Long-Term Pavement Performance (LTPP) Data Analysis Support: National Pooled Fund Study TPF-5(013)
Publication No. FHWA-HRT-06-121
November 2006
FHWA-HRT-06-121
PDF version (5.18 MB)
FOREWORD
Understanding deterioration of pavements exposed to climates with multiple freeze-thaw cycles as compared to climates with sustained deep-frost penetration is important to State Highway Agencies (SHAs) across the country. Consideration must also be given to differential performances between pavements in these freezing climates and those in nonfreezing areas. This report documents a study conducted to evaluate pavement deterioration in various environmental settings. In addition, it documents local adaptations currently in use to mitigate frost-related damage along with the cost differences associated with constructing and maintaining pavements in the various climates. Performance models developed from the Long-Term Pavement Performance (LTPP) database were used to predict and compare performance in various environments. As demonstrated in the report, the prediction models are also an important tool in the calibration process outlined in the National Cooperative Highway Research Program (NCHRP) Guide for Mechanistic-Empirical Design of New and Rehabilitated Pavement Structures as well as in pavement management applications for SHAs with limited quantities of regional performance data.
Gary L. Henderson
Director, Office of Infrastructure
Research and Development
NOTICE
This document is disseminated under the sponsorship of the U.S. Department of Transportation in the interest of information exchange. The U.S. Government assumes no liability for its contents or use thereof. This report does not constitute a standard, specification, or regulation.
The U.S. Government does not endorse products or manufacturers. Trade and manufacturers’ names appear in this report only because they are considered essential to the object of the document.
QUALITY ASSURANCE STATEMENT
The Federal Highway Administration (FHWA) provides high-quality information to serve Government, industry, and the public in a manner that promotes public understanding. Standards and policies are used to ensure and maximize the quality, objectivity, utility, and integrity of its information. FHWA periodically reviews quality issues and adjusts its programs and processes to ensure continuous quality improvement.
Technical Report Documentation Page
1. Report No. FHWA-HRT-06-121 | 2. Government Accession No. | 3. Recipient’s Catalog No. |
4. Title and Subtitle Long-Term Pavement Performance (LTPP) Data Analysis Support: National Pooled Fund Study TPF-5(013) Effects of Multiple Freeze Cycles and Deep Frost Penetration on Pavement Performance and Cost | 5. Report Date November 2006 |
6. Performing Organization Code
|
7. Author(s) N. Jackson and J. Puccinelli | 8. Performing Organization Report No. 123210-8 |
9. Performing Organization Name and Address Nichols Consulting Engineers 1885 South Arlington Avenue Suite 111 Reno, NV 89509-3370 | 10. Work Unit No. (TRAIS)
|
11. Contract or Grant No. DTFH61-02-D-00139 |
12. Sponsoring Agency Name and Address Office of Infrastructure R&D Federal Highway Administration 6300 Georgetown Pike McLean, VA 22101-2296 | 13. Type of Report and Period Covered Final Report March 2003 to May 2006 |
14. Sponsoring Agency’s Code
|
15. Supplementary Notes Contracting Officer’s Technical Representative (COTR): Larry Wiser, Long-Term Pavement Performance Team, HRDI-13 |
