. of Passes (n1ol.niand~j
Profiles Temperature = 40 C
-8+---,--f---+~-+--+_...-,.j.c...,.--__+_-+_-+__I-__1
~ -10t----t----t----t----r----r--~~~~--_+----+_--_1 .!! ~ -12t---i----r---t--~--~~--t_--t_--_r--_t--_+
I!
~ -14+--f----+-__+_--+--+--+-_I---+--+---1
-16+--+-_I---+--+--I---+---f----+-__+_---/
-18+--t---t---j---+---I---+--f----+-__+_---/
-20+--!-----I--+--+--'--I---+----1I----+-__+_---1 o 25 50 75 100· 125 150 175 200 225 250
Wh~81 Pcisitlon
A21
10000 Puses
15000 Passes
20000Puses
E E-c
_9 .. .. I!! "-1: E " E 'x • :IE
~
E E ~
c .2 .. i! ... E .. '" I! .. > «
0
-2 ~
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20
2
~ ~
4
'"
Mix2,AC-5 Temperature = 45 C
'"
6
"'-
8
~ \
I\J. . "-
I' --
)0 12.
No. of Passes (Thou •. B~d.)
~
Proflle.sremperal!lre- = 4,5 C
'. " ,-'\.~.'." '\.
\.. .. ~ .. ,
/ 'rv"/
;
... i
14 16 18
0 2~ 50 75 100 12~ 150 17~ 200 22~ 250 - Wheel Position - -
A22
20
0,--2
-4
E S -6 c
.11 -8 m m ! a. .s E ~
E .~
::;
-10
-12
-14
-16
-18
-20
Mix 3, AC-20P Temperature = 45 C
, ,
0 2 4 8 10 12 14 18 18 20
~
E !. c .2 ., '" .. ~
a. S .. at f! .. > <C
-6
-8
-10
-12
-14
No. of Passes (Thousanda)
Profiles Temperature = 45 C
-16+---+---+---1---1---1---1---1---1----r--~
-18+--1--1-'--+--+-+-+--1--+--+--1 -20+---+---1---1---1---1---1----r---r--~--~
o 50 75 100 125 150 175 200 225 250 whoiiolPoslllOn -
A23
1000 , • • s_
1OOOOh.,0
2ooooP ... ,"
E E
" _S! .. .. !! "-E E " E -~ :::;;
E oS c .e .. "' D ~
l>-
S .. '" I! .. >
<C
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 0
2 .
4 6
Mix 3 • .AC-:;!OP Temperature;" 50 C
-----
8
~ '--
.. : .
.
10 12
No_ of P .... e. (Thou.ends)
Profiles Temperature", 50C
.
~
14 16 18
25 50 75 100 125 150 17~ 200 22~ 250 Wheel PO$illon
A24
.
-----......
2 0
10000Puses
E E-&:: .Il .. .. l! ... £ E
" E .~
::;
~
E !. " .2 .. .. u ~ ... ! • '" .. ~
~ <C
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
0
-2
-4
-8
-8
-10
·12
-14
·16
-18
~
--....
.
2 4
.. -..
'"~ \. '- '" ....
"\
Mix 3, AC-2DP Temperature = 55 C
-.... ........ "-~ ~
6 8 . 10 12
No.ofP ...... (Thousaride)
Proflle.8 Temperaiure = 55 C
.. ...... ""';.
\ \.
\
j
./
~
'" 14 16
""-I'--
""-
18 20
10000 P.sses
-20+---+---+---~--~~~--~--~--~--~--~ o 75 100 125 150 175 200 22:5 250
Wheel PciSiliot!
A2 5
0
2
E 5 -6 c .2 ~8 • ! Q. ·10 ! E ·12
. :J E .~ ·14 ::;;
E E ~
c .S! .. .. I! I>.
! 0
'" .. ~
0
~
·18
·18
·20 o
0
-2
-4
~
-8
-10
-12
-14
-16
-18
-20 0
2 4
.
50
----
Mlx3, AC·20 Temperature = 40 C
"--..
'" ., '" "-.. ~
~ ~ ~
6 .. 8 10 12 14 16 18 20
No. of Passes (Thou •• nda)
Profiles · Temperature = 40 C
:.,,_ .. " .':' ,.
\ f
75
... '. "... . ... .. ~~ .. ... ......
100 125 150 175 200 225 250 Wheel Position
A26
10Q0Pasa.,
10000P •• aes
1tiOOOPa ....
20000Pa ....
E 5 c
.11 • • !! c. £ E ::I E 'x " :::;
~
E !. c .S! .. .. .. ~
"-.5 .. '" I! !e CC
0
-2
-4
-6
-8
-10
-12
-14
-18
-18
-20 o
0
-2
-4
-6
-8
-10
-12
-14
-16
·18
-20
~ t'---..
