Research, Development, and Technology

Turner-Fairbank Highway Research Center

6300 Georgetown Pike

McLean, VA 22101-2296

PUBLICATION NO. FHWA-HRT-20-066 APRIL 2023

Advancing Profile-Based Curl-and-Warp 

Analysis Using LTPP Profile Data
FOREWORD

This report is focused on predicting and quantifying curling and warping of jointed portland 

cement concrete pavements. Researchers used the comprehensive research-quality datasets 

available through the Long-Term Pavement Performance (LTPP) program, supplemented by 

additional datasets collected by other Federal Highway Administration studies. The analyzed test 

sections are part of either the Specific Pavement Studies-2 or General Pavement Studies-3 LTPP 

experiments.

Researchers assessed the impact of curl and warp on fluctuations of the International Roughness 

Index (IRI); generalized relationships between the IRI and pseudostrain gradient (PSG) to less 

robust datasets (i.e., datasets typically available to State highway agencies); correlated PSG

values to environmental factors, falling weight deflectometer results, and measured roughness; 

and examined the implications of short- and long-term changes in IRI in the appearance of areas 

of localized roughness. This report is intended for highway pavement engineers and researchers 

involved in performance analysis of concrete pavements.

Jean A. Nehme, Ph.D., P.E.

Director, Office of Infrastructure 

Research and Development

Notice

This document is disseminated under the sponsorship of the U.S. Department of Transportation

(USDOT) in the interest of information exchange. The U.S. Government assumes no liability for 

the use of the information contained in this document.

The U.S. Government does not endorse products or manufacturers. Trademarks or 

manufacturers’ names appear in this report only because they are considered essential to the 

objective 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.

Recommended citation: Federal Highway Administration, Advancing Profile-Based Curl-andWarp Analysis Using LTPP Profile Data (Washington, DC: 2023) 

https://doi.org/10.21949/1521638
TECHNICAL REPORT DOCUMENTATION PAGE 

1. Report No. 

FHWA-HRT-20-066

2. Government Accession No. 3. Recipient's Catalog No. 

4. Title and Subtitle 

Advancing Profile-Based Curl-and-Warp Analysis Using LTPP Profile 

Data 

5. Report Date 

April 2023 

6. Performing Organization Code 

7. Author(s) 

S. M. Karamihas (ORCID: 0000-0002-7480-3952), T. Punnackal, 

N. Dufalla, K. Senn 

8. Performing Organization Report No. 

9. Performing Organization Name and Address 

NCE 

1885 S. Arlington Avenue, Suite 111 

Reno, NV 89509 

10. Work Unit No. 

11. Contract or Grant No. 

DTFH6114C00015 

12. Sponsoring Agency Name and Address 

U.S. Department of Transportation 

Federal Highway Administration 

Office of Infrastructure Research and Development 

6300 Georgetown Pike 

McLean, VA 22101 

13. Type of Report and Period Covered 

Final Report 

May 2014–November 2018 

14. Sponsoring Agency Code 

HRDI-30

15. Supplementary Notes 

The Contracting Officer’s Representative was Larry Wiser (ORCID: 0000-0002-6916-1369), HRDI-30.

16. Abstract 

This report is focused on predicting and quantifying curling and warping of jointed portland cement concrete 

pavements. Researchers used the comprehensive research-quality datasets available through the Long-Term 

Pavement Performance (LTPP) program, supplemented by additional datasets collected by other Federal Highway 

Administration studies. The analyzed test sections are part of either the Specific Pavement Studies-2 or General 

Pavement Studies-3 LTPP experiments. Researchers assessed the impact of curl and warp on fluctuations of the 

International Roughness Index (IRI); generalized IRI and pseudostrain gradient (PSG) relationships to less-robust 

datasets (i.e., datasets typically available to State highway agencies); correlated PSG to environmental factors, 

falling weight deflectometer results, and measured roughness; and examined the implications of short- and 

long-term changes in IRI in the appearance of areas of localized roughness. Researchers also completed a literature 

review describing work on profile-based estimates of curl and warp and the influence of curl and warp on the IRI. 

Theoretical and analytical modeling showed that the original hypothesis of a direct relationship between PSG and 

IRI was valid, but that the assumption of a linear relationship was incorrect. Researchers proposed an alternative 

model that produced a high correlation between IRI and PSG on field data with diurnal and seasonal changes in 

curl and warp. 

17. Keywords 

Road roughness, longitudinal profile, International Roughness Index, 

LTPP, pavement testing, pavement rehabilitation, jointed concrete 

pavement, slab curl and warp, pseudostrain gradient, falling weight 

deflectometer testing, temperature gradient, load-transfer efficiency, 

areas of localized roughness 

18. Distribution Statement 

No restrictions. This document is 

available to the public through the 

National Technical Information Service, 

Springfield, VA 22161. 

http://www.ntis.gov 

19. Security Classif. (of this report) 

Unclassified 

20. Security Classif. (of this page) 

Unclassified 

21. No. of Pages 

461

22. Price 

N/A 

Form DOT F 1700.7 (8-72) Reproduction of completed page authorized.
ii

SI* (MODERN METRIC) CONVERSION FACTORS

APPROXIMATE CONVERSIONS TO SI UNITS

Symbol When You Know Multiply By To Find Symbol

LENGTH

in inches 25.4 millimeters mm

ft feet 0.305 meters m

yd yards 0.914 meters m

mi miles 1.61 kilometers km

AREA

in2 square inches 645.2 square millimeters mm2

ft2 square feet 0.093 square meters m2

yd2 square yard 0.836 square meters m2

ac acres 0.405 hectares ha

mi2 square miles 2.59 square kilometers km2

VOLUME

fl oz fluid ounces 29.57 milliliters mL

gal gallons 3.785 liters L

ft3 cubic feet 0.028 cubic meters m3

yd3 cubic yards 0.765 cubic meters m3

NOTE: volumes greater than 1,000 L shall be shown in m3

MASS

oz ounces 28.35 grams g

lb pounds 0.454 kilograms kg

T short tons (2,000 lb) 0.907 megagrams (or “metric ton”) Mg (or “t”)

TEMPERATURE (exact degrees)

°F Fahrenheit 5 (F-32)/9 Celsius °C or (F-32)/1.8

ILLUMINATION

fc foot-candles 10.76 lux lx

fl foot-Lamberts 3.426 candela/m2 cd/m2

FORCE and PRESSURE or STRESS

lbf poundforce 4.45 newtons N

lbf/in2 poundforce per square inch 6.89 kilopascals kPa

APPROXIMATE CONVERSIONS FROM SI UNITS

Symbol When You Know Multiply By To Find Symbol

LENGTH

mm millimeters 0.039 inches in

m meters 3.28 feet ft

m meters 1.09 yards yd

km kilometers 0.621 miles mi

AREA

mm2 square millimeters 0.0016 square inches in2

m2 square meters 10.764 square feet ft2

m2 square meters 1.195 square yards yd2

ha hectares 2.47 acres ac

km2 square kilometers 0.386 square miles mi2

VOLUME

mL milliliters 0.034 fluid ounces fl oz

L liters 0.264 gallons gal

m3 cubic meters 35.314 cubic feet ft3

m3 cubic meters 1.307 cubic yards yd3

MASS

g grams 0.035 ounces oz

kg kilograms 2.202 pounds lb

Mg (or “t”) megagrams (or “metric ton”) 1.103 short tons (2,000 lb) T

TEMPERATURE (exact degrees)

°C Celsius 1.8C+32 Fahrenheit °F

ILLUMINATION

lx lux 0.0929 foot-candles fc

cd/m2 candela/m2 0.2919 foot-Lamberts fl

FORCE and PRESSURE or STRESS

N newtons 2.225 poundforce lbf

kPa kilopascals 0.145 poundforce per square inch lbf/in2

*SI is the symbol for International System of Units. Appropriate rounding should be made to comply with Section 4 of ASTM E380. 

(Revised March 2003)
iii

TABLE OF CONTENTS

CHAPTER 1. INTRODUCTION................................................................................................ 1

Profile Analysis Algorithms................................................................................................... 2

Investigations of Structural Behavior ................................................................................... 2

ALR.......................................................................................................................................... 3

CHAPTER 2. TEST SECTIONS................................................................................................. 5

CHAPTER 3. METHODS FOR ESTIMATING STRUCTURAL FACTORS ...................... 7

Estimating Layer Thickness and Poisson’s Ratio................................................................ 7

Estimating Structural Factors............................................................................................... 7

Estimating Structural Factors using the AREA Method .................................................... 8

Estimating Structural Factors using the Best Fit Method ................................................ 10

Comparing Area and Best Fit Methods.............................................................................. 10

CHAPTER 4. PROFILE DATA ANALYSIS........................................................................... 13

Synchronization..................................................................................................................... 13

Quality Screening.................................................................................................................. 14

Summary Roughness Values................................................................................................ 14

Joint Finding.......................................................................................................................... 14

Curl-and-Warp Analysis...................................................................................................... 15

CHAPTER 5. CURL-AND-WARP BEHAVIOR .................................................................... 17

Detailed View......................................................................................................................... 17

Trends with Time for SectionWide Curl ............................................................................ 18

Spatial Trends....................................................................................................................... 23

CHAPTER 6. THEORETICAL IRI–PSG RELATIONSHIP................................................ 27

Synthesized Profiles for Curl Only...................................................................................... 27