16. Abstract The objectives of this study are to: (1) quantify the effects of frost penetration on pavement performance in climates with deep sustained frost as compared to environments with multiple freeze-thaw cycles, (2) investigate the effect that local adaptations have on mitigating frost penetration damage, and (3) estimate the associated cost of constructing and maintaining pavements in freezing climates. The approach consisted of modeling various pavement performance measures using both climatic and nonclimatic input variables and performance data collected as part of the Long-Term Pavement Performance program. Five climatic scenarios are defined in terms of climatic input variables for the models. Predicted performance measures are presented for each of the climatic scenarios and compared at a 95 percent confidence interval to determine statistically significant performance differences. Participating pooled fund States (PFS) were queried as to standard specifications, standard designs, average life expectancies, and construction costs specific to each State Highway Agency (SHA). This data along with information acquired through literature review of SHA standard practices is summarized with consideration given to the mitigation of frost-related damage. Life cycle cost analysis for each climatic scenario using predicted performance to determine average life and average agency construction costs for standard pavement sections is also discussed and compared. The use of the performance models for local calibration as required in the National Cooperative Highway Research Program Guide for Mechanistic-Empirical Design of New and Rehabilitated Pavemen Structures is explored along with the possible application of the performance models in pavement management systems. |
17. Key Words Frost, freeze-thaw, LTPP, life cycle cost analysis, performance modeling, climate, M-E pavement design guide, pavement management system, AC, PCC | 18. Distribution Statement No restrictions. This document is available to the public through 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 262 | 22. Price |
Form DOT F 1700.7 (8-72) Reproduction of completed page authorized
SI (Modern Metric) Conversion Factors
TABLE OF CONTENTS
EXECUTIVE SUMMARY
1. INTRODUCTION
2. BACKGROUND
3. DEVELOPMENT OF ANALYSIS DATASET
3.1 DATABASE STRUCTURE AND CONTENT
3.1.1 1Pavement Types
3.1.2 Climatic Data and Frost Depth
3.1.3 Performance Data
3.1.4 Soils and Material Properties
3.1.5 Traffic Data
3.2 TEST SECTION SELECTION
4. MODEL FITTING STATISTICAL APPROACH
5. PERFORMANCE MODEL DEVELOPMENT AND SELECTION
5.1 PAVEMENT ROUGHNESS PREDICTION MODELS
5.2 RUTTING PREDICTION MODELS FOR FLEXIBLE PAVEMENTS
5.3 SURFACE DISTRESS PREDICTION MODELS FOR BOTH FLEXIBLE AND RIGID PAVEMENTS
5.4 TRANSVERSE JOINT FAULTING PREDICTION MODELS FOR RIGID PAVEMENTS
6. ENVIRONMENTAL PERFORMANCE COMPARISONS
6.1 PAVEMENT ROUGHNESS COMPARISONS FOR FLEXIBLE PAVEMENTS
6.2 PAVEMENT ROUGHNESS COMPARISONS FOR RIGID PAVEMENTS
6.3 RUT DEPTH COMPARISONS FOR FLEXIBLE PAVEMENTS
6.4 FATIGUE AND WHEELPATH CRACKING SURFACE DISTRESS COMPARISONS FOR FLEXIBLE PAVEMENTS
6.5 TRANSVERSE CRACKING SURFACE DISTRESS COMPARISONS FOR FLEXIBLE PAVEMENTS
6.6 LONGITUDINAL CRACKING SURFACE DISTRESS COMPARISONS FOR RIGID PAVEMENTS
6.7 TRANSVERSE CRACKING SURFACE DISTRESS COMPARISONS FOR RIGID PAVEMENTS
6.8 TRANSVERSE JOINT FAULTING COMPARISONS FOR RIGID PAVEMENTS
7. INDEPTH AGENCY COMPARISONS
8. LOCAL ADAPTATIONS OF EMPIRICAL PAVEMENT DESIGN PRACTICES AND MATERIALS STANDARDS
8.1 LOCAL ADAPTATIONS OF PAVEMENT DESIGN PRACTICES
8.2 LOCAL ADAPTATIONS OF MATERIAL STANDARDS
9. COST CONSIDERATION
10. APPLICATION TO MECHANISTIC DESIGN
11. APPLICATION TO PAVEMENT MANAGEMENT
12. KEY FINDINGS
13. SUMMARY AND CONCLUSIONS
APPENDIX A. LITERATURE REVIEW
A.1 THE EFFECTS OF FREEZE-THAW PERIODS ON A TEST PAVEMENT IN THE DANISH ROAD TESTING MACHINE
A.2 A DETERIORATION MODEL FOR PAVEMENTS IN FROST CONDITIONS
A.3 ANALYSIS OF SEASONAL PAVEMENT DETERIORATION
A.4 DEVELOPMENT OF PERFORMANCE PREDICTION MODELS FOR DRY NO FREEZE AND DRY FREEZE ZONES USING LTPP DATA
A.5 DETERMINATION OF THE CRITICAL THAW-WEAKENED PERIOD IN ASPHALT PAVEMENT STRUCTURES
A.6 CALCULATED MAXIMUM FROST DEPTHS AT MN/ROAD WINTERS 1993–1994, 1994–1995, AND 1995–1996
A.7 PARKS HIGHWAY LOAD RESTRICTION FIELD DATA ANALYSIS: A CASE STUDY
A.8 COMMON CHARACTERISTICS OF GOOD AND POORLY PERFORMING PCC PAVEMENTS
A.9 DETERMINATION OF FROST PENETRATION IN LTPP SECTIONS,FINAL REPORT
A.10 DEVELOPMENT OF A PAVEMENT RUTTING MODEL FROM EXPERIMENTAL DATA
A.11 ANALYSIS OF EXPERIMENTAL PAVEMENT FAILURE DATA USING DURATION MODELS
