-
Field-Focused SuperpaveValidation
FINAL REPORT
November 2008
By Mansour Solaimanian and Scott M. MilanderThe Thomas D.
LarsonPennsylvania Transportation Institute
COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
CONTRACT # 510401PROJECT # 009
-
Technical Documentation Page
Form DOT F 1700.7 (8-72) Reproduction of completed page
authorized
1. Report No. FHWA-PA-2008-009-510401-009
2. Government Accession No.
3. Recipient’s Catalog No.
5. Report Date August 2008
4. Title and Subtitle Field-Focused Superpave Validation
6. Performing Organization Code
7. Author(s) Mansour Solaimanian, Scott M. Milander
8. Performing Organization Report No. LTI 2009-03 10. Work Unit
No. (TRAIS)
9. Performing Organization Name and Address The Thomas D. Larson
Pennsylvania Transportation Institute Transportation Research
Building The Pennsylvania State University University Park, PA
16802-4710
11. Contract or Grant No. 510401, Work Order No. 9 13. Type of
Report and Period Covered Final Report 7/10/2006 – 6/30/2008
12. Sponsoring Agency Name and Address Pennsylvania Department
of Transportation Bureau of Planning and Research Commonwealth
Keystone Building 400 North Street, 6th Floor Harrisburg, PA
17120-0064
Mid-Atlantic Universities Transportation Center The Pennsylvania
State University Transportation Research Building University Park,
PA 16801-4710
14. Sponsoring Agency Code
15. Supplementary Notes COTR: Mr. Tim Ramirez 16. Abstract The
Superpave design system came into existence in the mid-1990s. Many
pavements have been constructed with Superpave designed hot mix
asphalt (HMA). Today, this technology is well established in many
states. It has been over a decade since the Commonwealth of
Pennsylvania began using this system for designing HMA. There has
been general satisfaction with the pavements constructed with this
mix, and anecdotal evidence suggests that Superpave pavements are
performing well in Pennsylvania; however, within the last several
years, there has been concern raised in regard to the durability of
some Superpave mixes. Some have reported these problems as a result
of insufficient binder content in the mix. This issue has been the
driving force for several states to take measures to increase the
binder content in the mix. There has also been a move by some to
increase the minimum required VMA to allow more space within the
aggregate structure for asphalt and therefore provide a higher
binder content mix at a specified design air void level. The
Pennsylvania Department of Transportation is now specifying 1/2
percent higher VMA for all aggregate-size gradations than is
specified in AASHTO M323. As the Superpave design criteria are
evolving, it is worth looking back into the performance of the
pavements constructed with Superpave mixes. The research findings
presented in this report are the result of such effort, evaluating
the long-term performance of Superpave-designed mixes. 17. Key
Words SuperPave, asphalt, asphalt binder, rutting, fatigue, thermal
cracking, pavement performance
18. Distribution Statement No restrictions. This document is
available from the National Technical Information Service,
Springfield, VA 22161
19. Security Classif. (of this report) Unclassified
20. Security Classif. (of this page) Unclassified
21. No. of Pages 138
22. Price
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v
TABLE OF CONTENTS
LIST OF FIGURES
......................................................................................................................
vii
LIST OF
TABLES..........................................................................................................................
x
EXECUTIVE
SUMMARY....................................................................................
xiii
CHAPTER ONE
........................................................................................................1
INTRODUCTION......................................................................................................1
BACKGROUND
.............................................................................................................................1
Objectives
........................................................................................................................................2
Research Approach and Scope of Work
..........................................................................................3
CHAPTER TWO
.......................................................................................................4
SCOPE OF FIELD AND LABORATORY
INVESTIGATION...............................4 Pavement Condition
Survey
............................................................................................................4
Status of Available Data for Projects Considered Under WO-43
.................................................. 4
Inventory of Materials
....................................................................................................................
5
Projects Selected for Performance
Evaluation................................................................................
6
Scope of Performance
Evaluation...................................................................................................
7
Detailed Pavement Evaluation
Procedure.......................................................................................
8
Transverse Profiles
(Rutting)..........................................................................................................
9
Criterion to Determine Rut Depth
................................................................................................
10
Field Seismic Modulus Testing
....................................................................................................
11
Laboratory
Investigation................................................................................................................15
Preparation of Cores
.....................................................................................................................
16
Indirect Tensile Creep and Strength Testing
................................................................................
16
Resilient Modulus Testing
............................................................................................................
17
Asphalt-Aggregate Extraction
......................................................................................................
20
Binder Recovery
...........................................................................................................................
21
CHAPTER
THREE..................................................................................................23
ANALYSIS, INTERPRETATION, AND FINDINGS
...........................................23 Section 1: Results of
Pavement Condition Evaluation
.................................................................23
Evaluation Results for SR 15 Northbound, Lycoming County
.................................................... 23
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vi
Evaluation Results for Highway SR 11, Snyder County
..............................................................
32
Evaluation Results for SR 153-Section 225, Clearfield
County....................................................37
Evaluation Results for I-80, EastBound, Centre County
...............................................................44
Evaluation Results for SR 522, SouthBound – Huntingdon
County.............................................52
Rutting...........................................................................................................................................
52
Section 2: Results from Laboratory Investigation
........................................................................55
Low Temperature Creep and Strength Testing Results
................................................................
56
Results from Resilient Modulus Testing
......................................................................................
77
Results form PSPA Tests
..............................................................................................................
77
Analysis of Rutting
Data...............................................................................................................
80
Investigation of Aging in Superpave
Binders...............................................................................
83
CHAPTER
FOUR....................................................................................................88
SUMMARY AND CONCLUSIONS
......................................................................88
References......................................................................................................................................91
APPENDIX A: Inventory of Data and Materials from PennDOT WO-43
Project ……… A-1 APPENDIX B: Pictures of Cores Obtained Under WO-9
……………………………….. B-1
APPENDIX C: Scope of Pavement Condition Survey ……………………………………
C-1
APPENDIX D: Aggregate Gradations Obtained from WO-9 Cores
……………………… D-1
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vii
LIST OF FIGURES
Figure 1 Transverse profiling using the digital depth
meter........................................................
10
Figure 2 Approach used in this project to determine rut depth.
.................................................. 11
Figure 3 Portable Seismic Pavement Analyzer (PSPA)
..............................................................
13
Figure 4 Sample PSPA
data.........................................................................................................
14
Figure 5 Compression testing of the cores in diametral direction
to determine indirect
tensile creep and
strength......................................................................................................
17
Figure 6 Load cycle (kN) vs. time(s).
..........................................................................................
19
Figure 7 Horizontal deformation (mm) vs.
time(s)......................................................................
19
Figure 8 Vertical deformation (mm) vs. time(s).
.........................................................................
20
Figure 9 Transverse profile at Lycoming SR 15- northbound, ID2
section. ............................... 25
Figure 10 Transverse profile at Lycoming SR 15- northbound,
Superpave section.................... 26
Figure 11 Transverse profile at Lycoming SR 15- southbound,
Superpave overlay section. ..... 26
Figure 12 Transverse profile at Lycoming SR 15- southbound,
Superpave full section............. 27
Figure 13 Pictures of Lycoming SR 15 pavement – ID2, northbound.
....................................... 29
Figure 14 Pictures from Lycoming SR 15, Superpave full depth,
northbound. .......................... 30
Figure 15 Pictures of Lycoming SR 15 pavement, Superpave over
concrete, southbound......... 31
Figure 16 Transverse profile at Snyder SR 11- southbound passing
lane. .................................. 33
Figure 17 Transverse profile at Snyder SR 11- southbound travel
lane...................................... 33
Figure 18 Transverse profile at Snyder SR 11- southbound travel
lane...................................... 34
Figure 19 Pictures of Snyder SR 11 pavement, southbound.
...................................................... 36
Figure 20 Transverse profile at Clearfield SR 153- northbound,
PG 64-22 section. .................. 39
Figure 21 Transverse profile at Clearfield SR 153- northbound,
PG 64-28 section. .................. 39
Figure 22 Pictures of Clearfield SR 153 pavement, PG 64-22
section........................................ 42
Figure 23 Pictures of Clearfield SR 153 pavement, PG 64-28
section........................................ 43
Figure 24 Transverse profile at Centre I-80, eastbound, MP 167.0
to MP 167.5........................ 46
Figure 25 Transverse profile at Centre I-80, eastbound, MP 167.5
to MP 168........................... 46
Figure 26 Transverse profile at Centre I-80, eastbound, MP 168.0
to MP 168.5........................ 47
Figure 27 Transverse profile at Centre I-80, eastbound, MP 168.5
to MP 169........................... 47
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viii
Figure 28 Transverse profile at Centre I-80, eastbound, MP 169.0
to MP 169.5........................ 48
Figure 29 Pictures of Centre I-80 pavement.