Synthesized Profiles with Background Roughness............................................................ 30

CHAPTER 7. OBSERVATIONS OF THE IRI−PSG RELATIONSHIP ............................. 35

CHAPTER 8. CORRELATION TO ENVIRONMENTAL FACTORS ............................... 39

Determining PSG Prediction Values................................................................................... 40

Determining Environmental Factors .................................................................................. 45

Correlating PSG and Environmental Factors.................................................................... 46

Significance of Environmental Factors............................................................................... 51

Summary of Findings ........................................................................................................... 53

CHAPTER 9. CORRELATION OF PSG TO FWD RESULTS ............................................ 55

Developing DIs ...................................................................................................................... 55

Curl and Warp in DIs........................................................................................................... 57

Correlating PSG and DIs..................................................................................................... 57

Relating Average Temperature Gradient and ∆DI........................................................... 70

Correlating PSG and Leave Slab LTE................................................................................ 73

Summary of Findings ........................................................................................................... 82

CHAPTER 10. ALR.................................................................................................................... 85

CHAPTER 11. CONCLUSIONS AND RECOMMENDATIONS ......................................... 91

APPENDIX A. LITERATURE REVIEW................................................................................ 95
iv

Introduction ........................................................................................................................... 95

Curl-and-Warp Measurement ............................................................................................. 95

APPENDIX B. DESIGN FEATURES, MAINTENANCE HISTORY, AND 

PROFILE-MEASUREMENT HISTORY .............................................................................. 105

Design Features ................................................................................................................... 105

Construction and Maintenance History............................................................................ 108

Profile-Monitoring History ................................................................................................ 111

APPENDIX C. DATA-QUALITY SCREENING .................................................................. 123

APPENDIX D. ROUGHNESS VALUES ................................................................................ 163

APPENDIX E. IDENTIFYING JOINT LOCATIONS ......................................................... 249

Background ......................................................................................................................... 249

Analysis Steps ...................................................................................................................... 250

Discussion............................................................................................................................. 255

FHWA Curl-and-Warp Study Profiles ............................................................................. 259

APPENDIX F. ESTIMATION OF SLAB CURL .................................................................. 261

Westergaard Deformation Model ...................................................................................... 261

Slab Properties .................................................................................................................... 262

Slab-by-Slab Analysis ......................................................................................................... 266

APPENDIX G. PSG VERSUS TIME USING THE BEST FIT METHOD ........................ 269

APPENDIX H. PSG VERSUS TIME USING AREA METHOD ........................................ 311

APPENDIX I. LINEAR REGRESSION STATISTICAL OUTPUTS ................................. 355

PSG Linear Regression....................................................................................................... 355

Climate Factors ................................................................................................................... 357

Structural Factors ............................................................................................................... 358

DI Linear Regression .......................................................................................................... 362

LTE Linear Regression ...................................................................................................... 363

RStudio® Results from Linear Regression Analysis of Climatic and Structural Factors 

to PSG Values ...................................................................................................................... 365

RStudio Results from Linear Regression Analysis of DI and Structural Factors to PSG 

Values ................................................................................................................................... 371

RStudio Results from Linear Regression Analysis of LTE and Structural Factors to 

PSG Values .......................................................................................................................... 377

APPENDIX J. AREAS OF LOCALIZED ROUGHNESS .................................................... 385

Introduction ......................................................................................................................... 385

Background ......................................................................................................................... 386

ALR Settings........................................................................................................................ 389

Options for Quantifying Localized Roughness Severity ................................................. 397

Short-Term Changes .......................................................................................................... 401

Long-Term Changes ........................................................................................................... 418

ALR Repeatability .............................................................................................................. 441

ACKNOWLEDGMENTS ........................................................................................................ 451

REFERENCES .......................................................................................................................... 453
 v

LIST OF FIGURES 

Figure 1. Equation. Calculation of the AREA7 parameter. .............................................................. 8

Figure 2. Equation. Calculation of lest. ............................................................................................ 8

Figure 3. Equation. Calculation of . ............................................................................................ 9

Figure 4. Equation. Calculation of kest. ........................................................................................... 9

Figure 5. Equation. Calculation of AFd0. ........................................................................................ 9

Figure 6. Equation. Calculation of AFl

est. ....................................................................................... 9

Figure 7. Equation. Calculation of the corrected k. ........................................................................ 9

Figure 8. Equation. Calculation of E. ........................................................................................... 10

Figure 9. Graph. AREA versus Best Fit method for estimating k. ............................................... 10

Figure 10. Graph. AREA versus Best Fit method for estimating E. ............................................. 11

Figure 11. Graph. AREA versus Best Fit method for estimating l. .............................................. 12

Figure 12. Graph. Detailed view of curl-and-warp behavior in left profiles of section 

133019. ................................................................................................................................ 17

Figure 13. Graph. Average PSG values versus time using Best Fit method for section 

133019. ................................................................................................................................ 19

Figure 14. Equation. Uplift at slab ends. ...................................................................................... 19

Figure 15. Graph. Weighted PSG ranges for GPS-3 test sections. ............................................... 20

Figure 16. Graph. Weighted PSG ranges for Arizona SPS-2 test sections. .................................. 20

Figure 17. Graph. Weighted PSG ranges for Kansas SPS-2 test sections. ................................... 21

Figure 18. Graph. Weighted PSG ranges for North Carolina SPS-2 test sections. ...................... 21

Figure 19. Graph. Weighted PSG ranges for Ohio SPS-2 test sections. ....................................... 22

Figure 20. Graph. Weighted PSG ranges for Washington SPS-2 test sections. ........................... 23

Figure 21. Graph. Spatial variation in left PSG values for section 040214. ................................. 24

Figure 22. Graph. Spatial variation in left PSG values for section 040220. ................................. 25

Figure 23. Graph. Spatial variation in left PSG values for section 200201. ................................. 26

Figure 24. Graph. Idealized profile with curling. ......................................................................... 27

Figure 25. Graph. IRI versus PSG for various values of l. ........................................................... 28

Figure 26. Equation. Simplified Westergaard equation for slab deflection. ................................. 28

Figure 27. Graph. IRI versus PSG slope versus l. ........................................................................ 29

Figure 28. Equation. z. ................................................................................................................ 29

Figure 29. Equation. . ................................................................................................................. 29

Figure 30. Graph. IRI per 0.01 inch of z. ................................................................................... 30

Figure 31. Graph. Average IRI versus PSG for curl and background roughness. ........................ 31

Figure 32. Equation. Simple expression for IRIComb. .................................................................... 31

Figure 33. Equation. Estimated IRIComb. ....................................................................................... 31

Figure 34. Equation. IRIComb empirically estimated using PSG. ................................................... 32

Figure 35. Equation. IRIBack empirically estimated using PSG. .................................................... 32

Figure 36. Graph. IRIBack prediction. ............................................................................................ 33

Figure 37. Graph. PSG distribution with background roughness for 15,000 test sections. .......... 34

Figure 38. Graph. Sample IRI versus PSG fit for the sum-of-squares model. ............................. 35

Figure 39. Equation. Fitting function for IRI versus PSG. ........................................................... 35

d0

∗
 vi 

Figure 40. Equation. Fitting function for IRI versus z. .............................................................. 36

Figure 41. Graphs. Examples of PSG values over time for specific sections. .............................. 43

Figure 42. Graph. PSG intercept histogram by SPS-2 site. .......................................................... 44

Figure 43. Graph. PSG slope histogram by SPS-2 site. ................................................................ 44

Figure 44. Equation. Calculation of the change in PSGi using climatic and structural 

factors. ................................................................................................................................. 47

Figure 45. Equation. Calculation of the change in PSGs using climatic and structural 

factors. ................................................................................................................................. 48

Figure 46. Graphs. Climate analysis of predicted PSGi and PSGs versus measured PSGi and 

PSGs. .................................................................................................................................... 51

Figure 47. Illustrations. Demonstration of error in the linear elastic calculation of DIs when 

there is a nonlinear relationship between deflection and load. ........................................... 56

Figure 48. Illustration. FWD test-point locations relative to the slab. .......................................... 57

Figure 49. Equation. Calculation of ∆DI. ..................................................................................... 57

Figure 50. Graph. Distribution of DI values by FWD test-point location. ................................... 58

Figure 51. Graphs. DI and PSG trends over time using test section 040213. ............................... 59

Figure 52. Graphs. DI and PSG trends using test section 200204. ............................................... 60

Figure 53. Graphs. DI and PSG trends using test section 370202. ............................................... 61

Figure 54. Graph. Categorizing the regression slope of DIJ1 and DIJ2. ........................................ 61

Figure 55. Graph. Initial curvature direction (up or down) of ∆DIi versus PSGi. ........................ 62

Figure 56. Graph. Change over time in curvature direction (up or down) of ∆DIs versus 

PSGs. .................................................................................................................................... 63

Figure 57. Equation. Calculation of PSGi using DI and structural factors. .................................. 64

Figure 58. Equation. Calculation of PSGs using DI and structural factors. .................................. 65

Figure 59. Graphs. DI analysis showing predicted PSGi and PSGs versus measured PSGi

and PSGs. ............................................................................................................................. 68

Figure 60. Graph. Change in temperature gradient with the duration of FWD testing. ............... 71

Figure 61. Graph. R-squared value of parabolic and linear relationships between 

∆DI and ∆T. ......................................................................................................................... 71

Figure 62. Graph. ∆DI versus average temperature gradient of section 370201. ......................... 72