A.12 PAVEMENT PERFORMANCE DURING THAW WEAKENING
A.13 EFFECTS OF FROST HEAVE ON THE LONGITUDINAL PROFILE OFASPHALT CONCRETE PAVEMENTS IN COLD REGIONS
A.14 THERMAL ASPECT OF FROST-THAW PAVEMENT DIMENSIONING:IN SITU MEASUREMENT AND NUMERICAL MODELING
A.15 PROBABILISTIC ANALYSIS OF HIGHWAY PAVEMENT LIFE FOR ILLINOIS
A.16 EFFECTS OF ENVIRONMENTAL FACTORS ON PAVEMENT PERFORMANCE-THE INITIAL EVALUATION OF THE LTPP SPS-8 EXPERIMENT
A.17 LTPP DATA ANALYSIS: INFLUENCE OF DESIGN AND CONSTRUCTION FEATURES ON THE RESPONSE AND PERFORMANCE OF NEW FLEXIBLE AND RIGID PAVEMENTS
APPENDIX B. PERFORMANCE PREDICTION MODELS
B.1 ABSOLUTE IRI PREDICTION MODEL FOR FLEXIBLE PAVEMENTS
B.1.1 Example of Absolute IRI Prediction Model for Flexible Pavements
B.2 ABSOLUTE IRI PREDICTION MODEL FOR RIGID PAVEMENTS
B.2.1 Example of Absolute IRI Predictions Model for Rigid Pavements
B.3 FWPC PREDICTION MODEL FOR FLEXIBLE PAVEMENTS (DEDUCT VALUE)
B.4 FWPC PREDICTION MODEL FOR FLEXIBLE PAVEMENTS (PERCENTAGE WHEELPATH AREA)
B.4.1 Example for FWPC Prediction Model for Flexible Pavements
B.5 TC PREDICTION MODEL FOR FLEXIBLE PAVEMENTS
B.5.1 Example for TC Prediction Model for Flexible Pavements
B.6 LC PREDICTION MODEL FOR RIGID PAVEMENTS
B.6.1 Example for LC Prediction Model for Rigid Pavements
B.7 TC PREDICTION MODEL FOR RIGID PAVEMENTS
B.7.1 Example for TC Prediction Model for Rigid Pavements
B.8 RUT DEPTH PREDICTION MODEL FOR FLEXIBLE PAVEMENTS
B.8.1 Example for Rut Depth Prediction Model for Flexible Pavements
B.9 TRANSVERSE JOINT FAULTING PREDICTION MODEL FOR RIGID PAVEMENTSEFFECTS OF FROST HEAVE ON THE LONGITUDINAL PROFILE OF ASPHALT CONCRETE PAVEMENTS IN COLD REGIONS
B.10 THERMAL ASPECT OF FROST-THAW PAVEMENT DIMENSIONING: IN SITU MEASUREMENT AND NUMERICAL MODELING
B.11 PROBABILISTIC ANALYSIS OF HIGHWAY PAVEMENT LIFE FOR ILLINOIS
B.12 EFFECTS OF ENVIRONMENTAL FACTORS ON PAVEMENT PERFORMANCE-THE INITIAL EVALUATION OF THE LTPP SPS-8 EXPERIMENT
B.13 LTPP DATA ANALYSIS: INFLUENCE OF DESIGN AND CONSTRUCTION FEATURES ON THE RESPONSE AND PERFORMANCE OF NEW FLEXIBLE AND RIGID PAVEMENTS
B.14 ABSOLUTE IRI PREDICTION MODEL FOR FLEXIBLE PAVEMENTS
B.15 ABSOLUTE IRI PREDICTION MODEL FOR RIGID PAVEMENTS
B.16 FWPC PREDICTION MODEL FOR FLEXIBLE PAVEMENTS (DEDUCT VALUE)
B.17 FWPC PREDICTION MODEL FOR FLEXIBLE PAVEMENTS (PERCENTAGE WHEELPATH AREA)
B.18 TC PREDICTION MODEL FOR FLEXIBLE PAVEMENTS
B.19 LC PREDICTION MODEL FOR RIGID PAVEMENTS
B.20 TC PREDICTION MODEL FOR RIGID PAVEMENTS
B.21 RUT DEPTH PREDICTION MODEL FOR FLEXIBLE PAVEMENTS
B.21.1 Transverse Joint Faulting Prediction Model for Rigid Pavements
B.21.2 Example for Fault Prediction Model for Rigid Pavements
APPENDIX C. B.21.3 AGENCY CLIMATIC INFORMATION
APPENDIX D. QUESTIONNAIRE SENT TO POOLED FUND STATES
D.1 POOLED FUND STATES QUESTIONNAIRE
APPENDIX E. RESPONSES RECEIVED FROM POOLED FUND STATES
APPENDIX F. SPECIFICATION AND PAVEMENT DESIGN SUMMARIES
APPENDIX G: NCHRP 1-37A CALIBRATION FLOWCHART SAMPLE
REFERENCES
LIST OF FIGURES
Figure 1. Graph. Plot of measured maximum frost depth to FI
Figure 2. Graph. Individual distress deduct curves
Figure 3. Graph. Sample box plot
Figure 4. Scatter Plot. Sample augmented partial residual plot
Figure 5. Graphs. Assumption validity check for absolute IRI model (before transformation)
Figure 6. Graphs. Assumption validity check for absolute IRI model. (after natural logarithm transformation of the performance measure)
Figure 7. Scatter plot. Outlier-influential observation detection plot
Figure 8. Scatter plot. Observed versus predicted values of absolute IRI (shifted) using the robust method
Figure 9. Scatter plot. Observed versus predicted values of absolute IRI (shifted) using the GLM method
Figure 10. Graph. Example of predicted (without shifting) and observed values for test section 307066
Figure 11. Graph. Example of predicted (shifted) and observed values for test section 307066
Figure 12. Scatter plot. Flexible IRI model without shifting
Figure 13. Scatter plot. Flexible IRI model (shifted)