...............................................................................
50
Figure 30 Pictures of Centre I-80 pavement.
...............................................................................
51
Figure 31 Transverse profile at Huntingdon SR 522, southbound.
............................................. 53
Figure 32 Pictures of Huntingdon SR 522 pavement.
.................................................................
54
Figure 33 Creep Compliance versus reduced time for ID-2 and
Superpave Sections
at Lycoming SR 153.
............................................................................................................
57
Figure 34 Creep compliance (1/MPa) vs. time(s) for CR 64-22.
............................................... 59
Figure 35 Creep compliance (1/MPa) vs. reduced time(s) for CR
64-22.................................... 59
Figure 36 Log shift factors vs. temp for CR
64-28......................................................................
60
Figure 37 Creep compliance (1/MPa) vs. time(s) for CR 64-28.
................................................ 60
Figure 38 Creep compliance (1/MPa) vs. reduced time(s) for CR
64-28.................................... 61
Figure 39 Log shift factors vs. temp for CR
64-28......................................................................
61
Figure 40 Comparison of master curves of both sites on log-log
domain. .................................. 62
Figure 41 Comparison of shift factor curves for both sites.
........................................................ 63
Figure 42 Strength test results for CR 64-22.
..............................................................................
64
Figure 43 Strength test results for CR 64-28.
..............................................................................
64
Figure 44 Creep compliance vs. time – Huntingdon.
..................................................................
66
Figure 45 Creep compliance vs. reduced time –
Huntingdon......................................................
66
Figure 46 Log shift factor curve – Huntington.
...........................................................................
67
Figure 47 Indirect tensile strength test results– Huntington SR
522. .......................................... 68
Figure 48 Creep compliance vs. time for cores 10, 11, and 12
between MP 169 and
169.5 (I-80 Centre).
..............................................................................................................
70
Figure 49 Creep compliance vs. reduced time for cores between MP
169 and
169.5 (I-80 Centre).
..............................................................................................................
70
Figure 50 Log shift factor vs. temp for cores 10, 11, and
12....................................................... 71
Figure 51 Creep compliance vs. time for cores 6 and 7 between MP
168 and
168.5 (I-80 Centre).
..............................................................................................................
71
Figure 52 Creep compliance vs. reduced time for cores between MP
168 and 168.5................. 72
Figure 53 Log shift factor vs. temp for cores 6 and
7..................................................................
73
Figure 54 Comparison of master curves for
I-80.........................................................................
73
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ix
Figure 55 Comparison of shift factors
(I-80)...............................................................................
74
Figure 56 Strength values for cores between MP 169 and 169.5.
............................................... 75
Figure 57 Strength values for cores between MP 168 and 168.5.
............................................... 75
Figure 58 Measure rut depth at different sites.
............................................................................
81
Figure 59 Rut Depth versus CHRST permanent shear strain of the
wearing layer. .................... 83
Figure 60 Binder modulus for Clearfield SR 153-PG 64-28 from PAV
simulation
and field cores.
......................................................................................................................
85
Figure 61 Binder modulus for Clearfield SR 153-PAV simulation:
PG 64-28 versus
PG 64-28.
..............................................................................................................................
85
Figure 62 Binder modulus for Clearfield SR 153 field cores: PG
64-28 versus PG 64-28........ 86
Figure 63 Binder modulus for Huntingdon SR 522 PAV simulation
versus field cores............. 86
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LIST OF TABLES
Table 1 Projects Selected for Condition Survey under Task 2.
..................................................... 6
Table 2 Projects Selected for Coring.
............................................................................................
7
Table 3 Pavement Sections Surveyed or Cored Under
WO-9....................................................... 8
Table 4 Tests Conducted on the Cores for WO-9 Project.
.......................................................... 15
Table 5 Tests Conducted on the Asphalt Binder for WO-9 Project.
........................................... 15
Table 6 Measured Rut Depth for Lycoming SR 15 –
Northbound.............................................. 27
Table 7 Measured Rut Depth for Lycoming SR 15 –
Southbound.............................................. 28
Table 8 Measured Rut Depth for Snyder SR 11 –
Southbound...................................................
34
Table 9 Measured Rut Depth for Snyder SR 11- Southbound.
................................................... 35
Table 10 Measured Rut Depth for Clearfield SR
153-Northbound............................................. 40
Table 11 Measured Rut Depth for Centre I-80, Eastbound.
........................................................ 48
Table 12 Measured Rut Depth for Centre I-80, Eastbound.
........................................................ 49
Table 13 Measured Rut Depth for Centre I-80, Eastbound.
........................................................ 49
Table 14 Measured Rut Depth for Huntingdon SR 522, Southbound.
........................................ 53
Table 15 Thicknesses and Specific Gravities for Cores Tested
Under WO-9............................. 55
Table 16 Comparison of Design and Measured Gmm for the Wearing
Course .......................... 56
Table 17 SR 153 Cores Selected for IDT.
...................................................................................
58
Table 18 Log Shift Factors for Both Sections at SR
153.............................................................
63
Table 19 Sigmoidal Coefficients for Both Sections at SR
153.................................................... 63
Table 20 Huntingdon SR 522 Cores Selected for IDT.
...............................................................
65
Table 21 Sigmoidal Coefficients – Huntington.
..........................................................................
67
Table 22 Shift Factors –
Huntington............................................................................................
67
Table 23 Strength Test –
Huntington...........................................................................................
68
Table 24 Details of Cores Selected for IDT from Centre I-80.
................................................... 69
Table 25 Strength Values for All Cores in
I-80...........................................................................
76
Table 26 Log Shift Factors for All Cores in I-80.
.......................................................................
76
Table 27 Sigmoidal Coefficients for All Cores in I-80.
..............................................................
76
Table 28 Results of Resilient Modulus Test for Centre
I-80....................................................... 77
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xi
Table 29 Results of Resilient Modulus Test for Huntingdon SR
522. ........................................ 77
Table 30 Results of PSPA Testing at Huntingdon SR
522..........................................................
79
Table 31 Shear Test Results for Cored Projects and
Correspondence with Measured
Field Rut
Depth.....................................................................................................................
82
Table 32 Comparing Modulus of Binder from PAV Simulation with
That of Field Cores. ....... 84
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ACKNOWLEDGEMENTS The work upon which this report is based is the
result of two years of field and laboratory investigation.
Financial support for this project was provided by the Pennsylvania
Department of Transportation (PennDOT) and the Mid-Atlantic
Universities Transportation Center (MAUTC). This support is greatly
appreciated. Ms. Michelle Tarquino and Ms. Lisa Karavage of the
PennDOT Bureau of Research and Planning served as project managers.
Their guidance is truly appreciated. Mr. Tim Ramirez of the PennDOT
Bureau of Construction and Materials served as technical liaison
with PennDOT. His counsel and directions were great and highly
needed. Also recognized is the invaluable help provided by Mr. Dean
Maurer of the Bureau of Construction and Materials. Mr. Maurer was
instrumental in helping the research team with all of the site
visits and identifying the projects to be investigated. The authors
are also grateful to Ms. Janice Dauber of Penn State, who served as
the research coordinator and oversaw the MAUTC portion of the
project. Mr. Michael Casper and Ms. Mara Poorman provided support
with editing and formatting the report and their assistance is
appreciated. Penn State graduate students Qinwu Xu and Laxmikanth
Premkumar provided valuable assistance with the laboratory testing.
Finally, great appreciation is extended to all PennDOT personnel
who assisted the research team with field visits, traffic control,
and coring the pavements of the visited sites.
This work was sponsored by the Pennsylvania Department of
Transportation and the U.S. Department of Transportation, Federal
Highway Administration. The contents of this report reflect the
views of the authors, who are responsible for the facts and the
accuracy of the data presented herein. The contents do not
necessarily reflect the official views or policies of either the
Federal Highway Administration, U.S. Department of Transportation,
or the Commonwealth of Pennsylvania at the time of publication.
This report does not constitute a standard, specification, or
regulation.
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xiii
EXECUTIVE SUMMARY
At the beginning of the implementation of the Superpave system
in the Commonwealth of
Pennsylvania, a series of projects were selected for detailed
study to validate and determine the
effectiveness of this system in designing asphalt concrete
mixtures. Consequently, a research project
titled “Superpave Validation Studies” was sponsored by
Pennsylvania Department of Transportation
(PennDOT) in 1999. That study, known as Work Order 43, was
conducted by the Northeast Center
of Excellence for Pavement Technology (NECEPT) at The Thomas D.