Figure 63. Graph. ∆DI versus average temperature gradient of section 040213. ......................... 72

Figure 64. Graph. ∆DI versus average temperature gradient of section 390209. ......................... 73

Figure 65. Graphs. Examples of LTE and PSG measurements over time. ................................... 74

Figure 66. Graph. Categorizing the regression slope of PSG and LTE. ....................................... 75

Figure 67. Equation. Calculation of PSGi using LTE and structural factors. ............................... 76

Figure 68. Equation. Calculation of PSGs using LTE and structural factors. ............................... 77

Figure 69. Graphs. LTE analysis of predicted PSGi and PSGs versus measured PSGi and 

PSGs. .................................................................................................................................... 80

Figure 70. Graph. Right roughness profile of section 040213 at 14.2 years. ............................... 85

Figure 71. Graph. Section 040213 ALR for seasonal, diurnal, and repeated passes. ................... 86

Figure 72. Graph. Section 040213 average ALR for seasonal and diurnal visits. ........................ 87

Figure 73. Graph. ALRs long-term changes of section 040213. .................................................. 88

Figure 74. Graph. Representation of curling using a profilograph trace.(29) ................................. 95

Figure 75. Equation. Second-order curve fit. ................................................................................ 97

Figure 76. Equation. Curvature derived from a second-order curve fit. ....................................... 97

Figure 77. Equation. Discrete curvature estimates. ...................................................................... 99
vii

Figure 78. Equation. Discrete curvature estimates, constant interval.(77)................................... 100

Figure 79. Equation. Slab profile fitting function....................................................................... 102

Figure 80. Equation. PSG. .......................................................................................................... 102

Figure 81. Graph. Comparison of HRI and MRI. ....................................................................... 164

Figure 82. Graph. IRI progression for section 040213. .............................................................. 205

Figure 83. Graph. IRI progression for section 040214. .............................................................. 206

Figure 84. Graph. IRI progression for section 040215. .............................................................. 206

Figure 85. Graph. IRI progression for section 040216. .............................................................. 207

Figure 86. Graph. IRI progression for section 040217. .............................................................. 207

Figure 87. Graph. IRI progression for section 040218. .............................................................. 208

Figure 88. Graph. IRI progression for section 040219. .............................................................. 208

Figure 89. Graph. IRI progression for section 040220. .............................................................. 209

Figure 90. Graph. IRI progression for section 040221. .............................................................. 209

Figure 91. Graph. IRI progression for section 040222. .............................................................. 210

Figure 92. Graph. IRI progression for section 040223. .............................................................. 210

Figure 93. Graph. IRI progression for section 040224. .............................................................. 211

Figure 94. Graph. IRI progression for section 040260. .............................................................. 211

Figure 95. Graph. IRI progression for section 040261. .............................................................. 212

Figure 96. Graph. IRI progression for section 040262. .............................................................. 212

Figure 97. Graph. IRI progression for section 040263. .............................................................. 213

Figure 98. Graph. IRI progression for section 040264. .............................................................. 213

Figure 99. Graph. IRI progression for section 040265. .............................................................. 214

Figure 100. Graph. IRI progression for section 040266. ............................................................ 214

Figure 101. Graph. IRI progression for section 040267. ............................................................ 215

Figure 102. Graph. IRI progression for section 040268. ............................................................ 215

Figure 103. Graph. IRI progression for section 063021. ............................................................ 216

Figure 104. Graph. IRI progression for section 133019. ............................................................ 216

Figure 105. Graph. IRI progression for section 183002. ............................................................ 217

Figure 106. Graph. IRI progression for section 200201. ............................................................ 217

Figure 107. Graph. IRI progression for section 200202. ............................................................ 218

Figure 108. Graph. IRI progression for section 200203. ............................................................ 218

Figure 109. Graph. IRI progression for section 200204. ............................................................ 219

Figure 110. Graph. IRI progression for section 200205. ............................................................ 219

Figure 111. Graph. IRI progression for section 200206. ............................................................ 220

Figure 112. Graph. IRI progression for section 200207. ............................................................ 220

Figure 113. Graph. IRI progression for section 200208. ............................................................ 221

Figure 114. Graph. IRI progression for section 200209. ............................................................ 221

Figure 115. Graph. IRI progression for section 200210. ............................................................ 222

Figure 116. Graph. IRI progression for section 200211. ............................................................ 222

Figure 117. Graph. IRI progression for section 200212. ............................................................ 223

Figure 118. Graph. IRI progression for section 200259. ............................................................ 223

Figure 119. Graph. IRI progression for section 273003. ............................................................ 224

Figure 120. Graph. IRI progression for section 370201. ............................................................ 224

Figure 121. Graph. IRI progression for section 370202. ............................................................ 225

Figure 122. Graph. IRI progression for section 370203. ............................................................ 225

Figure 123. Graph. IRI progression for section 370204. ............................................................ 226
viii

Figure 124. Graph. IRI progression for section 370205. ............................................................ 226

Figure 125. Graph. IRI progression for section 370206. ............................................................ 227

Figure 126. Graph. IRI progression for section 370207. ............................................................ 227

Figure 127. Graph. IRI progression for section 370208. ............................................................ 228

Figure 128. Graph. IRI progression for section 370209. ............................................................ 228

Figure 129. Graph. IRI progression for section 370210. ............................................................ 229

Figure 130. Graph. IRI progression for section 370211. ............................................................ 229

Figure 131. Graph. IRI progression for section 370212. ............................................................ 230

Figure 132. Graph. IRI progression for section 370259. ............................................................ 230

Figure 133. Graph. IRI progression for section 370260. ............................................................ 231

Figure 134. Graph. IRI progression for section 390201. ............................................................ 231

Figure 135. Graph. IRI progression for section 390202. ............................................................ 232

Figure 136. Graph. IRI progression for section 390203. ............................................................ 232

Figure 137. Graph. IRI progression for section 390204. ............................................................ 233

Figure 138. Graph. IRI progression for section 390205. ............................................................ 233

Figure 139. Graph. IRI progression for section 390206. ............................................................ 234

Figure 140. Graph. IRI progression for section 390207. ............................................................ 234

Figure 141. Graph. IRI progression for section 390208. ............................................................ 235

Figure 142. Graph. IRI progression for section 390209. ............................................................ 235

Figure 143. Graph. IRI progression for section 390210. ............................................................ 236

Figure 144. Graph. IRI progression for section 390211. ............................................................ 236

Figure 145. Graph. IRI progression for section 390212. ............................................................ 237

Figure 146. Graph. IRI progression for section 390259. ............................................................ 237

Figure 147. Graph. IRI progression for section 390260. ............................................................ 238

Figure 148. Graph. IRI progression for section 390261. ............................................................ 238

Figure 149. Graph. IRI progression for section 390262. ............................................................ 239

Figure 150. Graph. IRI progression for section 390263. ............................................................ 239

Figure 151. Graph. IRI progression for section 390264. ............................................................ 240

Figure 152. Graph. IRI progression for section 390265. ............................................................ 240

Figure 153. Graph. IRI progression for section 493011. ............................................................ 241

Figure 154. Graph. IRI progression for section 530201. ............................................................ 241

Figure 155. Graph. IRI progression for section 530202. ............................................................ 242

Figure 156. Graph. IRI progression for section 530203. ............................................................ 242

Figure 157. Graph. IRI progression for section 530204. ............................................................ 243

Figure 158. Graph. IRI progression for section 530205. ............................................................ 243

Figure 159. Graph. IRI progression for section 530206. ............................................................ 244

Figure 160. Graph. IRI progression for section 530207. ............................................................ 244

Figure 161. Graph. IRI progression for section 530208. ............................................................ 245

Figure 162. Graph. IRI progression for section 530209. ............................................................ 245

Figure 163. Graph. IRI progression for section 530210. ............................................................ 246

Figure 164. Graph. IRI progression for section 530211. ............................................................ 246

Figure 165. Graph. IRI progression for section 530212. ............................................................ 247

Figure 166. Graph. IRI progression for section 530259. ............................................................ 247

Figure 167. Graph. Profile measured on section 390203 after high-pass filtering and 

normalization..................................................................................................................... 251

Figure 168. Equation. Relationship of slab elevation to position............................................... 261
ix

Figure 169. Equation. PSG. ........................................................................................................ 262

Figure 170. Graph. PSG progression using Best Fit method for section 040213....................... 269

Figure 171. Graph. PSG progression using Best Fit method for section 040214....................... 270

Figure 172. Graph. PSG progression using Best Fit method for section 040215....................... 270

Figure 173. Graph. PSG progression using Best Fit method for section 040216....................... 271

Figure 174. Graph. PSG progression using Best Fit method for section 040217....................... 271

Figure 175. Graph. PSG progression using Best Fit method for section 040218....................... 272

Figure 176. Graph. PSG progression using Best Fit method for section 040219....................... 272

Figure 177. Graph. PSG progression using Best Fit method for section 040220....................... 273

Figure 178. Graph. PSG progression using Best Fit method for section 040221....................... 273

Figure 179. Graph. PSG progression using Best Fit method for section 040222....................... 274

Figure 180. Graph. PSG progression using Best Fit method for section 040223....................... 274

Figure 181. Graph. PSG progression using Best Fit method for section 040224....................... 275

Figure 182. Graph. PSG progression using Best Fit method for section 040262....................... 275