Figure 14. Scatter plot. Rigid IRI model without shifting
Figure 15. Scatter plot. Rigid IRI model (shifted)
Figure 16. Scatter plot. Flexible IRI model with linear IRI-age relationship
Figure 17. Scatter plot. Flexible IRI model with IRI-exponential age relationship
Figure 18. Scatter plot. Actual and predicted IRI values for test section 011001 using IRI-exponential age relationship model
Figure 19. Scatter Plot. Rigid IRI model with linear IRI-age relationship
Figure 20. Scatter plot. Rut depth model with linear rut–age relationship
Figure 21. Scatter plot. Rut depth model with rut–natural logarithm age relationship
Figure 22. Scatter plot. Measured FWPC deduct values
Figure 23. Graph plot. Measured FWPC values (using a subset of test sections)
Figure 24. Graph plot. Example of logistical analysis to predict distress initiation
Figure 25. Graph plot. Observed FWPC deduct values for test section 100102
Figure 26. Graph plot. Observed FWPC deduct values for test section 050121 (with regression line)
Figure 27. Scatter plot. FWPC model for flexible pavements with linear FWPC-age relationship
Figure 28. Scatter plot. FWPC model for flexible pavements with FWPC-natural logarithm age relationship
Figure 29. Scatter plot. TC model for flexible pavements with linear TC-age relationship
Figure 30. Scatter plot. TC model for flexible pavements with TC-natural logarithm age relationship
Figure 31. Scatter plot. CB model for rigid pavements with linear CB-age relationship
Figure 32. Scatter plot. CB model for rigid pavements with CB-natural logarithm age relationship
Figure 33. Scatter plot. LC model for rigid pavements with linear LC-age relationship
Figure 34. Scatter plot. LC model for rigid pavements with LC-natural logarithmage relationship
Figure 35. Scatter plot. TC model for rigid pavements with linear TC-age relationship
Figure 36. Scatter plot. TC model for rigid pavements with TC-natural logarithm age relationship
Figure 37. Scatter plot. PUMP model for rigid pavements with linear PUMP-age relationship
Figure 38. Scatter plot. PUMP model for rigid pavements with PUMP-natural logarithm age relations
Figure 39. Scatter plot. FLT model for rigid pavements with linear FLT-age relationship
Figure 40. Scatter plot. FLT model for rigid pavements with FLT-natural logarithm age relationship
Figure 41. Scatter plot. Regional FI and FTCs values
Figure 42. Map. Geographic locations of climatic regions
Figure 43. Scatter plot. Relationship between FI and FTCs
Figure 44. Scatter chart. Mean predicted flexible pavement IRI values for each climatic region (BASE=DGAB/SG=FINE)
Figure 45. Bar chart. Predicted flexible pavement IRI values at 20 years for each climatic region (BASE=DGAB/SG=FINE)
Figure 46. Scatter graph. Mean predicted rigid pavement IRI values for each climatic region (BASE=DGAB/SG=FINE)
Figure 47. Bar chart. Predicted rigid pavement IRI values at 20 years for each climatic region (BASE=DGAB/SG=FINE)
Figure 48. Scatter graph. Mean predicted flexible pavement RUT values for each climatic region (BASE=DGAB/SG=FINE)
Figure 49. Bar chart. Predicted flexible pavement RUT values at 20 years for each climatic region (BASE=DGAB/SG=FINE)
Figure 50. Chart. Mean predicted flexible pavement FWPC values for each climatic region (BASE=DGAB/SG=FINE)
Figure 51. Bar chart. Predicted flexible pavement FWPC values at 20 years for each climatic region (BASE=DGAB/SG=FINE)
Figure 52. Scatter chart. Mean-predicted flexible pavement TC values for each climatic region (BASE=DGAB/SG=FINE)
Figure 53. Bar chart. Predicted flexible pavement TC values at 20 years for each climatic region (BASE=DGAB/SG=FINE)
Figure 54. Scatter graph. Mean predicted rigid pavement LC values for each climatic region (BASE=DGAB/SG=FINE)
Figure 55. Bar chart. Predicted rigid pavement LC values at 25 years for each climatic region (BASE=DGAB/SG=FINE)
Figure 56. Scatter Graph. Mean predicted rigid pavement TC values for each climatic region (BASE=DGAB/SG=FINE)
Figure 57. Bar chart. Predicted rigid pavement TC values at 25 years for each climatic region (BASE=DGAB/SG=FINE)