Larson Pennsylvania
Transportation Institute (LTI). In a 2003 report, the data,
findings, and conclusions from that study
were presented to PennDOT (Anderson et al., 2003). The WO 43
study was focused on the general
characteristics of materials used in Superpave design. That
includes both binder and mixture
properties. Overall, the study included extensive laboratory
testing of the materials obtained at the
time of construction to capture the engineering properties and
to determine if the Superpave
mixtures exhibit adequate levels of resistance to rutting,
thermal cracking, and fatigue damage.
Asphalt binder and asphalt concrete from more than 10 Superpave
projects were obtained and tested
at NECEPT laboratories during WO 43. The WO 43 study did not
include field performance
evaluation and in that respect the laboratory test results could
not be correlated to the observed field
performance. As a result, PennDOT initiated a new work order
(WO-9) titled “Field Focused
Superpave Validation” to complement findings of WO 43 through
field performance measurements.
A number of WO 43 pavements were selected for evaluation. The
projects were visited and detailed
data of observed distresses (rutting, cracking, and raveling)
were collected. Some of the projects
were cored and the cores were tested at NECEPT laboratories.
Major laboratory tests on cores
included specific gravity measurements, indirect tensile
resilient modulus, indirect tensile creep and
strength, extraction and binder recovery, and finally,
determination of the binder dynamic modulus
using the dynamic shear rheometer.
The pavement sections evaluated for this research were 9 to 10
years old at the time of the
pavement condition survey. They mostly exhibited satisfactory
performance. The average rutting
was 5.4 mm and 6.4 mm for right wheel path and left wheel path,
respectively, when all surveyed
projects are considered. The lowest measured rutting was about 2
mm (Centre I-80 right lane) and
the highest 11 mm (Lycoming SR 15, Southbound). The laboratory
test results from the repeated
shear constant height tests on the wearing course at 52 ºC,
conducted during the WO 43 project were
compared with the rut levels observed. No clear trend could be
found. However, it could be
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xiv
concluded that the laboratory shear strain values under 1
percent result in an acceptable rutting level
in the field.
The two pavement sections with the most dominant cracking were
the ID-2 Marshall section
on the northbound lanes of Lycoming SR 15 and the PG 64-22
section of Clearfield SR 153.
Laboratory tests of indirect creep at low temperatures indicated
lower compliance of these two
mixes compared to their companion sections at each site.
An investigation was also made into the level of aging observed
in the field and how this
aging compares with laboratory-simulated aging. Such comparative
analysis was conducted for
those projects from which cores were available. That includes
Clearfield SR 153, Huntingdon SR
522, and Centre I-80. The results indicated that for both PG
64-28 and PG 64-22 sections at
Clearfield SR 153, the PAV laboratory simulation provided a
significantly higher aging level (stiffer
binder) compared with actual aging observed in the field for a
10-year-old pavement. For the
Huntingdon SR 522 with an original PG 64-28 binder, the
field-aged binder is closer to the PAV-
aged binder for this 9-year-old pavement. However, the wheel
path core indicated lower stiffness
than the PAV laboratory simulation while the between-wheel-path
core indicted higher aging.
Significantly higher air void level of between-wheel-path core
could have contributed to the higher
level of aging observed for the binder of this core.
The overall conclusion from this study was that most of the
projects included in the detailed
survey demonstrated satisfactory performance considering their
age. Rutting levels were acceptable
and there were no considerable levels of cracking except the two
cases mentioned above. Surveys of
these pavements indicated that longitudinal joint construction
continues to be a serious concern, as
several projects were found with longitudinal joint cracks
extending over a significant stretch of the
pavement.
Laboratory rutting tests (constant height repeated shear test at
high temperature) on wearing
course did not deliver a good correlation with rutting levels
observed, but the data provide a guide as
to the range of laboratory strain levels that could result in
acceptable rutting levels. Unfortunately,
sufficient laboratory shear strain data were not available for
the binder course of all pavements
surveyed, and it did not become possible to investigate the
relationship between the rutting level and
the laboratory test results on the pavement binder layer.
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1
CHAPTER ONE INTRODUCTION
The Superpave design system came into existence in the
mid-1990s. Many pavements have
been constructed with Superpave designed hot mix asphalt (HMA).
Today, this technology is well
established in many states. It has been over a decade since the
Commonwealth of Pennsylvania
began using this system for designing HMA.
Since its inception, the system has gone through several
specification revisions. The
compaction effort in the Superpave Gyratory Compactor was
revised at the early stages, and a
simplified compaction requirement was introduced (Brown and
Buchanan, 1999). The restriction on
aggregate grading, referred to as the restricted zone, was
eliminated (Kandhal and Cooley, 2001).
There has been general satisfaction with the pavements
constructed with this mix, and anecdotal
evidence suggests that Superpave pavements are performing well
in Pennsylvania; however, within
the last several years there has been concern raised in regard
to the durability of some Superpave
mixes. Some have reported these problems as a result of
insufficient binder content in the mix. This
issue has been the driving force for several states to take
measures to increase the binder content in
the mix. Some have been designing at a reduced number of
gyrations while others have been
designing at an air void level about 1/2 percent lower than what
is specified in Table 6 of AASHTO
specification M323-04. Both of these changes result in higher
design binder content. There has also
been a move by some to increase the minimum required VMA to
allow more space within the
aggregate structure for asphalt and therefore provide a higher
binder content mix at a specified
design air void level. The Pennsylvania Department of
Transportation (PennDOT) is now
specifying 1/2 percent higher VMA for all aggregate-size
gradations than is specified in AASHTO
M323.
As the Superpave design criteria are evolving, it is worth
looking back into the performance
of the pavements constructed with Superpave mixes. The research
findings presented in this report
are the result of such effort, i.e., evaluating long-term
performance of Superpave-designed mixes.
BACKGROUND
At the beginning of the implementation of Superpave in the
Commonwealth, a series of
projects was selected for detailed study to validate and to
determine the effectiveness of the
Superpave system in designing asphalt concrete mixtures of
superior durability. Consequently, a
-
2
research project titled “Superpave Validation Studies” was
sponsored by the Pennsylvania
Department of Transportation (PennDOT) in 1999. That study,
under the University-Based
Cooperative Agreement (Contract No. 359704) Work Order 43, was
conducted by the Northeast
Center of Excellence for Pavement Technology (NECEPT) at the
Thomas D. Larson Pennsylvania
Transportation Institute (LTI). The data, findings, and
conclusions from that study were presented to
PennDOT (Anderson et al., 2003). The WO-43 study focused on the
general characteristics of
materials used in Superpave design, which includes both binder
and mixture properties. Overall, the
study included extensive laboratory testing of these materials
to capture the engineering properties
and to determine whether the Superpave mixtures exhibit adequate
levels of resistance to rutting,
thermal cracking, and fatigue damage. Asphalt binder and asphalt
concrete from more than 10
Superpave projects were obtained and tested at NECEPT
laboratories during the WO-43. The goal
of the WO-43 study was also to determine whether the Superpave
mixture performance-related tests
could be used to reliably predict mixture performance in the
field. While laboratory testing was
comprehensive in the WO-43 project, it did not include field
performance evaluation, and in that
respect, the laboratory test results could not be correlated to
the observed field performance. No field
survey was conducted on these projects during the WO-43, and,
therefore, no analysis was
conducted in regard to the relationship between the predicted
performance from laboratory
characterization and the actual performance of these projects in
the field. It was considered essential
for many of the WO-43 projects to be monitored and surveyed
after several years in service and for
accurate measurements of rut depth, fatigue cracking, and
thermal cracking to be made for these
projects. As a result, PennDOT initiated a new work order (WO-9)
titled “Field Focused Superpave
Validation” to complement findings of WO-43 through field
performance measurements. This work
was undertaken to evaluate the performance of these projects
after they have been in service for
several years and determine their relationship with the material
properties established in the
laboratories.
OBJECTIVES
The objectives of the WO-9 project could be summarized as
follows:
• Follow up on the actual field performance of all the projects
analyzed in the WO-43 project where materials were collected and
materials characterization testing was performed.
• Conduct a pavement distress survey and performance
measurements (rutting, cracking, etc.) of selected project pavement
sections.
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3
• Conduct laboratory material characterization testing on
material from pavement cores drilled from some of the projects.
• Analyze and compare field-collected performance measurements
and laboratory materials characterization results to the predicted
performance from the original laboratory material characterization
testing.
RESEARCH APPROACH AND SCOPE OF WORK
Through coordination with the PennDOT technical manager for this
research project, a
number of WO-43 pavements were selected for evaluation.