Figure 183. Graph. PSG progression using Best Fit method for section 040263....................... 276

Figure 184. Graph. PSG progression using Best Fit method for section 040264....................... 276

Figure 185. Graph. PSG progression using Best Fit method for section 040265....................... 277

Figure 186. Graph. PSG progression using Best Fit method for section 040266....................... 277

Figure 187. Graph. PSG progression using Best Fit method for section 040267....................... 278

Figure 188. Graph. PSG progression using Best Fit method for section 040268....................... 278

Figure 189. Graph. PSG progression using Best Fit method for section 063021....................... 279

Figure 190. Graph. PSG progression using Best Fit method for section 133019....................... 279

Figure 191. Graph. PSG progression using Best Fit method for section 183002....................... 280

Figure 192. Graph. PSG progression using Best Fit method for section 200201....................... 280

Figure 193. Graph. PSG progression using Best Fit method for section 200202....................... 281

Figure 194. Graph. PSG progression using Best Fit method for section 200203....................... 281

Figure 195. Graph. PSG progression using Best Fit method for section 200204....................... 282

Figure 196. Graph. PSG progression using Best Fit method for section 200205....................... 282

Figure 197. Graph. PSG progression using Best Fit method for section 200206....................... 283

Figure 198. Graph. PSG progression using Best Fit method for section 200207....................... 283

Figure 199. Graph. PSG progression using Best Fit method for section 200208....................... 284

Figure 200. Graph. PSG progression using Best Fit method for section 200209....................... 284

Figure 201. Graph. PSG progression using Best Fit method for section 200210....................... 285

Figure 202. Graph. PSG progression using Best Fit method for section 200211....................... 285

Figure 203. Graph. PSG progression using Best Fit method for section 200212....................... 286

Figure 204. Graph. PSG progression using Best Fit method for section 200259....................... 286

Figure 205. Graph. PSG progression using Best Fit method for section 273003....................... 287

Figure 206. Graph. PSG progression using Best Fit method for section 370201....................... 287

Figure 207. Graph. PSG progression using Best Fit method for section 370202....................... 288

Figure 208. Graph. PSG progression using Best Fit method for section 370203....................... 288

Figure 209. Graph. PSG progression using Best Fit method for section 370204....................... 289

Figure 210. Graph. PSG progression using Best Fit method for section 370205....................... 289

Figure 211. Graph. PSG progression using Best Fit method for section 370206....................... 290

Figure 212. Graph. PSG progression using Best Fit method for section 370207....................... 290

Figure 213. Graph. PSG progression using Best Fit method for section 370208....................... 291

Figure 214. Graph. PSG progression using Best Fit method for section 370209....................... 291
x

Figure 215. Graph. PSG progression using Best Fit method for section 370210....................... 292

Figure 216. Graph. PSG progression using Best Fit method for section 370211....................... 292

Figure 217. Graph. PSG progression using Best Fit method for section 370212....................... 293

Figure 218. Graph. PSG progression using Best Fit method for section 370259....................... 293

Figure 219. Graph. PSG progression using Best Fit method for section 370260....................... 294

Figure 220. Graph. PSG progression using Best Fit method for section 390201....................... 294

Figure 221. Graph. PSG progression using Best Fit method for section 390202....................... 295

Figure 222. Graph. PSG progression using Best Fit method for section 390203....................... 295

Figure 223. Graph. PSG progression using Best Fit method for section 390204....................... 296

Figure 224. Graph. PSG progression using Best Fit method for section 390205....................... 296

Figure 225. Graph. PSG progression using Best Fit method for section 390206....................... 297

Figure 226. Graph. PSG progression using Best Fit method for section 390207....................... 297

Figure 227. Graph. PSG progression using Best Fit method for section 390208....................... 298

Figure 228. Graph. PSG progression using Best Fit method for section 390209....................... 298

Figure 229. Graph. PSG progression using Best Fit method for section 390210....................... 299

Figure 230. Graph. PSG progression using Best Fit method for section 390211....................... 299

Figure 231. Graph. PSG progression using Best Fit method for section 390212....................... 300

Figure 232. Graph. PSG progression using Best Fit method for section 390259....................... 300

Figure 233. Graph. PSG progression using Best Fit method for section 390260....................... 301

Figure 234. Graph. PSG progression using Best Fit method for section 390261....................... 301

Figure 235. Graph. PSG progression using Best Fit method for section 390262....................... 302

Figure 236. Graph. PSG progression using Best Fit method for section 390263....................... 302

Figure 237. Graph. PSG progression using Best Fit method for section 390264....................... 303

Figure 238. Graph. PSG progression using Best Fit method for section 390265....................... 303

Figure 239. Graph. PSG progression using Best Fit method for section 493011....................... 304

Figure 240. Graph. PSG progression using Best Fit method for section 530201....................... 304

Figure 241. Graph. PSG progression using Best Fit method for section 530202....................... 305

Figure 242. Graph. PSG progression using Best Fit method for section 530203....................... 305

Figure 243. Graph. PSG progression using Best Fit method for section 530204....................... 306

Figure 244. Graph. PSG progression using Best Fit method for section 530205....................... 306

Figure 245. Graph. PSG progression using Best Fit method for section 530206....................... 307

Figure 246. Graph. PSG progression using Best Fit method for section 530207....................... 307

Figure 247. Graph. PSG progression using Best Fit method for section 530208....................... 308

Figure 248. Graph. PSG progression using Best Fit method for section 530209....................... 308

Figure 249. Graph. PSG progression using Best Fit method for section 530210....................... 309

Figure 250. Graph. PSG progression using Best Fit method for section 530211....................... 309

Figure 251. Graph. PSG progression using Best Fit method for section 530212....................... 310

Figure 252. Graph. PSG progression using Best Fit method for section 530259....................... 310

Figure 253. Graph. PSG progression using AREA method for section 040213. ....................... 311

Figure 254. Graph. PSG progression using AREA method for section 040214. ....................... 312

Figure 255. Graph. PSG progression using AREA method for section 040215. ....................... 312

Figure 256. Graph. PSG progression using AREA method for section 040216. ....................... 313

Figure 257. Graph. PSG progression using AREA method for section 040217. ....................... 313

Figure 258. Graph. PSG progression using AREA method for section 040218. ....................... 314

Figure 259. Graph. PSG progression using AREA method for section 040219. ....................... 314

Figure 260. Graph. PSG progression using AREA method for section 040220. ....................... 315
xi

Figure 261. Graph. PSG progression using AREA method for section 040221. ....................... 315

Figure 262. Graph. PSG progression using AREA method for section 040222. ....................... 316

Figure 263. Graph. PSG progression using AREA method for section 040223. ....................... 316

Figure 264. Graph. PSG progression using AREA method for section 040224. ....................... 317

Figure 265. Graph. PSG progression using AREA method for section 040262. ....................... 317

Figure 266. Graph. PSG progression using AREA method for section 040263. ....................... 318

Figure 267. Graph. PSG progression using AREA method for section 040264. ....................... 318

Figure 268. Graph. PSG progression using AREA method for section 040265. ....................... 319

Figure 269. Graph. PSG progression using AREA method for section 040266. ....................... 319

Figure 270. Graph. PSG progression using AREA method for section 040267. ....................... 320

Figure 271. Graph. PSG progression using AREA method for section 040268. ....................... 320

Figure 272. Graph. PSG progression using AREA method for section 063021. ....................... 321

Figure 273. Graph. PSG progression using AREA method for section 133019. ....................... 321

Figure 274. Graph. PSG progression using AREA method for section 183002. ....................... 322

Figure 275. Graph. PSG progression using AREA method for section 200201. ....................... 322

Figure 276. Graph. PSG progression using AREA method for section 200202. ....................... 323

Figure 277. Graph. PSG progression using AREA method for section 200203. ....................... 323

Figure 278. Graph. PSG progression using AREA method for section 200204. ....................... 324

Figure 279. Graph. PSG progression using AREA method for section 200205. ....................... 324

Figure 280. Graph. PSG progression using AREA method for section 200206. ....................... 325

Figure 281. Graph. PSG progression using AREA method for section 200207. ....................... 325

Figure 282. Graph. PSG progression using AREA method for section 200208. ....................... 326

Figure 283. Graph. PSG progression using AREA method for section 200209. ....................... 326

Figure 284. Graph. PSG progression using AREA method for section 200210. ....................... 327

Figure 285. Graph. PSG progression using AREA method for section 200211. ....................... 327

Figure 286. Graph. PSG progression using AREA method for section 200212. ....................... 328

Figure 287. Graph. PSG progression using AREA method for section 200259. ....................... 328

Figure 288. Graph. PSG progression using AREA method for section 273003. ....................... 329

Figure 289. Graph. PSG progression using AREA method for section 370201. ....................... 330

Figure 290. Graph. PSG progression using AREA method for section 370202. ....................... 330

Figure 291. Graph. PSG progression using AREA method for section 370203. ....................... 331

Figure 292. Graph. PSG progression using AREA method for section 370204. ....................... 331

Figure 293. Graph. PSG progression using AREA method for section 370205. ....................... 332

Figure 294. Graph. PSG progression using AREA method for section 370206. ....................... 332

Figure 295. Graph. PSG progression using AREA method for section 370207. ....................... 333

Figure 296. Graph. PSG progression using AREA method for section 370208. ....................... 333

Figure 297. Graph. PSG progression using AREA method for section 370209. ....................... 334