Figure 58. Scatter chart. Mean predicted rigid pavement FLT values for each climatic region (BASE=DGAB/SG=FINE)
Figure 59. Bar chart. Predicted rigid pavement FLT values at 20 years for each climatic region (BASE=DGAB/SG=FINE)
Figure 60. Scatter chart. Flexible pavement IRI for selected sites in each agency
Figure 61. Scatter chart. Flexible pavement RUT for selected sites in each agency
Figure 62. Scatter chart. Flexible pavement TC for selected sites in each agency
Figure 63. Scatter graph. Flexible pavement FWPC for selected sites in each agency
Figure 64. Scatter graph. FWPC predictions for sites 1001 and 6027 in Idaho
Figure 65. Scatter graph. Flexible TC predictions for the environments at sites 0200 and 1004 in Michigan
Figure 66. Photo. Road construction in Sweden with deep base section
Figure 67. Photo. Installation of longitudinal drainage to reduce frost heaving
Figure 68. Diagram. Standard pavement section from a Midwestern State
Figure 69. Diagram. Primary highway cross section
Figure 70. Diagram. Interstate highway, left section
Figure 71. Diagram. Interstate highway, right section
Figure 72. Distribution chart. Annualized costs for standard primary pavement sections
Figure 73. Distribution chart. Annualized costs for standard interstate pavement sections
Figure 74. Distribution chart. Annualized costs for mitigated primary pavement sections
Figure 75. Distribution chart. Annualized costs for mitigated interstate pavement sections
Figure 76. Graph. Comparison of fatigue cracking trends before and after local calibration
Figure 77. Graph. Comparison of rutting trends before and after local calibration
Figure 78. Graph. Comparison of ride trends before and after local calibration
Figure 79. Graph. Individual distress deduct curves
Figure 80. Graph. Example of fatigue cracking trends for different environments
Figure 81. Chart. Fatigue cracking index trend for environmental case wet nofreeze
Figure 82. Chart. Example of shifting trend line to fit index for a given location
Figure 83. Map. Alaska geographic location of analysis test sections
Figure 84. Map. Idaho geographic location of analysis test sections
Figure 85. Map. Illinois geographic location of analysis test sections
Figure 86. Map. Indiana geographic location of analysis test sections
Figure 87. Map. Michigan geographic location of analysis test sections
Figure 88. Map. New York geographic location of analysis test sections
Figure 89. Map. North Carolina geographic location of analysis test sections
Figure 90. Map. Ohio geographic locations of analysis test sections
Figure 91. Map. Pennsylvania geographic locations of analysis test sections
Figure 92. Diagram. Typical section for rural primary (2 lanes) in Alaska
Figure 93. Diagram. Rigid pavement rural interstate typical section for Idaho
Figure 94. Diagram. Flexible pavement rural interstate typical section for Idaho
Figure 95. Diagram. Rigid pavement rural primary typical section for Idaho
Figure 96. Flexible pavement rural primary typical section for Idaho
Figure 97. Diagram. Rigid pavement at LTPP site 163023 in Idaho
Figure 98. Diagram. Flexible pavement at LTPP site 169032 in Idaho
Figure 99. Diagram. Typical portland cement concrete pavement section for New York
Figure 100. Diagram. Typical hot-mix asphalt pavement section for New York
Figure 101. Flowchart. Example of NCHRP 1-37A calibration methodology flowchart
LIST OF TABLES
Table 1. List of models and basic logistic and regression statistics
Table 2. Wet freeze SMP sites
Table 3. Wet no-freeze SMP sites
Table 4. Dry freeze SMP sites
Table 5. Number of pavement types in SMP sites
Table 6. SMP sites with measured frost depths
Table 7. LTPP experiments included in the analysis dataset
Table 8. Sources of construction and rehabilitation dates
Table 9. Fatigue and longitudinal wheelpath cracking for LTPP section 080501
Table 10. Fatigue and longitudinal wheelpath cracking for LTPP section 068153
Table 11. Material code classifications for each BASE type category
Table 12. BASE types assigned to structures with multiple base layers