2
0 25
' i"',.
4
'"
8
Mlx3. AC·20 Temperature = 45 C
'\ \
f\
8
\ \
\ 10. 12
No. of Passes (Thou •• nd.)
. Profiles Temperature = 45 C
, . /
,.' f
14 16 18
~i ," , ;
7:1 100 125 150 17:1 200 22:1 250 Wheel P""ltion
A27
20
0
-2
-4
E E. -6
c .2 -8
i Q. -10 E E :J
.Ii
:i
-12
-14
-16
-18
-20 o
""'\
" \
2
\
""
4
\
Mlx3,AC-20 Temperalure = 50 C
-
1\
6
\
\ \
10 12
No. of Passel (Thou.lln~.)
Profiles Temporalure '" 50 C
14 lS 18
-20+---r---~--~~--~---+---+--~--~--~ . 0 :;0 7:1 100 12~ 1~ 17:5 200 22:5 2~
- - Wh''''1 Position
A28
20
E 5 r:: .2 .. . .. f a. £ E " .5 " " ::;
E g c .2 • • I! "-
oS u co .. ~
~
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
0
-2
-4
~
-8
-10
-12
-14
-18
-18
-20 0
---
2
25
-- I-..
Mix 3, AC-l0 remperature = 35 C
-----... ----., ~
'---... N ~ ~
4 6 8 10 12 14 16 18 20
--. "0.-
50
No. of Passes (Thou.end_)
Profiles Temperature = 35 C
- ~" '.'
,~
" ,,-
75 100 125 150 175 200 225 250 Wheel PoSition
A29
1000P .. ses
1OOOO"".es
E E-c .9 " " ! c. 1: E " E
.~
::;:
~ e g c .2 .. .. .. ~
a. ! .. '" I! .. :> c(
0
· 2
· 4
·6
·8
·10
·12
·14
·18
·18
-20 o
0
. ·2
·4
·6
·8
-10
-12
-14
·16
-18
·20 0
~ ~
Mlx3,AC-l0 Temperature = 40 C
""'" '\
"---. r---..
" i'--
-
~ .
~ '-t,
, '~ .
2 4 6 e 10 12 14 18 18 20
,- " -"-~ . .,
.'
No. of Passe. (Th,ou •• wl:CI.)
Profiles Te"pera,_ =40.C .
. , c.
• j
/
25 :50 75 100125 150 175 200 225 250 ·Wheel .Poshlon--
A30
1000 Pas • .
11000 P ••••
20000 P •••••
E !. t: .Il .. .. ! a. 1: E :> .!; " a ~
~
E E ~
c .!! CD CD D ~
"-.5 D
'" .. ~ .. >-...:
0
-2
-4
-6
-8
-10
-12
;1 4
-1 6
-18
-20 o
0,
-2
-4
~6
-8
-10
-12
-14
-16
-18
-20 0
----
Mix3. AC-5 Temperature - 35 C
"" " '" ...... ~
-
I-........... "\
1\
\
2 4 6 10 12 14 16 18 20
I"
25 50
••••••••• A"
No. of- PaGiles (Tho.uBlIndll
Profiles Temperature = 35 C
'--,..
IV
75 100 12~ : 150 17~ 200 22~ 250 - ·WhOel -P"oiiltiOn·
A31
10000P.~s"
15000 PIt$Sft
20000 Passes
o~ -2
-4
E S -6
c .Q ·8 m
! D.. ·10 ! E -12
" oS :I -14 ::;
E E ~
c .!! •
-16
-1e
-20 o
0
-2
-4
-6
-8
2
i -~ \ -
4
,
J \
Mix3, AC-5 Temperature = 40 C
1
\
-
6
\ \
8
-
\ 10 12
No~ of Passes. (Thou.and.)
proflies Temperatura = 40 C
'" - 1'1.... --- -- I 'c -. - V I-:-\'" "/ :." " ""
-
14 18 18
! • I! -10
\~ . l j ...
oS 0 -12 '" I! -14 !
-16
-18
-20 O. 25 50
'" "r;"
;
.! f ,
75 100 · 125 150 175 200 225 250 • Wh.iefPCi$liion -
A32
20
1000 P ... es
0
-2
-4
E .§. -6
c .11 m -8 m f
-10 Co
E E -12 ::J E
.~ -14 :::;
-18
-18
-20 0
0
-2
-4 E !. -6 c .S! -8 .. .. ! -10 ... ! II -12
'" I! -14 II
~ -16
-16
-20 0
2 4
25
Mix 4, AC-2DP Temper.lure = 40 C
6 8 10 12 14 16 18 20
No. of Passes (Thou.and.)