Figure 298. Graph. PSG progression using AREA method for section 370210. ....................... 334

Figure 299. Graph. PSG progression using AREA method for section 370211. ....................... 335

Figure 300. Graph. PSG progression using AREA method for section 370212. ....................... 335

Figure 301. Graph. PSG progression using AREA method for section 370259. ....................... 336

Figure 302. Graph. PSG progression using AREA method for section 370260. ....................... 336

Figure 303. Graph. PSG progression using AREA method for section 390201. ....................... 337

Figure 304. Graph. PSG progression using AREA method for section 390202. ....................... 337

Figure 305. Graph. PSG progression using AREA method for section 390203. ....................... 338

Figure 306. Graph. PSG progression using AREA method for section 390204. ....................... 338
xii

Figure 307. Graph. PSG progression using AREA method for section 390205. ....................... 339

Figure 308. Graph. PSG progression using AREA method for section 390206. ....................... 339

Figure 309. Graph. PSG progression using AREA method for section 390207. ....................... 340

Figure 310. Graph. PSG progression using AREA method for section 390208. ....................... 340

Figure 311. Graph. PSG progression using AREA method for section 390209. ....................... 341

Figure 312. Graph. PSG progression using AREA method for section 390210. ....................... 341

Figure 313. Graph. PSG progression using AREA method for section 390211. ....................... 342

Figure 314. Graph. PSG progression using AREA method for section 390212. ....................... 342

Figure 315. Graph. PSG progression using AREA method for section 390259. ....................... 343

Figure 316. Graph. PSG progression using AREA method for section 390260. ....................... 343

Figure 317. Graph. PSG progression using AREA method for section 390261. ....................... 344

Figure 318. Graph. PSG progression using AREA method for section 390262. ....................... 344

Figure 319. Graph. PSG progression using AREA method for section 390263. ....................... 345

Figure 320. Graph. PSG progression using AREA method for section 390264. ....................... 345

Figure 321. Graph. PSG progression using AREA method for section 390265. ....................... 346

Figure 322. Graph. PSG progression using AREA method for section 493011. ....................... 346

Figure 323. Graph. PSG progression using AREA method for section 530201. ....................... 347

Figure 324. Graph. PSG progression using AREA method for section 530202. ....................... 347

Figure 325. Graph. PSG progression using AREA method for section 530203. ....................... 348

Figure 326. Graph. PSG progression using AREA method for section 530204. ....................... 348

Figure 327. Graph. PSG progression using AREA method for section 530205. ....................... 349

Figure 328. Graph. PSG progression using AREA method for section 530206. ....................... 349

Figure 329. Graph. PSG progression using AREA method for section 530207. ....................... 350

Figure 330. Graph. PSG progression using AREA method for section 530208. ....................... 350

Figure 331. Graph. PSG progression using AREA method for section 530209. ....................... 351

Figure 332. Graph. PSG progression using AREA method for section 530210. ....................... 351

Figure 333. Graph. PSG progression using AREA method for section 530211. ....................... 352

Figure 334. Graph. PSG progression using AREA method for section 530212. ....................... 352

Figure 335. Graph. PSG progression using AREA method for section 530259. ....................... 353

Figure 336. Illustration. Software output from climate analysis and PSG intercept for GB 

pavements.(22).................................................................................................................... 366

Figure 337. Illustration. Software output from climate analysis and PSG slope for GB 

pavements.(22).................................................................................................................... 367

Figure 338. Illustration. Software output from climate analysis and PSG intercept for 

PATB pavements.(22)......................................................................................................... 368

Figure 339. Illustration. Software output from climate analysis and PSG slope for PATB 

pavements.(22).................................................................................................................... 369

Figure 340. Illustration. Software output from climate analysis and PSG intercept for LCB 

pavements.(22).................................................................................................................... 370

Figure 341. Illustration. Software output from climate analysis and PSG slope for LCB 

pavements.(22).................................................................................................................... 371

Figure 342. Illustration. Software output from DI analysis and PSG intercept for GB 

pavements.(22).................................................................................................................... 372

Figure 343. Illustration. Software output from DI analysis and PSG slope for GB 

pavements.(22).................................................................................................................... 373
xiii

Figure 344. Illustration. Software output from DI analysis, PSG intercept for PATB

pavements.(22).................................................................................................................... 374

Figure 345. Illustration. Software output from DI analysis, PSG slope for PATB

pavements.(22).................................................................................................................... 375

Figure 346. Illustration. Software output from DI analysis and PSG intercept for LCB

pavements.

(22)

.................................................................................................................... 376

Figure 347. Illustration. Software output from DI analysis and PSG slope for LCB

pavements.(22).................................................................................................................... 377

Figure 348. Illustration. Software output from LTE analysis and PSG intercept for GB 

pavements.(22).................................................................................................................... 378

Figure 349. Illustration. Software output from LTE analysis and PSG slope for GB 

pavements.(22).................................................................................................................... 379

Figure 350. Illustration. Software output from LTE analysis and PSG intercept for PATB

pavements.(22).................................................................................................................... 380

Figure 351. Illustration. Software output from LTE analysis and PSG slope for PATB

pavements.(22).................................................................................................................... 381

Figure 352. Illustration. Software output from LTE analysis and PSG intercept for LCB

pavements.(22).................................................................................................................... 382

Figure 353. Illustration. Software output from LTE analysis and PSG slope for LCB 

pavements.(22).................................................................................................................... 383

Figure 354. Graph. Left elevation profile of section 390204 at 9.9 years. ................................. 387

Figure 355. Graph. Raw IRI filter output of section 390204 at 9.9 years. ................................. 387

Figure 356. Graph. Rectified IRI filter output for section 390204 at 9.9 years.......................... 388

Figure 357. Graph. Left roughness profile for section 390204 at 9.9 years. .............................. 388

Figure 358. Graph. Closeup view of left elevation profile for section 390204 at 9.9 years....... 389

Figure 359. Graph. Right elevation profile of section 040213 at 14.2 years.............................. 390

Figure 360. Graph. Right roughness profiles of section 040213 at 14.2 years........................... 390

Figure 361. Graph. Cumulative roughness of section 040213 at 14.2 years. ............................. 391

Figure 362. Graph. Left elevation profile of section 133019 at 22.7 years. ............................... 392

Figure 363. Graph. Left roughness profile of 10-ft base length for section 133019 at 

22.7 years. ......................................................................................................................... 392

Figure 364. Graph. Left roughness profile of 25-ft base length for section 133019 at 

22.7 years. ......................................................................................................................... 393

Figure 365. Graph. Right roughness profile of section 040214 at 10.4 years. ........................... 393

Figure 366. Graph. Left elevation profile of section 040213 at 14.2 years. ............................... 394

Figure 367. Graph. Left and right roughness profiles for section 040213 at 14.2 years. ........... 395

Figure 368. Graph. MRI- and HRI-based roughness profiles for section 040213 at 

14.2 years. ......................................................................................................................... 396

Figure 369. Graph. Roughness distribution of section 040213 at 14.2 years. ............................ 399

Figure 370. Equation. TER. ........................................................................................................ 400

Figure 371. Equation. ER at a point............................................................................................ 400

Figure 372. Equation. Simplified TER. ...................................................................................... 400

Figure 373. Equation. ER for an ALR. ....................................................................................... 400

Figure 374. Graph. Total ALR length of section 040223 for the right wheel path. ................... 414

Figure 375. Graph. Cumulative ALR length of section 040223 for the right wheel path. ......... 415

Figure 376. Graph. Total ALR length of section 200202 for the right wheel path. ................... 415
xiv

Figure 377. Graph. Total ALR length of section 200205 for the right wheel path. ................... 416

Figure 378. Graph. Total ALR length of section 390204 for the right wheel path. ................... 417

Figure 379. Graph. Cumulative ALR length of section 390204 for the right wheel path. ......... 417

Figure 380. Graph. ALR map of section 040223 for the right wheel path. ................................ 420

Figure 381. Graph. Total ALR length of section 040223 for the right wheel path. ................... 421

Figure 382. Graph. ER of section 040223 for the right wheel path............................................ 421

Figure 383. Graph. ALR map of section 370202 for the right wheel path. ................................ 423

Figure 384. Graph. Total ALR length of section 370202 for the right wheel path. ................... 424

Figure 385. Graph. ER of section 370202 for the right wheel path............................................ 424

Figure 386. Graph. ALR map of section 370208 for the right wheel path. ................................ 425

Figure 387. Graph. Total ALR length of section 370208 for the right wheel path. ................... 426

Figure 388. Graph. ER of section 370208 for the right wheel path............................................ 427

Figure 389. Graph. ALR map of section 200201 for the right wheel path. ................................ 429

Figure 390. Graph. Total ALR length of section 200201 for the right wheel path. ................... 430

Figure 391. Graph. ER of section 200201 for the right wheel path............................................ 430

Figure 392. Graph. ALR map of section 200205 for right wheel path....................................... 432

Figure 393. Graph. Total ALR length of section 200205 for the right wheel path. ................... 433

Figure 394. Graph. ER of section 200205 for the right wheel path............................................ 433

Figure 395. Graph. ALR map of section 390209 for the right wheel path. ................................ 435

Figure 396. Graph. Total ALR length of section 390209 for the right wheel path. ................... 436

Figure 397. Graph. ER of section 390209 for the right wheel path............................................ 436

Figure 398. Graph. ALR map of section 200209 for the right wheel path. ................................ 437