Table 13. TST_LO5B data for test section 481094
Table 14. Summary of explanatory variables
Table 15. Sample of statistical parameters
Table 16. Sample of correlation matrix
Table 17. Regression coefficients with P-value statistics
Table 18. Criteria to warrant additional investigation of unrecorded pavement improvements
Table 19. Example of probability level effect on logistic prediction
Table 20. Overview of climatic scenarios for flexible pavements
Table 21. Overview of climatic scenarios for rigid pavements
Table 22. Details on selection of environmental variables
Table 23. Measured environmental data for LTPP sites
Table 24. Primary highway flexible pavement design summary
Table 25. Primary highway rigid pavement design summary
Table 26. Interstate highway flexible pavement design summary
Table 27. Interstate highway rigid pavement design summary
Table 28. Hot-mix asphalt concrete binder grading and mix designs used by the PFS for surfacing courses
Table 29. Action timing for individual distress categories
Table 30. Overlay timing for the five environmental zones
Table 31. Distribution of performance life for probabilistic analysis
Table 32. Unit cost information
Table 33. Deterministic LCCA results for standard sections
Table 34. Deterministic LCCA results for mitigated sections
Table 35. Summary of statistical comparisons
Table 36. Overview of developed performance models
Table 37. Coefficients for flexible IRI model
Table 38. Example pavement section information
Table 39. Coefficients for rigid IRI model
Table 40. Example pavement section information
Table 41. Coefficients for flexible FWPC (deduct value) logistic model
Table 42. Coefficients for flexible FWPC (deduct value) regression model
Table 43. Coefficients for flexible FWPC (percentage of wheelpath) logistic model
Table 44. Coefficients for flexible FWPC (percentage of wheelpath) regression model
Table 45. Example pavement section information
Table 46. Coefficients for flexible TC logistic model
Table 47. Coefficients for flexible TC regression model
Table 48. Example pavement section information
Table 49. Coefficients for rigid LC regression model
Table 50. Example pavement section information
Table 51. Coefficients for rigid TC regression model
Table 52. Example pavement section information
Table 53. Coefficients for flexible RUT model
Table 54. Example pavement section information
Table 55. Coefficients for rigid FLT model
Table 56. Example pavement section information
Table 57. Alaska environmental and pavement structure information for test sections
Table 58. Idaho Environment and pavement structure information for test sections
Table 59. Illinois environment and pavement structure information for test sections
Table 60. Indiana environment and pavement structure information for test sections
Table 61. Michigan environment and pavement structure information for test sections
Table 62. New York environment and pavement structure information for test sections
Table 63. North Carolina environment and pavement information for analysis test sections
Table 64. Ohio environment and pavement structure information for analysis test sections
Table 65. Pennsylvania environment and pavement structure information for analysis tests sections
Table 66. Average unit prices for Illinois
Table 67. PCC thickness table for New York
Table 68. HMA thickness table for New York (Mr=28 MPa)
Table 69. HMA thickness table for New York (Mr=34 MPa)
Table 70. HMA thickness table for New York (Mr=41 MPa)
Table 71. HMA thickness table for New York (Mr=48 MPa)
Table 72. HMA thickness table for New York (Mr=55 MPa)
Table 73. HMA thickness table for New York (Mr=62 MPa)
Table 74. Pavement structure information for rural interstate in Pennsylvania
Table 75. Pavement structure information for rural primary in Pennsylvania
Table 76. Average unit prices for Pennsylvania
Table 77. AC wearing course specification summary
Table 78. AC wearing course specification summary (continued)
Table 79. AC base course specification summary.