Pro.flles Temp.ralure = • C
75 100 125 150 175 200 225 250 Wheel Paslllorr -
A33
20000'''.8
0
-2
-4
E E. -6
~
.2 .. -8 .. ~ -10 a. E E -12 ~
.~ • -14
~ -16
-18
-20 0
0
-2
-4 ~
E oS -6 c .2 -B " " ., ~ -10 a. ! II -12
'" If ~ -14 ~
-16
-lB
-20 0
2 4
25 50
Mix 4, AC·20P Temperature = 45 C
8 10 12
No. of Passel (Thou •• nda)
Profiles Temperature = 45 C
..... ~ ..
14 16
7:5 100 12:5 150 17:5 200 22:5 250 . Wlieel Position
A34
18 20
10000 , •• su
20000 Pass ..
J
E !. c
.11 ... .. !! Q.
.£ E " .Ii :I ~
~
E. E ~
c .2 .. <II
" ~ Q.
! " ... I! " ,.
0;(
0
·2
·4
·6
·8
·10
·12
·14
·16
·18
·20 o
0
·2
·4
-6
·8
·10
·12
·14
·16
·18
·20 0
2
....
.
4
........ .............
50
M'lx 4, AC·20P Temperature = 50 C
'-.............
6 8 10 12 14 16 18 20
No. of P ...... (Thousand.)
Profiles Temperature = 50 C
------. " ............ ... -'.
. .
7:1 100 125 150 17:1 200 225 2:10 WhOa ("Position' .
A35
10000 PUS"
0
-2
-4
E !. -6
c .11 .. -8 .. f
-10 "-1:; E -12 ::I E ';(
• -14 :::;
-16
-18
-20 0
0
-2
-4 ~
E E -6 ~
c .l! -6 .. .. I! -10 ... ! D -12
'" II ~ -14 D :-..:
-16
-18
-20 0
2 4
25 50
8
Mix4,AC-20 T .... perature = 40 C
8 10 12
.No. Qf .Passes: (Thou.and.)
. Pro.fllss Temperature = 40 C
14 18
75 100 125 HID 175 200 225 250 - Whf"el PCI"shlon -
A36
.
18 20
1000P ....
1S000P"SK
E 5 " .S! .. .. .. ~ n.
.E E " E Ox a :;
~
E E ~
c .2 co .. .. ~
G-
! .. ... I! ~ «
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
-6
-8
-10
-12
-14
-16
-18
-20
1"-
0
2 4
. .
Mlx4, AC-20 Temperature = 45 C
. .
.
~ ---.,
6 8 10 12 14 16 18 20
No.of·P ...... (Thou.and.)
.. profliell ;. . Temp." .. ;'re = 45 C
. '
..
.
7:1 100 12~ .. 1:10 1~ 200 225 2:10 - Whi,," PciShlon -
A37
1SOO0P .....
ZOOOOP ... es
E ,g. <:
.Q .. .. I! 0-j; E " E .;;
" ::;
'i !. c .2 .. .. .. ~
a. ! " ... f
!
0 r----.. . -2
-4
-8
-8
-10
-12
-14
-18
-18
-20 o
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 0
2 4
\-,
. 6
Mlx4, AC-20 Temperature = 50 C
--
- .. 8
~ ~
..
10 12
Np.ofP_s (ThQu •• ndi:)
Profiles Temperature = 50 C
- .,. .. ,,, !
"-. "-,.
"
-14 16 18
.-....... j;
7:i 100 12:) 1M 17:1 200 225 2M WheefPosition
A38
20
15000 ........
0
·2
·4
E .s- ·6
c: .11 :I
-8
! ·10 Q.
E E · 12 ::I
. ~ ·14 ::;
·16
·18
·20 0 2
0
·2
·4 ~
E E ·6 ~
c .2 ·8 .. ., Ie ·10 ... .5 .
0 ·12 '" II ~ ·14 0 > c(
·16
·18
·20 0 2:1
Mlx4,AC·10 Temperature '" 40 C
. ..
.
4 6 8 10 . 12 a 16
'No. of Puses CThou •• n~.) .
Profllss Te .. perature '" 40 C
_ .... , ... --w ••• • .. •• ... • A .. _-
:10
'. ., .. : ~ ./ .. '
/
I
~'.'." .. ...•..
7:1 100 · 12:1 1:10 175 200 225 2:10 Wiiee. PositlOn- -
A39
1'\.
"
18 20
10000hu"
zOOOO .......
E .§. c
_9 m • ! "-.§ E ~
E ~ :::;
0,,---2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
0
-
2 4 6
Mlx4, AC-10 Temperature = 45 C
--~
8 10 12 No_ of P ......
(Thou.and.)