Figure 399. Graph. Total ALR length of section 200209 for the right wheel path. ................... 438

Figure 400. Graph. ER of section 200209 for the right wheel path............................................ 438

Figure 401. Graph. ALR map of section 370260 for the right wheel path. ................................ 439

Figure 402. Graph. Total ALR length of section 370260 for the right wheel path. ................... 440

Figure 403. Graph. ER of section 370260 for the right wheel path............................................ 441
xv

LIST OF TABLES

Table 1. SPS-2 sites. ....................................................................................................................... 5

Table 2. Seasonal monitoring sections............................................................................................ 6

Table 3. GPS-3 sections.................................................................................................................. 6

Table 4. Source of initial basis profiles. ....................................................................................... 13

Table 5. IRI versus PSG fitted coefficients. ................................................................................. 37

Table 6. Climatic factors and their variables for PSG correlation................................................ 45

Table 7. Climate analysis: structural design factors for PSG correlation. .................................... 46

Table 8. Correlation of linear regression coefficients for PSGi.................................................... 47

Table 9. Correlation of linear regression coefficients for PSGs.................................................... 47

Table 10. Climate analysis: summary of prediction model statistics............................................ 48

Table 11. Climate analysis: correlation coefficients with the lowest p-value per model. ............ 53

Table 12. FWD test point IDs and locations................................................................................. 57

Table 13. DI analysis: structural design factors for PSG correlation. .......................................... 63

Table 14. DI analysis: linear regression coefficients for PSGi. .................................................... 64

Table 15. DI analysis: linear regression coefficients for PSGs..................................................... 64

Table 16. DI analysis: summary of prediction model statistics.................................................... 65

Table 17. DI analysis: correlation coefficients with the lowest p-value per model...................... 69

Table 18. LTE analysis: linear regression coefficients for PSGi. ................................................. 76

Table 19. LTE analysis: linear regression coefficients for PSGs.................................................. 77

Table 20. LTE analysis: summary of prediction model statistics................................................. 77

Table 21. LTE analysis: correlation coefficients with the lowest p-value per model................... 81

Table 22. SPS-2 core experiment structural factors.................................................................... 106

Table 23. Supplemental section structural factors. ..................................................................... 107

Table 24. GPS-3 section structural factors. ................................................................................ 107

Table 25. GPS-3 section base layer materials............................................................................. 108

Table 26. SPS-2 site open to traffic dates. .................................................................................. 108

Table 27. Maintenance and rehabilitation for Arizona SPS-2 sections. ..................................... 109

Table 28. Maintenance and rehabilitation for North Carolina SPS-2 sections........................... 109

Table 29. Maintenance and rehabilitation for Kansas SPS-2 sections........................................ 109

Table 30. Maintenance and rehabilitation for Ohio SPS-2 sections. .......................................... 110

Table 31. Dates of construction and incorporation into LTPP for GPS-3 sections. ................... 111

Table 32. Maintenance and rehabilitation for GPS-3 sections. .................................................. 111

Table 33. Profile-measurement history for Arizona SPS-2 site.................................................. 113

Table 34. Profile-measurement history for Kansas SPS-2 site................................................... 114

Table 35. Profile-measurement history for Ohio SPS-2 site....................................................... 114

Table 36. Profile-measurement history for North Carolina SPS-2 site. ..................................... 115

Table 37. Profile-measurement history for Washington SPS-2 site. .......................................... 116

Table 38. Profile-measurement history for SMP section 390204............................................... 117

Table 39. Profile-measurement history for North Carolina SMP sections. ................................ 117

Table 40. Profile-measurement history for SMP section 040215............................................... 118

Table 41. Profile-measurement history for GPS section 063021. .............................................. 119

Table 42. Profile-measurement history for GPS section 133019. .............................................. 119

Table 43. Profile-measurement history for GPS section 183002. .............................................. 120

Table 44. Profile-measurement history for GPS section 273003. .............................................. 121
xvi

Table 45. Profile-measurement history for GPS section 493011. .............................................. 121

Table 46. Selected repeats........................................................................................................... 123

Table 47. Roughness values........................................................................................................ 164

Table 48. Spike clusters from six visits to section 390203......................................................... 253

Table 49. Joint locations from six visits to section 390203........................................................ 256

Table 50. Joint-spacing details.................................................................................................... 258

Table 51. Test-section properties using AREA method. ............................................................ 263

Table 52. Test-section properties using Best Fit method............................................................ 264

Table 53. Linear regression slope and intercept for PSG (first 10 years)................................... 355

Table 54. MERRA climate database—first-month averages.(21)................................................ 357

Table 55. MERRA climate database—averages of first 10 years.(21)......................................... 357

Table 56. LTPP database—averages of first 10 years. ............................................................... 358

Table 57. Test section structural design factors.......................................................................... 358

Table 58. Thickness of test-section layers in inches by the layer type. ...................................... 360

Table 59. Linear regression intercepts and slopes for DI. .......................................................... 362

Table 60. Linear regression intercepts and slopes for LTE. ....................................................... 363

Table 61. ALR in left and right profiles for section 040213 at 14.2 years. ................................ 396

Table 62. ALR derived from MRI and HRI profiles for section 040213 at 14.2 years.............. 397

Table 63. ALR severity for section 040213 at 14.2 years for the left wheel path. ..................... 399

Table 64. Measurement dates and times for SPS-2 sites. ........................................................... 402

Table 65. Measurement dates and times for GPS-3 sections...................................................... 402

Table 66. Average IRI by visit for the right wheel path. ............................................................ 404

Table 67. Total ALR length of the right wheel path at 125-inch/mi threshold. ......................... 408

Table 68. Total ALR length of the right wheel path at 160-inch/mi threshold. ......................... 410

Table 69. Average ER of right wheel path at 125-inch/mi threshold. ........................................ 412

Table 70. ALR repeatability of section 040223 for the right wheel path at 125 inches/mi........ 444

Table 71. ALR repeatability of section 370202 for the right wheel path at 125 inches/mi........ 445

Table 72. ALR repeatability of section 200201 for the right wheel path at 125 inches/mi........ 445

Table 73. ALR repeatability of section 370208 for the right wheel path at 160 inches/mi........ 446

Table 74. ALR repeatability of section 200205 for the right wheel path at 125 inches/mi........ 447

Table 75. ALR repeatability of section 390209 for the right wheel path at 125 inches/mi........ 447

Table 76. ALR repeatability of section 200209 for the right wheel path at 125 inches/mi........ 448

Table 77. ALR repeatability of section 370260 for the right wheel path at 125 inches/mi........ 449
xvii

LIST OF ABBREVIATIONS

AASHTO American Association of State Highway and Transportation Officials

AC asphalt concrete

ALR area of localized roughness

BCI Byrum curvature index

CI curvature index

DI deflection intercept 

DMI distance-measurement instrument

DOT department of transportation

ER excess roughness

FHWA Federal Highway Administration

FWD falling weight deflectometer

GB granular base

GPS General Pavement Studies

HHT Hilbert–Huang Transform

HRI Half-car Roughness Index

IMF intrinsic mode function

IRI International Roughness Index

JPCP jointed plain concrete pavement

LCB lean concrete base

LTE load-transfer efficiency

LTPP Long-Term Pavement Performance

MERRA Modern-Era Retrospective Analysis for Research and Applications

MRI Mean Roughness Index

PATB permeable-asphalt-treated base

PCC portland cement concrete

PSG pseudostrain gradient

RMS root mean square

SD standard deviation

SMP seasonal monitoring program

SPS Specific Pavement Studies

TER total excess roughness
 xviii 

LIST OF SYMBOLS 

b slab length 

c cosine of  

ch hyperbolic cosine of  

curvaturen Three-point estimate of curvature at point n 

d0 deflection measured at the center of the load plate 

 nondimensional deflection coefficient at the center of the load plate 

dx peak deflection in inches at sensor offset 

h slab thickness 

hB average layer thickness of base 

hGB average layer thickness of GB 

hGS average layer thickness of granular subbase 

hLCB average layer thickness of LCB 

hPATB average layer thickness of PATB 

hPC average layer thickness of PCC 

hTS average layer thickness of treated subbase 

k modulus of subgrade reaction 

kest estimated modulus of subgrade reaction

l radius of relative stiffness 

lest estimated radius of relative stiffness 

s sine of 

sh hyperbolic sine of  

slopen two-point estimate of slope at point n 

x distance along the slab relative to the slab center 

y(x) fitted displacement profile 

z vertical deformation 

z0 uplift at slab ends 

A adjustment factor for nonrandom roughness 

AFd0 adjustment factor for d0

AFl

est adjustment factor for lest

AREA7 deflection basin parameter for the seven-sensor configuration 

DIJ1 deflection intercept at the slab center 

DIJ2 deflection intercept at the slab corner 

E elastic modulus of the PCC slab 

F estimated PCC flexural strength 

H0 average relative humidity in the first month after construction 

H1 average relative humidity in the first 10 years after construction 

IRIBack superimposed background roughness. 