Selection was based on a number of
factors: availability of laboratory data and worthiness of the
project in terms of comparative analysis
among different sections built for the pavement under the same
project. In two cases, in spite of
insufficient laboratory data, the decision was made to conduct
the pavement evaluation because of
the significance of the project in terms of comparing different
designs or binders. The projects were
visited, and detailed data of observed distresses were
collected. Some of the projects were cored,
and the cores were tested at NECEPT laboratories. Information
from the pavement condition survey
and laboratory testing were analyzed. Findings are provided in
this report.
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4
CHAPTER TWO Scope of Field and Laboratory Investigation
Two major goals of this project were to evaluate and assess the
condition of selected
pavements constructed during WO-43 research project, and to
conduct an investigation into the
relationship between laboratory results and field observations.
This chapter provides details of how
these two tasks were completed.
PAVEMENT CONDITION SURVEY
The first step toward establishing a framework for conducting
field survey of projects
considered under WO-43 was to determine the extent of available
laboratory data and sampled
materials. Task 1 of this research was directed toward this goal
and was the basis for selection of
projects studied under WO-9.
Status of Available Data for Projects Considered Under WO-43
Nineteen projects were identified as the projects considered
under WO-43. These projects
had been selected to evaluate the impact of a range of project
variables on pavement performance.
Examples of such variables include differences in performance
grade (PG) binders, differences in
performance of polymer modified binders, Superpave versus ID-2
Marshall mixes, layer thickness,
slow-moving vehicles, and pavement grade. Not all of these
projects were selected for
comprehensive evaluation and material characterization under
WO-43. The extent of material
procurement was vastly different for these projects. For some, a
considerable amount of binder and
mixture had been collected. For others, no material was procured
at the time of construction. The
extent of the laboratory work on the procured materials also
varied within a wide range. Data from a
relatively comprehensive set of tests on both the binders and
mixtures are available for some
projects. For others, testing has been very limited, and little
laboratory data are available.
Table A.1 (Appendix A) presents the list of projects under
WO-43. It is clear from this table
that the level of available data from laboratory material
characterization varies within a wide range.
For four of the projects (Warren 0062, Schuylkill 0081, Bucks
0131, and Indiana 0022), no data are
available. The original plan called for the data from Schuylkill
0081 to come from a different
source; therefore, no material was received at NECEPT
laboratories for this project. There was no
material received for Bucks 0131 and Indiana 0022 either. Of the
four projects with no data, Warren
0062 is the only project for which materials of asphalt mixture
for wearing and binder mixtures have
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5
been received at NECEPT laboratories and are still available.
Records also indicate that Warren
materials are available at PennDOT Materials and Test Division
laboratories. For the Berks 0061
project, limited laboratory work has been conducted, and only
volumetric and repeated shear test
data for the PG 64-22 mixture of this project are available.
For three of the projects (Crawford 0322, Centre 0080, and
Huntingdon 522), only some
binder data are available. The Clearfield 0080 project is an
important one considering the use of a
control binder along with five modified binders (with Novophalt,
Polybilt, Kraton, Styrelf, and
Gilsonite). However, this project was milled and overlaid
several years ago.
The Centre I-80 project is of interest because of using
different aggregate size gradations for
wearing and binder courses and using different layer
thicknesses. Unfortunately no mixture or
binder data is available for the Centre 0080 project, and there
is currently no material of this mixture
available at NECEPT laboratories.
There is no mixture data currently available for the Huntingdon
522 project; however, binder
and base mixtures form this project are available at NECEPT
laboratories in case of a future need to
conduct characterization tests on the mixtures. For the
remaining projects, both the binder and
mixture data are available to various degrees. The most
comprehensive laboratory data exists for
Lycoming 0015, York 0083, Franklin 0011, and Indiana 0422, and
these were the projects originally
considered with the best chances of evaluation based on the
laboratory data. Franklin 0011 is also of
interest because of using various polymer-modified binders.
Inventory of Materials
An investigation was conducted to determine the amount of binder
and mixtures of WO-43
projects available at NECEPT laboratories. This was done to
assess the possibility of conducting
further laboratory material characterization tests in case of a
future need under an extension project.
Tables A.2 (Appendix A) presents the binder materials from WO-43
projects that are currently
available at NECEPT laboratories. The table indicates that the
binder is available for several
projects; however, the available material is mostly for the
projects for which binder characterization
data are already available. No material could be found for
projects that have not been already
included for binder testing. Currently available binders could
be used to complete the direct tension
test for those projects for which this property has not been
already determined.
The available mixtures from different projects are presented in
Table A.3 (Appendix A).
Available mixture from the Snyder 0011 project could possibly be
used in limited testing, in case
-
6
needed under an extension project, to complete the current data
set and to provide data from indirect
tensile test (IDT) for evaluation of low temperature cracking.
In addition, the repeated shear test
data are not available for the binder course of this project,
but the material is available to conduct a
limited number of such tests. For Fayette 0119, there is
sufficient material to conduct one or more of
the mixture tests (strain controlled frequency sweep, the
repeated shear test, and IDT) for the base as
well as the IDT for the binder course, for which there are no
data available at this point. Similarly,
as shown in Table A.3, there is limited mixture available for
York 0030. While there is currently
binder data available for this project, no mixture data could be
found. Therefore, the available
mixture material for York 0030 could be tested to provide
characterization of the mixture for this
project.
A list of cores currently available at NECEPT laboratories, as
obtained as part of WO-43
project, is provided in Table A.4. The largest number of
available cores belongs to binder layers of
Lycoming SR 15 and York SR 30. The existing inventory of
materials (binders and mixtures) at
NECEPT could be integrated with the existing inventory at the
laboratories of PennDOT Materials
and Tests Division.
Projects Selected for Performance Evaluation
Task 2 of WO-9 was dedicated to surveying the condition of
pavements considered under
WO-43. The results of Task 1 analysis and consultation with the
PennDOT technical manager were
used in deciding which of the WO-43 projects should be included
in the pavement condition survey.
The projects presented in Table 1 were selected for evaluation
under Task 2.
Table 1 Projects Selected for Condition Survey under Task 2.
District S.R.-Sec. - County 2-0 0153 - 225 - Clearfield 2-0 0080
- B22 - Centre 3-0 0015 - B43 - Lycoming 3-0 0015 - B42 - Lycoming
3-0 0011 - 38M - Snyder 8-0 0083 - 832 - York 8-0 0030 – B01 - York
8-0 0011-024 - Franklin 9-0 0070 - 009 - Fulton 9-0 522 - 001-
Huntingdon 10-0 0422 - 404 - Indiana
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7
Out of the projects presented in Table 1, six were selected for
further evaluation and more
detailed analysis through procurement of cores (Table 2). This
selection was considered to include
those projects with the largest available mixture and binder
data or at least those for which a
comparative study of different sections would be valuable.
Table 2 Projects Selected for Coring.
District S.R.-Sec. - County
2-0 0080 - B22 - Centre
2-0 0153 - 225 - Clearfield
3-0 0011 - 38M - Snyder
3-0 0015 - B43 - Lycoming
3-0 0015 - B42 - Lycoming
9-0 522 - 001- Huntingdon
Scope of Performance Evaluation
Evaluation of pavements was conducted at two stages. The first
stage, considered
preliminary evaluation, was carried out to
• identify location of the sections for detailed evaluation. •
provide initial assessment of pavement condition. • determine
whether the pavement is a good candidate for detailed
evaluation.
The PennDOT and PTI personnel were both present at the site for
the preliminary evaluation.
Based on this evaluation, I-70 in District 9 and SR 422 in
District 10 were dropped from the list for
detailed evaluation. The former was found to be too extensive in
terms of number of sections to be
included in this research and appeared to be a good candidate
for thorough investigation under a
different research project. The latter was dropped since the
pavement was found to have been
overlaid. The decision was made to continue with a detailed
condition survey of the remaining nine
projects presented in Table 1. As the detailed investigation of
projects began, difficulties arose with
scheduling site visits for some of the sites within the time
frame of the project, and finally, the
detailed evaluation could only be conducted for six of the nine
selected projects. Similarly, coring
was only conducted for three of the six projects selected even
though all six were marked for coring
at the time of the detailed evaluation. Table 3 summarizes what
was finally accomplished regarding
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8
the pavement condition evaluation and coring for selected
projects. The date of completing the
activity is also provided in the table.
Table 3 Pavement Sections Surveyed or Cored Under WO-9.