Profiles Temperature = 45 C
14
~ ~
'\
16 18 20
-2 --. . ... "'.- --~-. - . -- 1000 PiIIss ..
-4 ~
E !. -6 c .2 -8 • • .. ~ -10 D-
! .. -12
'" f! -14
~ -16
-18
-20 0
.. . ...... u •••
25
--..•.. •........ , --. /
.' /~
\. ."" .. r'
' .......
75 100 125 150 175 200 225 250 - Wheel PoSitrOn-
A40
15000Pn •••
E 5 c
.11 • D
f "-E E " E .~
~
~
E S-c
.S! co .. ! ... ! 0
'" I! 0
~
0
-2
-4
-6
-8
-10
-12
-14
-18
-18
-20 o
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
I'--I'---. '--..
"-\
2 4 8
MIx 4, AC-l0 Temperature = 50 C
\ \
"\
8
'\
1\ .l.
10 12
No. ofP ...... (Thou •• nd.)
Profiles Te"'perature = 50 C
~I-:!.--.. - ___ .-_-_- t---.. ---.. , ~~ ......... - . ' . , - '.
\
\. "-
";" .... ~ ........... .. ... !
14 18
/ ' ,
!
-20+---+---~--~~~-4---+---+--~--~--~ 25 :lO .- ... ., -I! 225 75 150 175 '200 100 125
Wheel Position
A41
18 20
3OOOP .. so
Mlx4, AC·S Temporalure = 35 C
o~
2
-4
E .s ·6 c:
.51 :: ·8
f ·10 Q.
! E ·12 " .!i :i ·14 ::;
-16
·18
·20 0
0
-2
-4 E E -8 ~
c .!! -8 CD CD U ~ -10 ... ! 0 -12
'" .. ~ -14 .. > <,
-16
-18
-20 0
2 4 8 10 12
No~ ii1f'u.et (Tho.u •• n.da)
Profiles' T .. mperal~re = 35 C
14
--- ......•....... _ .. -......... " . ,.;,.. "" .... - .'-- / . ".-. . .. , .. ..... .... ":,.. .... ~;. .......... .. .... ~.~.;. ..... ' ........ ~ ..... ~ .......... ,. ............ , ;.~~
'16
. 2~ 50 75 100 12~ 150 175 200 22~ 250 Wh8".-Pi>s-ilian -
A42
18 20
10000P"SH
0
·2
-4
E E ·6
" .Q .. ·8 .. f Il. ·10 .!; E ::I E .~
:::;
E E ~
c .s! .. .. I! ... .!; .. '" .. ~
D
~
·12
·14
·16
·18
·20 o
0
·2
·4
·6
·8
·10
·12
·14
·16
·18
·20 0
~
2
" '" -,
'"
\,\
"""" " '"
Mix 4, AC-5 Te/llperature = 40 C
\
'" ." "" \
8· 8 10 12
No. of Passu (Thou.ende)
Proflle.s r"mperalure = 40 C
" , '.
\ . .. .
14 18
/,
1/
.
\\ ~ J:
25
\ '-... / f ;
\
50
.. ' .. "
<' r
75 100 125 150 175 200 225 250 Whoiio, 'PosltiOn
A43
18 20
fOOOP.,,"
12000 ' .. ses
o ~
MIx 4, AC-S Temperature = 45 C
-2
'" -4
E .s. -6 I:
_11 .. .. ! "-! E " ! :l ::;
S-E ~
C .2 • • U ~
D.
.5 D
'" CO ~
u :. 00:
-8
-10
-12
-14
-16
-18
-20 0
0
-2
-4
-6
-8
-10
-12
-14
-16
-16
-20 0
2
~
" '-.
25 - -
\
4
-......•. -- ,-'---."
"" " ",' ............
6 8 10 12 No_ ofP .... e.
(Thou.and.)
Profiles Temperature = 45 C
-.:-~.~-- -~-~--. ---.. -." .. ,.-.-.....
" .
14 16
.-..... -... .................
/,'"
r. ....... ", , "'\ ~
\ ~.I'.,
"' "
!lO 75 100 125 l!lO 175 200 225 - - Whee"' PositiOn-
A44
18 20
100 'a.soK
300 .. asses
1000Passa.
3000 Passes
2!lO
E E-r: .2 a a ~ Il.
J; E ~
E 'x G
::!;
E E r: .2 ~ ~ e a. J; E ~
E 'x a ::!;
0
·2
·4
·6
·8
·10
·12
·14
·16
·18
·20 o
0
·2
·4
·6
·8
·10
·12
·14
·16
·18
·20 o
2 4 6
~
2 4 6
Mix 1, 4.2% VOids Temperature = 50 C
'\ \
\ \
1'\
8 10 12
No. pf Passes (Thou •• nda)
Mix 1, 4.7% Voids Temperature = 50 C
"----
8
"-,
'" 1\ \ ~
10 12
No. of ·Passes (Thou .. nd.)