IRIComb IRI of the combined profile 

IRICurl IRI of the synthetic profile of curl and warp 

L square slab size 

Lslab average slab length 

LS section length 

LTEi LTE intercept using data from the first 10 years after construction

d0

∗
 xix 

LTEs LTE slope using data from the first 10 years after construction 

N number of points in the roughness profile 

NE index of the last value above the threshold for the area of localized roughness 

NS index of the first value above the threshold for the area of localized roughness

P load magnitude 

PSGi initial PSG value after construction

PSGs rate of change in PSG value after construction 

PV estimated PCC paste volume

Ri roughness profile at point i

RE,i sum of the ER at point i in the profile 

RT roughness threshold 

T0 average temperature in the first month after construction 

T1 average temperature in the first 10 years after construction 

Wslab average slab width 

α∆T/h temperature gradient 

 curvature 

 nondimensional trigonometric and hyperbolic function argument 

μ Poisson’s ratio 

∆H0 average difference between the maximum and minimum daily relative humidity in 

the first month after construction 

∆H1 average difference between the maximum and minimum daily relative humidity in 

the first 10 years after construction 

∆T0 average difference between the maximum and minimum daily temperature in the 

first month after construction 

∆T1 average difference between the maximum and minimum daily temperature in the 

first 10 years after construction 

∆x profile sample spacing, profile recording interval 

∆z relative uplift 

∆DI difference between deflection intercept at the slab center and the slab center 

∆DIi ∆DI intercept 

∆DIs ∆DI slope 

∆T temperature gradient 

∆sh /h moisture gradient 
1

CHAPTER 1. INTRODUCTION

This study applied profile-based curl-and-warp analysis to longitudinal profile data from jointed 

plain concrete pavement (JPCP) test sections within the Long-Term Pavement Performance 

(LTPP) program. The LTPP program was initiated in 1986 by the Strategic Highway Research 

Program to collect high-quality performance data for various pavement experiments under 

varying traffic and environmental conditions. LTPP experiments include General Pavement 

Studies (GPS) and Specific Pavement Studies (SPS). GPS experiments are divided into types of 

pavement, including JPCP, which is designated as GPS-3. SPS experiments have multiple test 

sections per project, and each test section has unique structural factors. SPS-2 projects include 

JPCP test sections with 12 core test sections and several agency-specified supplemental sections. 

The core test sections have a unique combination of structural factors as defined by the SPS-2 

experimental design and research plan.(1) Supplemental sections typically have unique design 

properties specified by the local agency. LTPP data have been used to demonstrate the behavior 

of pavements regarding environmental factors, structural design, and construction practices. 

The Federal Highway Administration (FHWA) report, Curl and Warp Analysis of the LTPP 

SPS-2 Site in Arizona (FHWA-HRT-12-068), proposed a method for estimating curl and warp of 

jointed portland cement concrete (PCC) pavements using the longitudinal profile.(2) The report 

showed that fluctuations in the measured profile caused by curl and warp, as well as the 

long-term changes in the profile caused by warp, exhibited a strong statistical correlation to 

changes in the International Roughness Index (IRI). Consequently, the method for estimating 

curl and warp of jointed PCC pavements using the longitudinal profile provided a technique to 

separate roughness associated with curl and warp from long-term changes in roughness caused 

by other factors. For the low-strength sections within the Arizona LTPP SPS-2 site, this method 

provided a much clearer view of the structural and functional status throughout the monitoring 

history than the IRI alone.

The method quantified curl and warp using a pseudostrain gradient (PSG).(3) Researchers 

assigned PSG values to individual slabs by fitting their measured slab profiles to the profiles 

produced using the Westergaard solution for determining slab deformation using pavement 

structural properties. The PSG represents the linear strain gradient required to deform the slab 

into the measured shape. The average PSG value for all slabs within a test section summarized 

curl and warp for each profile measurement. The method established site-specific linear 

relationships between changes in IRI and changes in average PSG using profile measurements 

from multiple monitoring visits. 

The method was successful on the Arizona LTPP SPS-2 site.( 2) The method’s application, 

however, required profile measurements on the site over several seasonal and diurnal cycles. The 

quality of the statistical relationship between PSG and IRI depended on observing large changes 

in PSG, and a different relationship between IRI and PSG was observed on each test section. 

This research applied the PSG-based curl-and-warp analysis to a wider range of LTPP test 

sections over a more diverse range of climates in support of three lines of investigation, which 

include the following:
 2

1. Advancement of the profile analysis algorithms and statistical procedures from 

FHWA-HRT-12-068.(2)

2. Application of the PSG method to investigations of the curl-and-warp phenomena related 

to structural behavior. 

3. Examination of the effect of curl and warp on areas of localized roughness (ALRs). 

Each line of investigation depended on a large volume of profile analysis results. This report 

describes major tasks and analyses performed in support of the research; additional details are 

presented in the appendices. Chapter 11 provides key findings and recommendations across all 

elements of the study. 

PROFILE ANALYSIS ALGORITHMS 

The project team selected five SPS-2 sites and five GPS-3 test sections for analysis based on 

geographic distribution, life span, and available seasonal data. Chapter 2 describes the SPS-2 and 

GPS-3 test sections for analysis. Appendix B provides a detailed list of design features and 

profile-measurement history for each test section. 

The research team created a rigorously synchronized profile dataset for iterative and efficient 

application of the curl-and-warp algorithm. The process for data-quality screening and 

synchronization ensured consistent placement of joint locations for all profile measurements 

throughout the monitoring of each test section. Chapter 4 summarizes each stage of the profile 

data preparation and analysis, including synchronization, data-quality screening, roughnessindex calculation, joint finding, and PSG calculation. Appendix A describes a literature review 

that revisited key references pertaining to estimates of curl and warp based on changes in surface 

profile and the influence of curl and warp on the IRI. Appendices C through H describe the 

calculation algorithms and present the outputs of the analyses in detail. 

Advancing the profile analysis algorithms and statistical procedures included demonstrations of 

using PSG to examine curl-and-warp behavior. Chapter 5 demonstrates methods of using PSG to 

examine changes with time, spatial variations, and differences in behavior among test sections. 

Advancement of the curl-and-warp analysis also included a detailed examination of the 

relationship between IRI and PSG for the 83 PCC test sections selected for this study. The linear 

relationship proposed in FHWA-HRT-12-068 did not adequately describe the relationship 

between IRI and PSG for the broader dataset used in this research. As such, researchers 

developed an alternative. Chapter 6 proposes an empirical model that relates IRI and PSG based 

on theoretical numerical simulation, and chapter 7 presents results from the application of the 

model to the measured profile data. 

INVESTIGATIONS OF STRUCTURAL BEHAVIOR 

The investigations related to structural behavior and the profile-based analyses are interrelated 

because the procedure for estimating PSG requires estimates of pavement structural properties as 

inputs. Investigations of the curl-and-warp phenomena included correlation to environmental 

factors and falling weight deflectometer (FWD) results for which PSG estimates functioned as an 

independent variable. The following research tasks are described in chapters 3, 8, and 9, 

respectively: 
 3

• Estimation of structural factors: structural factors that are required for the calculation of 

the PSG include layer thicknesses, Poisson’s ratio, the elastic modulus of the PCC, and 

the modulus of subgrade reaction or the composite reaction of base and subgrade layers. 

These moduli of subgrade reaction, however, were measured from remolding soil 

samples, which may not accurately represent in-situ conditions. This task, therefore, 

employed an algorithm provided in AASHTO Guide for Design of Pavement Structures,

(circa 1993) published by American Association of State Highway and Transportation 

Officials (AASHTO), which combined the given moduli for each layer into a single 

composite modulus.(4) Additionally, backcalculation results from Long-Term Pavement 

Performance Program Determination of In-Place Elastic Layer Modulus: 

Backcalculation Methodology and Procedures (FHWA-HRT-15-036) were available and 

FWD data were used to backcalculate modulus values.(5) Researchers collected 

information from these multiple sources and selected the values that represented these 

variables to be used in the estimation of structural factors. 

• Correlation of curl and warp to environmental factors: PSG derived from the profile 

quantified the level of curvature present in pavement slabs but did not directly imply a 

climatic cause. The PSG values were correlated to environmental factors to evaluate the 

effects of climatic factors on pavement curl and warp. Typically, curling is considered a 

response to differential thermal expansion caused by a temperature gradient. 

Alternatively, warping is considered the result of differential drying shrinkage resulting 

from a moisture gradient. This analysis examined the correlation of PSG to available 

environmental measurements that affect curl, such as temperature gradient, average 

temperature, and average relative humidity. Detailed results and models produced in this 

task are provided in appendix I. 

• FWD analyses: deflection measurements from FWD testing have the potential to indicate 

the amount of deflection from curling of pavement. Typically, there is a linear 

relationship between the load applied at the plate and the deflection of the pavement 

under the plate. This linear elastic relationship was modeled using deflection 

measurements at three load levels used in LTPP FWD testing. Linear regression showed 

that the intercept value typically was not zero, implying an initial deflection was present 

in the slab prior to loading. This intercept value indicated the presence of uplift in the 

PCC pavement from curling. FWD analysis explored the relationship between deflection 

intercept (DI) from FWD testing and PSG values from profile-processing methods. The 

analysis also compared the relationship between load-transfer efficiency (LTE) and PSG 

values. 

ALR 

The analyses described in chapters 5 through 7 demonstrated short- and long-term changes in 

average IRI values due to curl and warp, as well as long-term changes in roughness caused by 

other factors. Chapter 10 examines the implications of those changes to the appearance of ALR. 

The study proposes several methods of quantifying and displaying changes in ALR in terms of 

location, length, and severity. These methods are used to demonstrate the effect of curl and warp 

on short- and long-term changes in ALR, persistence and growth of ALR that appears early in 

the service life of pavement sections, and repeatability of placement and severity of ALR among 

multiple profile-measurement passes. Appendix J provides a detailed background and analysis of 

the results.