Table 80. AC base course specification summary (continued)
Table 81. Asphalt-treated permeable base course specification summary
Table 82. Unbound base course specification summary
Table 83. Subbase course specification summary
Table 84. Select subgrade specification summary
Table 85. Overview of rural interstate flexible pavement design
Table 86. Overview of rural interstate rigid pavement design
Table 87. Overview of principal flexible pavement design
Table 88. Overview of principal rigid pavement design
List of Acronyms
AASHTO | American Association of State Highway and Transportation Officials |
AASHO | American Association of State Highway Officials |
AC | Asphalt concrete |
ACTHICK | Asphalt layer thickness |
AIRI | Absolute international roughness index |
ATB | Asphalt-treated base |
BASE | Base material type |
BC | Block cracking |
CB | Corner breaking |
CI | Annual cooling index |
COTR | Contracting officer’s technical representative |
CRCP | Continuously reinforced concrete pavement |
CSM | Chemically stabilized material |
D | Slab thickness |
DGAB | Dense graded-aggregate base |
DIRI | Change in international roughness index |
EALF | Equivalent axle load factor |
ESAL | Equivalent single axle load |
FC | Fatigue cracking |
FHWA | Federal Highway Administration |
FI | Annual freezing index |
FLT | Accumulation of faulting |
FTC | Freeze-thaw cycle |
FWPC | Combined LWP and FC |
GLM | General linear model |
GPS | General Pavement Study |
HMA | Hot-mix asphalt |
HMAC | Hot-mix asphalt concrete |
IMS | Information management system |
IRI | International roughness index |
JPCP | Jointed plain concrete pavement |
JRCP | Jointed reinforced concrete pavement |
LC | Longitudinal cracking |
L.A. wear values | Los Angeles wear values |
LCCA | Life cycle cost analysis |
LEDT | Logarithm of ESAL divided by depth |
LESN | Logarithm of ESAL divided by structural number |
LTPP | Long-Term Pavement Performance (program) |
LWP | Longitudinal wheelpath cracking |
MBE | Modified Berggren equation |
M-E | Mechanistic-empirical |
MIRI | Initial recorded international roughness index values |
Mn/ROAD | Minnesota Road Research Project |
Mr | Resilient modulus |
NCHRP | National Cooperative Highway Research Program |
NONBIT | Nonbituminous-treated base |
NYSDOT | New York State Department of Transportation |
PATB | Permeable asphalt-treated base |
PCC | Portland cement concrete |
PCCP | Portland cement concrete pavement |
PCI | Pavement condition index |
PFS | Pooled fund States |
PG | Performance grade |
PMS | Pavement management systems |
PRECIP | Annual precipitation data |
PUMP | Pumping/water bleeding |
RMSE | Root mean squared error |
RTM | Road testing machine |
RUT | Rut depth index value |
SAS® | SAS software |
SG | Subgrade material type |
SHA | State Highway Agency |
SHRP | Strategic Highway Research Program |
SMP | Seasonal monitoring program |
SN | Structural number |
SPS | Specific Pavement Studies |
TDR | Time domain reflectometry |
TC | Transverse cracking |
TSR | Tensile strength ratio |
WSDOT | Washington State Department of Transportation |