District S.R.-Sec. - County
Preliminary
Evaluation
Detailed
Evaluation
Coring
2-0 0153 - 225 - Clearfield
11/14/06
07/11/07
07/18/07
07/11/07
07/18/07
2-0 0080 - B22 - Centre 11/14/06 07/19/07
07/31/07
07/31/07
3-0 0015 - B43 - Lycoming 11/13/06 06/05/07 __
3-0 0015 - B42 - Lycoming 11/13/06 06/06/07 __
3-0 0011 - 38M - Snyder 11/13/06 06/14/07 __
8-0 0083 - 832 - York 04/09/07 __ __
8-0 0030 – B01 - York 04/09/07 __ __
8-0 0011-024 - Franklin 12/05/06 __ __
9-0 0070 - 009 - Fulton 12/05/06 __ __
9-0 522 - 001- Huntingdon 12/05/06 11/08/2007 11/08/2007
01/08/08
10-0 0422 - 404 - Indiana 11/14/06 __ __
Detailed Pavement Evaluation Procedure
Conducting a detailed pavement performance evaluation was a
major part of this project.
The main idea was to determine the quality of these Superpave
pavements after being in service for
9 to 10 years. The surveyed pavements were built between 1997
and 1998. The total length of the
pavement section surveyed varied for each project depending on
the project size, number of sections,
geometric limitations, and time limitations. Overall, the total
length of each surveyed section was
between 750 and 1500 feet. The total length surveyed for each
project was dependent on the number
of sections surveyed and for the longest one was 5,000 feet. The
travel lane (right-hand lane in
direction of traffic) was selected as the survey lane.
Clearfield SR 153 and Huntingdon SR 522,
-
9
were both two lane roads, and therefore, for the former, the
northbound lane was surveyed, and for
the latter, the southbound was considered. Another exception was
the Snyder SR 11 project, for
which both the passing and travel lanes on the southbound side
were surveyed.
At each site location, once traffic control was established, the
start and end points of the
survey area were established. The pavement shoulder was then
marked at 100-ft intervals to provide
the opportunity for detailed mapping of distresses at small
intervals. This was followed by taking
numerous photos of the pavement mat throughout the whole stretch
of the road selected for survey.
A transverse profiler was used to determine the rut depth.
Transverse profiling of the pavement and
determination of crack length and type were conducted in
parallel. A wheel manufactured by
Calculated Industries (DigiRoller Plus 2) was used to measure
the crack length. FHWA publication
“Distress Identification Manual for the Long-Term Pavement
Performance Program” was used as a
guide for determination of crack type and severity.
Transverse Profiles (Rutting)
Transverse profiles at each site were captured at 200- to 400-ft
intervals. At least five
profiles were captured for each project, and three profiles were
obtained for each section if the
project contained more than one section.
The rut depth measurement equipment was a simple system
consisting of a 14-ft long
aluminum I-beam, a depth gauge, and a laptop computer to capture
data (Figure 1). The beam
spanned the pavement section transversely, resting on tripods at
both ends. A Mitutyo Digimatic
Absolute Depth Gauge was aligned vertically adjacent to the beam
and connected to a laptop
computer. Every time the triggering button on the meter was
activated, the measured depth was
transferred to the spreadsheet file developed on the laptop
computer. Measurements with this
system were conducted at 50 mm intervals along the beam.
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10
Figure 1 Transverse profiling using the digital depth meter.
Criterion to Determine Rut Depth
Rutting manifested at the pavement surface is the result of
densification of HMA layers and
shoving of the material to the sides due to shear load imposed
by load on the wheel path. It is also
partly the result of densification and shear movement of the
underlying unbound layers.
The approach presented in Figure 2 was uniformly followed for
all projects to determine rut
depth. A straight line was applied tangent to the two peaks
observed at the shoulder and at the line
between two lanes. The distance between the mid-point of this
tangent and the deepest point in the
wheel path was measured and considered as the rut depth.
-
11
Typical Transverse Profile
98
100
102
104
106
108
110
04080120160200240280320360400440Distance, cm
Rea
ding
, mm
Rut
h D
epth
Figure 2 Approach used in this project to determine rut
depth.
Field Seismic Modulus Testing
Parallel to obtaining cores, attempts were made to determine
in-situ elastic modulus of
asphalt concrete using Portable Seismic Pavement Analyzer
(PSPA).
Theoretical Background
If an elastic half-space is disturbed by a vertical impact on
the surface, two types of waves
will propagate in the medium: body and surface waves. Body waves
propagate radially outward in
the medium and are composed of two different types: compression
and shear waves. These waves
are differentiated by the direction of particle motion relative
to the direction of wave propagation.
Particle motions associated with shear waves are perpendicular
to the direction of wave propagation,
whereas particle motions associated with compression waves are
parallel to the direction of wave
propagation. Surface waves resulting from a vertical impact are
primarily Rayleigh waves, which
propagate away from impact along a cylindrical wavefront near
the surface of the medium.
The Spectral Analysis of Surface Wave (SASW) method can be used
for in situ evaluation of
elastic moduli and layer thicknesses of layered systems like
soils and pavements (Nazarian and
Stokoe 1984). The method is based on the phenomenon of Rayleigh
wave dispersion in layered
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12
systems, i.e. the phenomenon that the velocity of propagation is
frequency dependent. Because shear
wave velocity and shear modulus are mainly dependent on the
effective stress and density, the
SASW method is useful in estimating the changes in material
strength and density. In layered media,
the velocity propagation of surface waves depends on the
frequency (or wavelength) of the wave
because waves of different wavelengths sample different parts of
the layered medium. The algorithm
of the SASW method is to determine the velocity-frequency
relationship described by the dispersion
curve, and then, through the process of inversion or
backcalculation, to obtain the shear wave
velocity profile. Elastic moduli profiles can then be easily
obtained using simple relationships with
the velocity of propagation and measured or approximated values
for mass density and Poisson’s
ratio in two steps:
1. The relationship amongst velocity, V, travel time, Δt, and
receiver spacing, ΔX, can be written in the following form:
tXV
ΔΔ
= (1)
In this equation, V can be the propagation velocity of any of
the three waves (i.e.
compression wave, VP; shear wave, VS; or surface (Rayleigh)
wave, VR). Knowing wave
velocity, the modulus can be determined in several ways.
2. Elastic modulus, E, can be determined from shear modulus, G,
through the Poisson's ratio, υ, using:
GE )1(2 υ+= (2)
Shear modulus can be determined from shear wave velocity, VS,
and mass density, ρ,
using:
2
SVG ρ= (3)
Portable Seismic Pavement Analyzer
The Portable Seismic Pavement Analyzer (PSPA), as shown in
Figure 3, is a device designed
to determine the modulus of the top pavement layer in real-time.
The PSPA consists of two receivers
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13
(accelerometers) and source packaged into a hand-portable system
which can perform high
frequency seismic tests.
source
electronics box
receivers
source
electronics box
receivers
Figure 3 Portable Seismic Pavement Analyzer (PSPA)
The analysis method implemented in the PSPA is called the
ultrasonic surface waves (USW)
method which is a simplified version of the SASW method. The
major distinction between these two
methods is that, in the USW method, the modulus of the top
pavement layer can be directly
determined without an inversion algorithm (Nazarian et al.
1993). As surface waves (Rayleigh, R
waves) contain most of the seismic energy, the USW method
utilizes the surface wave energy to
determine the variation in modulus with wavelength. Detailed
review of NDT applications using
surface wave methods can be found elsewhere (Nazarian et al.
1993, Goel and Das 2006). At
wavelengths less than or equal to the thickness of the uppermost
layer, the velocity of propagation is
independent of wavelength. Therefore, if one simply generates
high-frequency (short-wavelength)
waves, and if one assumes that the properties of the uppermost
layer are uniform, the shear wave
velocity of the upper layer, VS, can be calculated from surface
wave velocity, VR:
)16.013.1( υ−= RS VV (4)
Then, the elastic modulus of the top layer, E, can be
determined:
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14
[ ]2)16.013.1()1(2 sVE υυρ −+= (5)
Field PSPA Testing
To collect data with a PSPA, the technician initiates the
testing sequence through the
computer. The high-frequency source is activated four to six
times. The outputs of the two receivers
from the last three impacts are saved and averaged (stacked).
The other (pre-recording) impacts are
used to adjust the gains of the amplifiers. The gains are set in
a manner that optimizes the dynamic
range. Typical voltage outputs of the three accelerometers are
shown in Figures 4a. In this plot, the
red line presents the signal from the electronic source, while
black and green lines indicate signals
from accelerometers 1 and 2. An actual variation in modulus with
wavelength from the time records
(data reduction process) is shown in Figures 4b. For practical
reasons, the wavelength is simply
relabelled as depth. In that manner, the operator of the PSPA
can get a qualitative feel for the
variation in modulus with depth. The red solid line represents
the average seismic modulus of the
pavement layers. It should be noted that the modulus at a depth
smaller than 50 mm could not be
determined due to the fixed spacing between the two
accelerometers of the PSPA. The dispersion
curve shown in Figures 4b is developed from the phase spectra
shown at the bottom of the same
figure. The phase spectrum, which can be considered as an
intermediate step between the time
records and the dispersion curve (Nazarian et al. 1993), is
determined by conducting Fourier
transform and spectral analysis on the time records from the two
accelerometers. This step makes the
determination of the modulus with wavelength much easier.