Bl
~ ~
" 14 16 18 20
' . ~
" '" "" 14 16 18 20
o
·2
·4
E .§. ·6 c .Il .8 " " !! Q. ·10 ~ E ·12 ~
£ ill ·14 :;
E .§. c
.11 .. • I! Q.
~ E ~
.Ii x a
::;
·16
·18
·20 o
0
·2
·4
·6
·8
·10
·12
·14
·16
·18
.20 o
r---.
2 4
2 4
8
6
Mix 1, 7.6% Voids Temperature = 50 C
8 10 12
No. of Passes (Thoueanda)
Mix 1,6.7% Vold8 Temperature = 50 C
-r--. r"\
" ~
8 10 12
No. of Passes (Tltouaand.)
B2
~ ~.
14 18 18 20
----~ ~
14 16 18 20
o
·2
-4
E E.. ·6 0:: ,9 .8 :: ~ ·10 £ E ·12 :J
.5 :!
::0
E E.. 0:: .g m .. ! Q.
£ E :J E 'x " ::0
·14
·16
·18 .
·20 o
0
·2
·4
·6
·8
·10
·12
·14
·16
·18
·20 o
r--~
"'\"
2 4
'-----. -.... "-
"-
'''''
2 4 6
Mix 2, 3.5% Voids . Temperalure = 50 C
,
"-
"y. .' ._ ....
.~
8 10 12
No. of Puses (Thou.and_)
Mix 2, 5.0% VOids Temperalure = 50 C
"',
8
~ ~,
""'" I'---
10 12
No. of Passes (Thousand_)
B3
'"' '"
14 18
~
14 18
''\
18 20
,
'"'---. 1", '\
18 20
E E. '" .2 G G
f Il.
£ E ~
E .~
::;
E E ~
c .S! .. .. 0 ~ ... .§ E ~
E .;; If ::IE
0
I'---·2
·4
·6
·8
·10
·12
·14
·16
·18
·20 a
0.0
·2.0
· 4 .0
·6.0
·8.0
·10.0
·12.0
-14.0
·16.0
·18.0
-20.0 o
2
1""
2
r--.
4
~
4
~
6
~
Mix 2, 7.1% Voids Temperature = 50 C
'-. ...........
8
"'-~
"" I~
10 12
No. of Panes (Thousand8)
Mix 2, 8.7% Voids Temperature = 50 C
\ \
1\ \
'\
14
6 8 10 12 14
No. of Passe. (Thousands)
B4
16 18 20
16 18 20
0
2
4
E E. -6
" .11 -8 .. .. ~ -10 £ E -12 ~
E .~ .. 14 ::;
-18
·18
.
·20 o
~
2
0 ~
E E. " .11 .. .. !?
'" £ E ~
E .~
::;
-2
-4
-6
-8
-10
-12
-14
-18
-18
-20 o
"-
2
""
4
\
4
\.
8
\ \
6
Mix 3,5.6% Voids Temperature = 50 C
\ \
8
'.
\ \
\ .
10 12
No. of Passe. (Thouaend.)
Mix 3, 8.1% Voids Temperature = 50 C
,
8
.
10 12
No. of Passes (Thou.anda)
B5
14 16 18 20
14 16 18 20
E !. c
"ll • • ~ Il.
.E E " E "x ~ ::;
E !. c
.J! • a f Il.
.E E
" E "~ ::;
0
-2 1\ -4
-5
-8
-10
-12.
-14
-16
-18
-20 o
\
0
~ -2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o 2
2
\ \ ~
\ \
4 6
\ \
r", \
4 6
\
Mix 3, 9_6% Voids Temperature = 50 C
8 10 12
No. of Pass •• (Thousanda)
Mix3, 10_5% Voids Temperature = 50 C
\ \
~I
8 10 12
No. of Passes (Thou .. nd.)
B6
14" 16 18 20
14 16 18 20
E E.-~
.11 .. .. f "-E E " E .~
::E
0
-2
-4
-6
-8
-10
-12
-14
-18
-18
-20 o
-----~.
2 4
"- "
6
Mix 4, 5.7% Voids Temperature = 60 C
""
8
, " .
'-...
10 12
No. of Pu •• s (Thou8ande)
Mix 4, 7.5% Air Voids Temperature = 50 C
0
I----~
E E.-~
.11 .. .. ~ "-E E " E .~
::E
-2
-4
-s
-6
-10
-12
-14
-16
-18
-20 o
~ ,
' ......
2 4 6 8
"
10 12
No. of Passea: (Thou.and.)