(a) signal (b) data reduction
Figure 4 Sample PSPA data
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15
LABORATORY INVESTIGATION
The laboratory investigation included preparation of the cores
and conducting a series of
tests on the prepared cores. Preparation included taking
pictures of the cores, assessment of the core
condition, measuring thickness of the different layers on each
core, and cutting cores to separate
different layers. Testing included indirect tensile resilient
modulus, indirect tensile creep and
strength, specific gravities, extraction, determination of
gradation and asphalt content, binder
recovery, and determination of binder stiffness using a dynamic
shear rheometer. Tables 4 and 5
present the tests conducted on the cores and the asphalt binder,
respectively:
Table 4 Tests Conducted on the Cores for WO-9 Project.
Designation Standard Method of Test for AASHTO
T 322-03
Determining the Creep Compliance and Strength of Hot-Mix
Asphalt
(HMA) Using the Indirect Tensile Test Device
ASTM D4123 Standard Test Method for Indirect Tension Test for
Resilient Modulus of
Bituminous Mixtures
AASHTO
T 166-05
Bulk Specific Gravity of Compacted Hot-Mix Asphalt Using
Saturated
Surface-Dry Specimens
AASHTO
T 209-05
Theoretical Maximum Specific Gravity and Density of Hot-Mix
Asphalt
Paving Mixtures
AASHTO
T 164-05
Quantitative Extraction of Asphalt Binder from Hot-Mix Asphalt
(HMA
AASHTO
T 30-05
Mechanical Analysis of Extracted Aggregates
Table 5 Tests Conducted on the Asphalt Binder for WO-9
Project.
Designation Standard Method of Test for ASTM
D5404-03
Recovery of Asphalt from Solution Using the Rotary
Evaporator
AASHTO
T 315-05
Determining the Rheological Properties of Asphalt Binder Using
A
Dynamic Shear Rheometer (DSR)
The bulk specific gravity of the cores was determined using
AASHTO T166. This was
followed by the indirect tensile testing. Afterward, the cores
were broken loose in an oven set at a
temperature of 135°C for a period of 30 to 60 minutes depending
on the size of the specimen. This
-
16
was followed by determination of the maximum theoretical
specific gravity (Gmm) of the cores
according to AASHTO T209. Upon completion of the Gmm tests, the
cores were processed through
extraction (AASHTO T164) so that the binder could be recovered
(ASTM 5404). The recovered
binder from these cores was subject to determination of the
complex modulus using the dynamic
shear rheometer (AASHTO T315).
Preparation of Cores
Cores were first photographed, and the thickness of different
layers for each core was
measured. The pictures of the cores are provided in Appendix B.
The cores were then cut at the
layer interface using a single saw blade to provide separate
specimens from each core representing
different pavement layers.
Indirect Tensile Creep and Strength Testing
Testing apparatus:
All IDT tests were carried out using hydraulic loading systems
manufactured by MTS®. The
MTS system consists of a 100 kN (22 kip) load frame and actuator
interfaced with an MTS® 458.20
Micro Console fitted with an MTS® 458.91 MicroProfiler to
program loading modes. An MTS®
409.80 temperature controller is interfaced with an
environmental chamber that contains an electric
heater and a mechanism for handling liquid nitrogen for cooling.
This temperature controller is
supplemented by a separate mechanism to monitor specimen
temperature before testing. This is
accomplished by monitoring the temperature readout measured from
a thermocouple embedded in a
dummy specimen that is prepared with the same mixture and
satisfies all specifications for the actual
test specimen. Data acquisition is performed using a separate
computer fitted with a National
Instruments® 6329 DAQ card. For tests in IDT mode, four XS-B
LVDTs with a range of ±0.25 mm
are used to measure the vertical and horizontal deformation.
These LVDTs are fitted onto aluminum
mounts sitting on steel targets. The targets are glued on the
specimen using a five-minute epoxy.
Testing Protocol:
The testing protocol is in accordance with AASHTO T322. In this
test, tensile creep and
tensile strength are determined on the same specimen for thermal
cracking analysis. The tensile
creep is determined by applying a static load of fixed magnitude
along the diametric axis of a
specimen for 100 seconds at temperatures of 0°C, -10°C, and
-20°C (Figure 5). The horizontal and
-
17
vertical deformations measured across a gauge length of 1.5
inches near the center of the specimen
are used to calculate creep compliance as a function of time.
Loads are selected to keep horizontal
strains in the linear viscoelastic range (typically below a
horizontal strain of 500 µstrains) during the
creep test. After the fixed load is applied, the tensile
strength will be determined by applying a load
to the specimen at the rate of 12.5 mm per minute (vertical ram
movement) to failure at -10°C.
Typically, the maximum strength of the specimen occurs at a
point prior to failure, and, hence, the
vertical and horizontal LVDTs measurements are used to
accurately determine the value of tensile
strength (AASHTO T322). It was found earlier (NCHRP 530), as
well as during the course of this
testing, that there could be possible damage to the LVDTs when
the specimen fails during the
strength test. Hence, the LVDTs were removed prior to the
strength test, and the correct strength was
determined using a correction equation developed by Christensen
and Bonaquist (2004).
σIDT/Corr = 0.27 + 0.78*σIDT
Figure 5 Compression testing of the cores in diametral direction
to determine indirect tensile
creep and strength.
Resilient Modulus Testing
Prior to conducting the indirect tensile creep tests on cores,
indirect tensile resilient modulus
tests were conducted on cores from Huntingdon SR 522 and Centre
I-80. The purpose of this
testing was to provide further information on the engineering
properties of these two projects since
no original IDT data were available.
The resilient modulus tests were conducted in accordance with
ASTM D4123. The values of
resilient modulus can be used to evaluate the relative quality
of materials and also as an input for
-
18
pavement design or pavement evaluation and analysis. Being
non-destructive in nature, multiple
tests can be repeated on the same specimen. Furthermore, this
test can be used to study the effects of
temperature, loading rates, rest periods, etc. (ASTM D4123).
Though different temperatures and
loading rates can be used for the test, in this study, all the
tests were conducted at 25˚C with a
loading time of 0.1 seconds and rest period of 0.9 seconds
because of time constraints. The number
of load cycles was restricted to maintain the cumulative
vertical deformation within 0.0381 mm (100
μstrains). Though this limit was exceeded in some of the tests,
they were well within the limits
defined by ASTM standards. The total resilient modulus was
calculated in accordance with the
ASTM standards using the last five deformation cycles. A
poison’s ratio value of 0.35 was assumed
for the calculation (Barksdale et al., 1997). A sample of the
loading cycle, horizontal deformation,
and vertical deformation, as a function of time, are shown in
Figures 6 through 8, respectively.
-
19
Load cycles (kN) vs Time(s)
-0.4
-0.35
-0.3
-0.25
-0.2
-0.15
-0.1
-0.05
71.5 72 72.5 73 73.5 74 74.5 75 75.5
Time(s)
Load
(kN
)
Figure 6 Load cycle (kN) vs. time(s).
Horizontal Deformation (mm) vs Time(s)
-0.0065
-0.0064
-0.0063
-0.0062
-0.0061
-0.006
-0.0059
-0.0058
-0.0057
-0.005670 70.5 71 71.5 72 72.5 73 73.5 74 74.5 75
Time(s)
Hor
izon
tal d
efor
mat
ion
Figure 7 Horizontal deformation (mm) vs. time(s).
-
20
Vertical Deformation(mm) vs Time(s)
0.008
0.0082
0.0084
0.0086
0.0088
0.009
0.0092
0.0094
0.0096
0.0098
0.01
55 55.5 56 56.5 57 57.5 58 58.5 59 59.5 60
Time(s)
Vert
ical
Def
orm
atio
n(m
m)
Figure 8 Vertical deformation (mm) vs. time(s).
The total resilient modulus is calculated using the formula:
ERI = P (VRT +0.27)/ (tΔHT)
where
ERI = Total resilient modulus of elasticity in MPa
P = Repeated load (kN)
VRT = Total resilient poisons ratio ( assumed as 0.35)
t = Thickness of specimen (mm)
ΔHT = Total recoverable horizontal deformation
Asphalt-Aggregate Extraction
After completion of mechanical testing, the binder from the
cores was first extracted using
centrifuge extraction according to AASHTO T 164. Briefly, the
extraction uses a centrifuge and
solvent to dissolve and extract the asphalt from a sample. The
procedure requires a centrifuge,
solvent, container for catching the solvent, filter ring, and
other standard laboratory equipment to
-
21
perform the test method. To begin, the test sample, filter, and
empty ignition dish are weighed, and
the values are recorded. Next, the test sample is placed into
the centrifuge bowl and covered with
the solvent. Enough time is allowed for the sample to get
dissolved. After the sample has been
dissolved, the filter is placed on the bowl and covered with the
lid tightly. A container is placed to
catch the solvent beneath the drain of the centrifuge. The
centrifuge is started slowly, and the speed
is gradually increased to the maximum of 3600 rpm until the
solvent ceases to flow from the drain.