B7
14 16 18 20
14 16 18 20
0 ~ I"---
E .5-~
.2 .. • ~ a.
.E E ::I E .;( II
:::;
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o 2
o~ 2
E .5-~
4
6
.2 -8 " " ~ c.. -10
.E E -12 ::I E
.~ -14
.:::; -16
-18 .
-20 o · 2
4
'"'-
4
Mix 4, 9.3% Voids Temperature = 50 C
~
8
~
6
8
'" 1\
\ \
I\,
10 12
No. of Passes (Thousands)
Mix 4,10.4% Voids Temperature = 50 C
"'"
8
\ \ \ .
1\ \
10 12
No. of Passes (Thou.enda)
B8
\
'\.
14 16 18 20
14 16 · 18 20
E E-t:
_Q
!l ~ "-E
E ~
E 'x " :;:
E E-t:
.Q m m ~ a. E E ~
E 'x " :;:
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
"'-
'" \
2 4
2 4
\
Mix 1 , Short-Term Aged 0 Hours Temperature = 45 C
i
\ \ \ \
6 8 10 12
No. of Passes (T~ou$and8)
14
Mlxl, Short-Term Aged 2 Hours Temperal!'r .. = 45 C
16
"'" ~.
I
6 8 10 12
No. of Passes (Thousands)
Cl
.
14 16
18 20
~
------
18 20
0,--
-2
-4
E .s -6
c .2 -8 m m ~
-10 a. E E -12 ~
E ·x ·14
" :; ·16
-18
'20 0 2 4
Or--. ·2
·4
E E ·6
c . . 2 ·8 m m ~
·10 Q.
E E ·12 ~
E ·x ·14 " :;
·16
·18
· 20 0 2 4
Mlx ·1 .. Short-Term Aged 4 Hours Temperature = 45 C
~~
~
.
6 8 10 12 14
No. of Passes P:·hOU811~d.)
Mix 1, Short-Term Aged 8 Hours Temperature = 45 C
6 10 12
"No."ofPasses ·(th.~~.~n_d8)
C2
14
.'-.
"--"-
16 18 20
16 18 20
E E c .9 m m ~ a. E E " E 'x u ::;
E E c .9 m m ~ a. E E " E 'x u ::;
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
~
2
0 i"'--.
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o 2
Mix 2, Short·Term Aged 0 Hours Temperature = 45 C
-------~
4
4
6
~ \
\ \ ~
1\ \
8 10 12
No. ·of Passes (Thousands)
14
Mix 2, Shorl·Term Aged 2 Hours Temperature = 45 C
-,
6 8 10 12
No. of Passes (Thousands)
C3
14
.-
16 18 20
-
16 18 20
4
' Mix 2, Short-Term Aged 4 Hours Temperature '= 45 C
". , ~
6'
:'
"
8, ,, ' 10 12 -Nb:·,of'J>asaes · . "(Th~~!~~~~) .. _.
14
Mix 2, Short-Term Aged 8 Hours Temper .. tur~ ,= 45 C
,
16 16 20
E ! -6+---~~-+---4----~--+---~---+--~~--+---~ c .g -8+----+----+-~_+--~t_~-+----t_--_+----t_--_+--~ m ~ ~ -10+---~----~--~+_--_+--~4_~--~~_+----+_----~--~
.E E -12+---~----~----+---_+--~4_----~--_+----+_--~~--~
" .E ~ -14+---+---+~~f----t--+--+---t----~--+----I
::; -16+-----~--_+----+----+----~----+_--_+----4_----~--~
,
-18+-----~--_+----+----+----~----+_--_+----4_----+_--~
-20+-----~--_+----+----+----4_----+_--_+----+_----+_--~ o 2 4 6 B 10 12
No~ of Passes (111 all.and.)
C4
14 16 18 20
S E c .2 ~ ~
~ Q.
E E ~
E .~
~ ::;
S E c .2 ~ m w Q. E E ~
E .~
~ ::;
0
-2 1"'--. -6
-8
-10
-12
-1.
-16
-18
-20 o
0
-2
-, -6
-8
-10
-12
-1'
-16
-18
-20 o
\ 1\ ~ \ \
2
2
•
Mix 3, Short-Term Aged 0 Hours Temperature = 45 C
\ \
6 8 10 12
No. of Passes (Thou •• nds)
,.
Mix 3, Short-Term .Aged 2 Hours Temperatllro = .45 C
~
~
~ ~
-------
16
'-------...
• 6 8
_.
. 10 12
No. of Passes (Thousllnds)
C5
,. 16
18 20
---~
18 20
E E.. t:: .2 .. .. ~ a. ~ E ~
E .~
" ::;
E E t:: .2 .. .. ~ a. ~ E ~
E .~
" ::;
0 1--
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 0
.
.
2 4
.
2 4
Mix 3, Short-Term Aged 4 Hours Temperalure = 45 C
6
~ "- ,
"-. "-.
- -.. :.-." ~
...
I
I .. 8 10 . 12
No:~Q.f ·~asi;tes(Tho,u...ao"da)-
! ''- .,,-
.. .. .
14
Mix 3, Shorl,Titrm Aged:·6Hours Toniperaiure ·=~5 C .. :: .
6 8
.
10 12
N.c. of Pass_es (T~ou.8.nd8)
C6
14
"- "-,
~
16 18 20
16 18 20
E E c .9 m m ~ a. E E ~
E ·x G ::;
E .5-c
.Q G ~
~ a. E E ~
E ·x " ::;
0
-2 " -4
-6
-8
-10
-12
-14
-16
-18
-20 o
0
'-.,., ~
2
'----2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o 2
"-
Mix 4, Shorl-Term Aged 0 Hours Temperature = 45 C
I'\. \
4
4
I
\
1\
6
6
\
8 10 12
No. of Passes (Thousands)
Mix 4, Aged 2 Hours T.emperature = 45 C
..
B 10 12
No. of Passes (Thouunds)
C7
14
14
16 18 20
16 18 20
E E-c
.2 • " ~ a. ! E , E •• • ::;
E E-c .2 • " ~ a. ! E , E •• • ::;
0 I'---
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
0 I'---
-2
-4
-6
-8
·10
-12
-14
-16
-18
-20 o
2 4
2 4
Mix 4, Short-Term Aged 4 Hours Temperature = 45. C
r--...
--------------I--
.
6 8
.
..
..
.-.. ...
..
10 12
No.-,ot. P,~ses . . (fho'u8Bnds) - -c- •..
14
Mix 4, Short4e-rm:.Ag~d II Hours Temperature = 45 C
..
.
.
6 8
.. . .. ....
. I
...
..
.
10 12
No.-of Passes (Thou8ends)
C8
14
16
I
16
~
18 20
18 20
E E-" .Q m m !! "-
.E E " E ·x " ::;
E E-" . Q m m !! "-E
E " E ·x " ::;
0
"--2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
2
.
2
Mix 1 with Zero Lime and Zero Water Temperature = 45 C
"'\
\ -
.. .. \ •....
4
4
6
"-\
". "'"'
8 10 12
. No. of·"Pass-es rri1ou~ands)
'\ \
14
Mix 1 will:! Lime and Zero Water Temp.e",tl!re = 45.C
.
6 8
.. ..
. 10 12
No. of-Pa~ses (Thou$ands)
Dl
14
.
18 18 20
.
16 18 20
0 ,,---
-2
-4
E E -6 ~
,Q -8 ~ 0
f -10 Q.
,
!: E -12 ~
E 'x -14 ~ ::;
-16
-18
-20 0 2 4
Mix 1 with Lime and 2% Water Temperalure = 45 C
6
,
".;. : " ...•. . "
8 , 10 12
No. of paSses . (Thou_linda)
14
Mix 'I wlth,'Llme·ahd -4% Water Temperal!"..,- =,45 C
6 8 ,12
No. of Passes "(Th:OJ,.l •• nda)
D2
,
14
16 18 20
16 18 20
E E
" . 51 m m ~ a. j; E ~
E ·x " ::;
E E-" .51 m m e a. E
E ~
E ·x " ::;
0 "-
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
0
2
"--------2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o 2
Mix 1 w/lime, 4% Water,"Mellowed" 72 hr Temperature = 45 C
~
.
.. . .. ... .; -
-
4 6 8 10 12 14 16
No. of Passes (Th ousarids)
Mix 2 with Zero lime and Zero Water Temperature = 45 C
~
4 6
.
"" '"
...
8
~
"\ \,-
10" 12
No. of 'Passes (Thousands)
D3
'\
\ \
14 16
I'---.-
18 20
18 20
o
-2
-4
E E -6 c
.Q -8 o o ~ Q. -10 E
E -12 ~
E .~ -14
::; -16
-18
1-----
-20 o
0
2
"--...
E .s c .2 0 0 G a. E
E ~
E ·x a ::;
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o 2
4
4
Mix 2 with lime and Zero Water Temperature = 45 C
I
-----
6 8 10 12
No. of Passes (Thousands)
14
Mix 2 with lime and 2% Water Temperature; 45 C
6
.