After the centrifuge has stopped rotating, an additional 200 mL
of solvent is added, and the
extraction continues. Additional solvent must be added in 200 mL
quantities until the extract is
clear and no darker than a light straw color.
When the extract color flows clear from the drain, the filter
ring is removed from the bowl
and is let to air dry. After air drying, the mineral matter is
removed from the filter ring as much as
possible and is placed into the centrifuge bowl with the
aggregate. Then, the filter ring is placed into
an oven at 163oC and dried to a constant mass, after which its
weight is recorded. Next, the collected
extract solvent is agitated, and a 100-mL aliquot is measured
and placed into the ignition dish. First,
the ignition dish is dried on a hot plate; then, it is burned at
a dull, red heat at 600oC, cooled, and
weighed, and then 5 mL of saturated ammonium carbonate solution
is added per gram of the ash.
The mixture is then digested at room temperature for one hour
and then placed into an oven at 110oC
to dry and then cooled in a desiccator and weighed to 0.001
grams. Last, the volume of the extracted
solvent solution and also the mass of the extracted mineral
matter are recorded.
Binder Recovery
Once extraction was completed, the binder was recovered using a
rotary evaporator
according to ASTM D 5404. In brief, the binder is recovered from
the solvent solution by using a
rotary evaporator to evaporate, condense, and then recover the
solvent in a separate flask. The
binder remains in the distillation flask. First, an oil bath is
heated to 140oC, and water is circulated
through the condenser. A 500-mL sample of the solvent solution
is added to the distillation flask
and then is attached to the evaporator. Next, a vacuum is
applied at 5.3 kPa, and a nitrogen flow of
500 mL/min is added to the system. The distillation flask is
then lowered into the hot oil bath and
begins to rotate until most of the solvent solution is
evaporated, and then an additional 500-mL
sample of the solvent solution is added, and this procedure is
repeated until all of the solvent
solution has evaporated. After the bulk of the solvent has been
distilled from the asphalt and no
noticeable condensation is occurring in the condenser, the flask
is then immersed to a depth of 1.5
-
22
in, a vacuum is applied at an increased pressure of 80.0 kPa,
and the nitrogen flow is increased to
600 mL/min. This is applied for a total of 15 minutes, after
which the asphalt is then poured into
containers for storage.
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23
CHAPTER THREE ANALYSIS, INTERPRETATION, AND FINDINGS
This chapter covers the results of field and laboratory
investigation as part of this research
project. The chapter is divided into two major sections. The
first section provides a discussion of
pavement evaluation, and the second section covers laboratory
tests results and comparison of field
and laboratory data.
SECTION 1: RESULTS OF PAVEMENT CONDITION EVALUATION
The projects selected and visited under this research project
and the approach taken in
evaluating pavement condition was presented in a preceding
chapter. Details of each pavement
section and the range of distress evaluation are covered in
Appendix C. In this section, for each
project, explanation is provided on the distresses observed and
the overall condition of the
pavement.
Evaluation Results for SR 15 Northbound, Lycoming County
Cracking
ID-2 Section-Northbound: Cracking appeared dominant in this
section. The width of the
cracks were mostly in the range of 1 to 5 mm, with a few as wide
as 15 mm. Longitudinal cracks
were not significant, and the total length of this type of crack
did not exceed 50 ft for the whole
stretch of road surveyed, and this was mostly both in the left
and right wheel path. Transverse cracks
were more dominant as the total measured length was
approximately 100 ft. No pattern could be
found for this cracking and was mostly sporadic. Remaining
cracks on the pavement were mostly
fatigue cracking of low to medium severity and in a few spots
were of high severity. The total area
of fatigued pavement was approximately 200 ft2. Longitudinal
construction joint cracks between the
two lanes were severe and continuous for a long stretch of the
surveyed section. There was also
significant longitudinal crack length observed to the right of
the white stripe between the travel lane
and shoulder heading north.
Superpave Section-Northbound: The section overall looked good.
Compared to the ID-2
section, very few cracked areas were observed at this section.
Total length of all cracks was
approximately 95 ft. These cracks were mostly superficial and
sporadic with no specific pattern.
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There was a continuous stretch of 400 ft of cracking observed in
longitudinal direction between the
wheel path for the first 400 ft of the section surveyed. In this
cracked area, there were small areas of
minor raveling and segregation. No transverse cracks could be
found on this section. After this 400-
ft stretch, the mat appeared in a significantly better
condition, with no signs of raveled or segregated
areas. Contrary to the ID-2 section, the longitudinal
construction joint cracking was also absent
from this section.
Superpave Section-Southbound: This is a Superpave section over
jointed concrete
pavement. Fatigue and transverse cracks were absent from this
section. Longitudinal cracking
appeared to be the only type of cracking observed in this
section. The total length of this type of
crack was 470 ft in the 750-ft stretch of road that was
surveyed. This length includes the
longitudinal crack observed between the travel and passing
lanes. The length between wheel path
cracking (close to the center of the lane) was about 70 ft. The
longitudinal cracking under the left
wheel path was approximately 230 ft, while the right wheel path
cracking was about 54 ft. No
construction joint was observed for this section, implying
possible construction of both lanes
together.
Rutting
Rutting for different sections is presented in Figures 9 through
12, and Tables 6 and 7. The
ID-2 section exhibits lower rutting, on the average, compared
with the full-depth construction of the
northbound full-depth Superpave section and the southbound
overlay Superpave section. This is
consistent with laboratory shear strain results for the wearing
course as the ID-2 section had the
lowest permanent shear strain for the wearing layer as well as
for the average of the strain for both
the wearing and binder layers, compared with the Superpave
sections.
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Figure 9 Transverse profile at Lycoming SR 15- northbound, ID2
section.
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Figure 10 Transverse profile at Lycoming SR 15- northbound,
Superpave section.
Figure 11 Transverse profile at Lycoming SR 15- southbound,
Superpave overlay section.
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Figure 12 Transverse profile at Lycoming SR 15- southbound,
Superpave full section.
Table 6 Measured Rut Depth for Lycoming SR 15 – Northbound.
Rut Depth (mm) Rut Depth (mm)
Distance, ft Left Right Distance, ft Left Right
100 4.5 6.0 500 10.5 3.5
700 5.0 5.0 800 7.5 5.0
1300 4.0 1100 8.0 7.0
1400 6.0 4.5
Average 4.5 5.5 Average 8.0 5.0
Std. Dev. 0.5 0.71 Std. Dev. 1.62 1.27
ID2
Full
Depth
Const.
C.O.V. 11.1 12.9
Superpave
Full
Depth
Const.
C.O.V. 20.3 25.5
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Table 7 Measured Rut Depth for Lycoming SR 15 – Southbound.
Rut Depth (mm) Rut Depth (mm)
Distance, ft Left Right Distance, ft Left Right
100 8.5 4.5 800 5.0 7.0
200 6.0 3.0 900 7.5 9.0
300 7.0 3.5 1000 6.0 13.5
500 7.0 2.0 1100 6.0 15.0
600 5.5 5.0
Average 6.8 3.6 Average 6.1 11.1
Std. Dev. 1.15 1.19 Std. Dev. 1.03 3.75
Superpave
over
Concrete
C.O.V. 16.9 33.2
Superpave-
Full
Depth
Const.
C.O.V. 16.8 33.7
Pictures showing general appearance of the pavement sections are
presented in Figures
13 through 15.
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Figure 13 Pictures of Lycoming SR 15 pavement – ID2,
northbound.
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Figure 14 Pictures from Lycoming SR 15, Superpave full depth,
northbound.
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Figure 15 Pictures of Lycoming SR 15 pavement, Superpave over
concrete, southbound.
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Evaluation Results for Highway SR 11, Snyder County
Overall, this pavement appeared to be in good shape. A few spots
of minor raveling and loss
of fines were observed on the surface.
Cracking
The level of cracking on the mat was found to be limited. No
transverse cracks were
observed on this pavement. The total length of sporadic cracks
was approximately 110 ft within the
1500-ft length surveyed. Most of this cracking was observed
within the right wheel path of the
travel lane.
Major cracking was the continuous longitudinal crack at the
construction joint between the passing
and travel lanes, as well as between the travel lane and
shoulder. This longitudinal joint crack was
observed throughout most of the 1500-ft length surveyed.