------~
8
~
'"" I
10 12
No. of Passes (Thousands)
D4
........ ~
14
16
i'--
16
------
18 20
" ~. '"'"
18 20
E E c
,Q ~ m ~ "-E E ~
E 'x ~
::;;
E E c
.Q m ~
~ "-E
E ~
E 'x ~
::;;
0
I~ -2
-4
-6
-8
-10
-12
-14
.,;16
-18
-20 o
0 '----
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
2
2
,
, ,
4
Mix 2 with Lime and 4% Water Temperature = 45 C
"
I "
,
"
~ , , .
, ,
-
6 • , 8 ,_10~ 12
No. ;of:Passes (Th'oi.J.sands)
"
14 16
MIx 2 w/Lime,4% Water,"Mellowed" 72 hrs Temperature"; 45 C
-
4 6 8
•
,
:
"
10 12
No. of Passes (Thousands)
D5
14 16
I
~ ~
""""
18 20
18 20
E E-c .2 m m f a. .£ E ~
E .;( G ::;
0
-2 ~ -4
-6
-8
-10
-12
-14
-16
-18
-20 o
.
2
Mix 3 with Zero Lime and Zero Water Temperature = 45 C
~ ~
4
~ "
6
"-
8
~ "-
\
. ". --,.: '
10 12 No·. of Passes . :(Tho:unnda)
, \
14
Mix 3 with Lime and Zero Water Tempe.ralure = 45 C
16 18 20
E E- -6+---~---+--~----t---~--~---+--~~--+---~ c
.~ -8t---~L----t----t----t--c .... :~ ... ~~--r---_t. __ --~----r_---1
~ a. -10t---~~---t----t-~-t--__ ~--~r---_t--~~----r_---1 .£ ..• E -12 t-----t------i----t-----t-'"'"'----i,------+----+~___if_--+_--___1
E · .~ -14t---~----_t----r-~_t----~----r_--_t----+_--~r_--~ ::;
-16t---_+----f_--+_---+~--f_--+_--_+--'----f__--+--___1
-18t---_+--~f_--+_---+-----if_--+_--_+----f__--+--___1
No~: .'ci.f ·.~as~es · · . tTh.~us8nd8)
D6
E E-c _2 .. .. ~ "-E E ~
E 'x II :;
E E-c .2 .. .. ~ "-E
E ~
E 'x .. :;
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
0
-2
-4
-6
-8
-10
-12
-14
·16
-18
-20 0
.
2 4
2 4
Mix 3 with Lime and 2% Water Temperature = 45 C
r-..
~ ..
----------~
~
.... ...
. . .
6 8 10 12 14
No ., of Passes (Th"oussnda)
Mix 3 with Lime aild 4% Water Tempe·rature = 45 C
6 8 . . 10 12
No.:O{Passes. (Thousands) -
D7
.14
~ ""-.
16 18 20
16 18 20
E E c .2 m m m ~ .£ E ~
E ·x c ::;
E E c .2 m m f "-E
E ~
E ·x c ::;
0 f"'-..
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
0
'-----2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
2
2
Mix 3 wjLlme, 4% Water,"Mellowed" 72 hr Temperature = 45 C
4 6
.-
8 10 12
-. No. Ci'f Passes (Thousands)
.....
14
Mix 4 with Zero Lime and Zero Water Temperature = 45 C
.
4 6
-----~.
. I
8
...
~
.
-10 12
No. of Passes (Thousands)
D8
~ I~,
14
.
16
I"
16
-----
18 20
'\
1\
\ 18 20
E E c . 9 m m
" ~ a. .E E ~
E .~
a :::;;
E E c .9 m m ~ Q.
E E ~
E .~
a :::;;
0 I'--
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
0
-2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o
'----
.
.
2 4
2 4
Mix 4 with Lime and Zero water Temperature = 45 C
..
-r----.-
..
6
,
. .
.<
8 -, .111
N~.:-af Pilsses (ThoI:l8snds)
I· .
14
Mix4with Lime and 2% Water Temperature:' 45 C
' . I
6 8 ,
H)· . 1.
No. of Passes (Thousands)
D9
.
14
16
.
16
~
.. .
18 20
--
18 20
0 I"---..... -2
-4
E E -6
t: _2 -8 .. .. !! "- -10
.E E ~
E -x " ::;
E .s t:
_2 .. .. 1! "-E
E ~
E -x " ::;
-12
-14
-16
-18
-20 .-0
0
"'"'--2
-4
-6
-8
-10
-12
-14
-16
-18
-20 o 2
2 4
Mix 4 with Lime and 4% Water Temperature = 45 C
6 8
-
-
10 12
No. of Passes (ThO'Ussnd-s)
14 16
Mix 4 w/Lime,4% Water,"Meliowed" 72 hrs
-
4 6
Temperature = 45 C . :.- ..
8
. . -
10 12
No. of Passes (Thousands)
D10
: .
------ I'-----
14 16
-
18 20
--------~
18 20