The pavement was also surveyed for a length of 300 ft on the
southbound lane, north of Mill
Rd. No distresses were observed except the longitudinal cracking
at the joints. Most of the passing
lane within the 300 ft surveyed appeared to be in excellent
shape.
Rutting
Figures 16 through 18 and Tables 8 and 9 present rutting results
for Snyder SR 11. Rutting
in excess of 12 mm was observed at the vicinity of the 11th
Street intersection due to slow-moving
traffic. As we moved farther from the intersection, the rutting
decreased. Average rutting observed
at distances away from the intersection was approximately 6 to 7
mm. On average, the left and right
wheel paths indicated similar levels of rutting.
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Figure 16 Transverse profile at Snyder SR 11- southbound passing
lane.
Figure 17 Transverse profile at Snyder SR 11- southbound travel
lane.
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Figure 18 Transverse profile at Snyder SR 11- southbound travel
lane.
Table 8 Measured Rut Depth for Snyder SR 11 – Southbound.
Rut Depth (mm) Rut Depth (mm)
Distance, ft Left Right Distance, ft Left Right
50 14.0 13.5 500 5.5 7.5
100 15.0 12.0 400 6.5 7.5
274 8.5 10.0 300 7.0 6.0
308 7.5 8.0 Average 6.3 7.0
500 7.0 7.0 Std. Dev. 0.76 0.87
700 6.5 9.0
Travel
Lane
North Of
Mill
Road
C.O.V. 12.1 12.4
Average 9.8 9.9
Std. Dev. 3.75 2.46
Travel
Lane
North of
11th Street
C.O.V. 38.5 24.8
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Table 9 Measured Rut Depth for Snyder SR 11- Southbound.
Rut Depth (mm)
Distance, ft Left Right
500 7.0 5.0
400 6.5 4.5
300 6.0 4.5
Average 6.5 4.7
Std. Dev. 0.41 0.29
Passing
Lane
C.O.V. 6.3 6.2
Pictures showing general appearance of the pavement sections for
Snyder SR 11 are
presented in Figure 19.
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Figure 19 Pictures of Snyder SR 11 pavement, southbound.
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EVALUATION RESULTS FOR SR 153-SECTION 225, CLEARFIELD COUNTY
Cracking
PG 64-22 Section: Cracking appeared dominant in this section.
The first 600 ft of the
surveyed section exhibited significant cracking. The amount of
cracking at the remaining 500 ft was
considerably lower than the first 600 ft. The width of the
cracks was mostly in the range of 3 to 5
mm, but some were as wide as 10 to 17 mm. Longitudinal cracks
both in the right and left wheel
paths were obvious, with medium severity (crack width > 6mm).
Total length of wheel path
cracking was 227 ft in the right wheel path and 236 ft in the
left wheel path. Non-wheel path
longitudinal cracking was measured to be approximately 51 ft,
with low severity (crack width <
6mm). Transverse cracks were observed with low severity (crack
width < 6mm), but no pattern
could be found, and they were sporadic. Total length of
transverse cracks was about 157 ft.
Longitudinal joint cracks between the two lanes was severe, and
in some cases very severe, and
continuous for a long stretch of the surveyed section. Of the
1100 ft surveyed, the total length of
longitudinal joint cracking was about 980 ft. Total length of
cracking measured (excluding
longitudinal joint cracking) was approximately 735 ft. Cracking
was also observed at the
shoulder/lane interface area. These cracks were mostly
concentrated on the shoulder at a distance of
about 5 ft from the white stripe, but some were right at the
edge close to the stripe. These cracks
were mostly of medium severity, with a total length of about 647
ft. Some of the edge cracks,
however, were very severe.
PG 64-28 Section: For the 1000-ft stretch of the road surveyed
for the PG 64-28 section, the
pavement appeared in significantly better condition compared
with the PG 64-22 section. There
were no cracks observed on the mat. The pavement for the most
part looked very uniform. Only
minor raveling close to the left wheel path (between the center
of wheel path and longitudinal
construction joint) was observed in some areas. The only
cracking observed on the mat was the
longitudinal cracks in the left wheel path. This was limited as
the total length of this low severity
cracking was about 46 ft.
Rutting
While multiple transverse profiles could be obtained for PG
64-22 section, only one
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relatively meaningful graph for rutting could be obtained for
the PG 64-28 section (Figures 20 and
21, and Table 10). Overall, it was observed that the left wheel
path rutting was larger for the PG 64-
28 section compared to the PG 64-22 section. Average rutting for
both sections was approximately
6 to 7 mm.
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Figure 20 Transverse profile at Clearfield SR 153- northbound,
PG 64-22 section.
Figure 21 Transverse profile at Clearfield SR 153- northbound,
PG 64-28 section.
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Table 10 Measured Rut Depth for Clearfield SR
153-Northbound.
Rut Depth (mm) Rut Depth (mm)
Distance, ft Left Right Distance, ft Left Right
0 6.0 6.5 800 9.5 4.0
200 7.0 4.0 Average 9.5 4.0
400 7.5 9.5 Std. Dev. 0 0
600 5.5 7.0
PG 64-28
C.O.V. 0 0
800 6.0 7.0
Average 6.4 6.8
Std. Dev. 0.82 1.96
PG 64-22
C.O.V. 12.8 28.8
Pictures showing general appearance of the pavement sections at
Clearfield SR 153 are
presented in Figures 22 and 23.
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Figure 22 Pictures of Clearfield SR 153 pavement, PG 64-22
section.
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Figure 23 Pictures of Clearfield SR 153 pavement, PG 64-28
section.
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EVALUATION RESULTS FOR I-80, EASTBOUND, CENTRE COUNTY
Cracking
MP 167-167.5: The pavement mat was free of cracks in the section
surveyed. No cracks of
any type were found except longitudinal cracks at the white
stripe between the travel lane and the
shoulder. This crack was continuous throughout the 1000-ft
section surveyed. The cracks were
mostly located 4 to 7 inches to the right of the white
stripe.
There was slight raveling and loss of fines observed on the
surface in some areas throughout
the pavement; however, the pavement looked uniform and in a
relatively good shape.
MP 167.5-168: Overall, this section was similar to the previous
section. No cracks of any
kind were found except the edge crack between the travel lane
and shoulder throughout the whole
section. Minor loss of fines from the surface was observed;
otherwise, the mat looked very uniform.
MP 168-168.5: Similar to the two previous sections, no cracks
were observed except the
edge crack discussed previously. Even though loss of fines and
raveling was minor, it was more
prominent compared to previous sections. This is probably
because the wearing course in this
section was a 19 mm mix, and in the previous two sections, a
12.5 mm mix was used at the surface.
MP 168.5-169: This section was very similar to the first two
sections, with minor raveling
present. The crack between the travel lane and shoulder was
observed as before except with less
severity in some areas.
MP 169-169.5: This section appeared the best section, with no
cracks. Even the cracking
between the travel lane and shoulder were absent in this
section. The mat looked uniform.
Rutting
The range of rutting for all sections varied between 2 and 6 mm
(Figures 24 through 28, and
Tables 11 through 13) . For all cases, the level of rutting in
the left wheel path was larger than that
in the right wheel path. The difference between different
sections was in the aggregate size (12.5
mm versus 19 mm for the wearing course and 19 mm versus 25 mm
for the binder course) and the
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layer thickness (40 mm versus 50 mm for the wearing layer and 50
mm versus 75 mm for the binder
layer). From measurements, it can be concluded that none of the
sections is manifesting excessive
rutting.
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Figure 24 Transverse profile at Centre I-80, eastbound, MP 167.0
to MP 167.5.
Figure 25 Transverse profile at Centre I-80, eastbound, MP 167.5
to MP 168.
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Figure 26 Transverse profile at Centre I-80, eastbound, MP 168.0
to MP 168.5.
Figure 27 Transverse profile at Centre I-80, eastbound, MP 168.5
to MP 169.
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Figure 28 Transverse profile at Centre I-80, eastbound, MP 169.0
to MP 169.5.
Table 11 Measured Rut Depth for Centre I-80, Eastbound.
Rut Depth (mm) Rut Depth (mm)
Distance, ft Left Right Distance, ft Left Right
200 4.5 200 5.0 2.0
400 4.0 3.5 400 5.0 2.0
600 4.5 3.0 600 5.5 2.0
800 5.0 3.5 Average 5.2 2.0
Average 4.5 3.3 Std. Dev. 0.29 0.00
Std. Dev. 0.41 0.29
MP
167.5 to
168.0
C.O.V. 5.6 0.0
MP
167.0 to
167.5
C.O.V. 9.1 8.7
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Table 12 Meas