5

CHAPTER 2. TEST SECTIONS

Researchers performed the profile measurements analysis on five SPS-2 test sites and five GPS-3 

test sections. 

Table 1 lists the SPS-2 sites used in this study. SPS-2 sites were selected based on long-term, 

consistent monitoring of profiles within the LTPP program; diversity of climate; and availability 

of additional seasonal and diurnal profile measurements from a previous curl-and-warp study 

performed by FHWA.(6)

Table 1. SPS-2 sites.

State Climate

Test 

Sections

Monitoring 

Duration

(Years)

ProfileMeasurement

Visits

Additional FHWA 

Visits

Arizona DNF 21 22 23 Seasonal, diurnal

Kansas DF 13 23 24 Seasonal, diurnal

North Carolina WNF 14 21 30 Diurnal

Ohio WF 19 18 21 Seasonal, diurnal

Washington DF 13 20 21 Diurnal

DNF = dry/no freeze; DF = dry freeze; WNF = wet/no freeze; WF = wet/freeze.

Table 1 provides the number of test sections at each site. Each site includes 12 core test sections 

with variations in slab thickness, PCC flexural strength, base design, and slab width that 

contribute to a broader factorial matrix for the LTPP SPS-2 experiment.(7) Each site also includes 

supplemental test sections selected by State departments of transportation (DOTs) for 

comparison to a standard local design or to augment the core matrix.

One site from each of the LTPP climate zones was included. The climate at each site was 

verified using average monthly rainfall and temperature from the LTPP database. The Kansas 

site experienced more rainfall than expected for the dry/freeze region. 

Table 1 lists total monitoring duration in years and the number of LTPP profile-measurement 

visits to each site included in this study. Many of the sites were in service when the analysis was 

completed and were monitored beyond the duration included in this research. The profile 

measurements at the sites in North Carolina, Ohio, and Washington included three visits over a 

24-hour cycle in 2014. Monitoring the North Carolina site included seasonal visits over three 

annual cycles starting in fall 1997, fall 1999, and fall 2000. 

In addition to LTPP profile measurements, the analysis for this study incorporated profile 

measurements from another FHWA curl-and-warp study.(6) FHWA profile data included diurnal 

measurements of all five sites listed in table 1 and seasonal measurements of three sites. Diurnal 

measurements occurred before sunrise, after sunrise, at midafternoon, and after sunset over a 

single 24-hour cycle. Seasonal measurements occurred once per season over a 1-year cycle, and 

each seasonal measurement visit included measurements over a diurnal cycle.
6

Table 2 lists the sections from the seasonal monitoring program (SMP). Additional 

profile-measurement visits were available from each section. For example, the 38 additional 

visits to Arizona section 040215 included 19 cases when the section was visited twice in the 

same day. Thirty-four additional visits to North Carolina section 370201 formed 18 daily groups 

and completed seasonal measurement cycles from fall 2001 through summer 2003. The 18 daily 

groups include 11 pairs of visits from the same day and 7 instances when the section was visited 

3 times on the same day. The 15 additional visits to section 390204 completed seasonal 

measurement cycles from winter 1997 through fall 2000.

Table 2. Seasonal monitoring sections.

State Section Additional Visits Daily Groups

Arizona 040215 38 19

North Carolina 370201 34 18

North Carolina 370205 4 3

North Carolina 370208 3 2

North Carolina 370212 2 1

Ohio 390204 15 7

Table 3 lists the GPS-3 test sections. The five GPS-3 sections listed offered geographic diversity, 

consistent long-term monitoring of profile within the LTPP program, and seasonal and diurnal 

monitoring within the FHWA study of curl and warp. Sections 063021, 133019, 183002, and 

493011 were included in the SMP.

Table 3. GPS-3 sections.

State Section Climate

Monitoring 

Duration 

(Years)

ProfileMeasurement

Visits

Additional FHWA

Visits

California 063021 DNF 25 21 Seasonal, diurnal

Georgia 133019 WNF 24 39 Seasonal, diurnal

Indiana 183002 WF 25 31 Diurnal

Minnesota 273003 WF 18 12 Seasonal, diurnal

Utah 493011 DF 26 31 Seasonal, diurnal

DNF = dry/no freeze; DF = dry freeze; WNF = wet/no freeze; WF = wet/freeze.

Thirty-nine visits to section 133019 included seasonal visits over 4 annual cycles starting in 

spring 1992, starting in winter 1996, starting in fall 1997, and starting in spring 2000. Visits were 

made in 11 pairs, meaning that 2 visits were performed at different times on the same day. 

Thirty-one visits to section 183002 included seasonal visits over 1 annual cycle starting in fall 

1997. The visits also included four pairs of visits performed at two different times of the day and 

three other groups of visits performed at three different times on the same day. Thirty-one visits 

to section 493011 included seasonal visits over 4 annual cycles starting in fall 1993, starting in 

fall 1994, and starting in fall 1996. The visits also included five pairs of visits performed at two 

different times of the day. Appendix B provides a detailed listing of design features and a 

profile-measurement history for each test section.
7

CHAPTER 3. METHODS FOR ESTIMATING STRUCTURAL FACTORS

The PSG value is empirically estimated using profile data and the Westergaard curve-fitting 

procedure. This procedure assumes an idealized profile based on assumptions of linear 

temperature and moisture gradient throughout the full depth of the slab, which has ends that are 

unrestrained and a width that is infinite along the undeformed axis. The PSG is then estimated as 

the value required for the idealized profile to fit the measure profile along each slab.

(2)

To calculate PSG, certain structural factors for each section needed to be estimated as inputs for 

the Westergaard procedure: elastic modulus of the PCC slab (E), Poisson’s ratio (μ), modulus of 

subgrade reaction (k), and PCC slab thickness (h). This analysis used both AREA and Best Fit 

methods for estimating structural factors, k and E, which were evaluated in Long-Term Pavement 

Performance Program Determination of In-Place Elastic Layer Modulus: Backcalculation 

Methodology and Procedures (FHWA-HRT-15-036).

(5) The analysis resulted in two sets of 

structural factors used to compute PSG values.

ESTIMATING LAYER THICKNESS AND POISSON’S RATIO

AREA and Best Fit methods used the same PCC layer thickness and assumed a μ of 0.15. 

Generally, μ for PCC ranges from 0.15 to 0.20; 0.15 typically represents concrete with a higher 

stiffness. Assuming the value of μ is reasonable, as minor changes in μ would not result in 

significant error in calculating the shape of the Westergaard idealized profile. The other 

structural factors (E, k, and h) were more significant in determining the PSG.

The value for h was taken from data table TST_L05B of the LTPP InfoPaveTM database.

(8) This 

value is the representative thickness of the PCC layer and is usually estimated based on 

pavement cores taken before and after each test section. The pavement cores were measured in 

accordance with LTPP protocol AC01.(8) The thickness of a pavement layer from the beginning 

of a test section to its end is not perfectly uniform; averages from core measurements typically 

provide the best representation for the section as a whole. 

ESTIMATING STRUCTURAL FACTORS

Most test sections in the LTPP program have been sampled and have undergone laboratory 

material testing using LTPP testing protocols.(8) LTPP data, however, do not provide information 

on the stiffness of treated bases. Material testing on treated bases was limited to compressive 

strength testing and was only performed on four SPS-2 test sections in Michigan. The stiffness of 

treated bases was necessary to estimate the modulus of subgrade reaction of a composite 

pavement. Additionally, the modulus of subgrade reaction was measured by remolding soil 

samples, which may not represent the in-situ condition of the material. Therefore, estimations of 

material properties using FWD backcalculation were used to provide consistent data. However, 

there is a small source of error that inevitably occurs with FWD backcalculation because of the 

compensating layer effect. This effect is common in pavements with layers that are not clearly 

defined, undistressed, and homogenous, and results in the modulus of layers being overestimated 

or underestimated relative to the modulus of an adjacent layer. This research evaluated the 

results from two methods, AREA and Best Fit, for estimating E and k.
8

ESTIMATING STRUCTURAL FACTORS USING THE AREA METHOD 

The AREA method uses a backcalculation algorithm to estimate the radius of relative stiffness 

(l), k, and E. Unlike the Best Fit method, the AREA method is not iterative and is based on the 

AREA parameter.(9) In either method, both E and k values have an inverse relationship in 

determining the FWD deflection basin because of the compensating layer effect. The following 

equations (figure 1 through Figure 8) were used to estimate k and E. 

The deflection basin parameter for the seven-sensor configuration (AREA7) is the stiffness of the 

pavement layer relative to the subgrade. The value is computed using deflection measured by 

seven sensors at various offsets from the center of the load plate. Early FWD testing was 

performed using seven sensors with typical offsets of 0, 8, 12, 18, 24, 36, and 60 inches. The 

sensor at 8 inches would sometimes be moved to −12 (before the plate) for LTE testing. 

However, in 1999, the LTPP FWD equipment changed to nine sensors with typical offsets of 

−12 (before the plate), 8, 12, 18, 24, 36, 48, and 60 inches. For consistency, the AREA7 did not 

consider sensor offsets that only appear after 1999. The value is normalized to the deflection 

measured at the center of the load plate (d0), as shown in figure 1. 

Figure 1. Equation. Calculation of the AREA7 parameter. 

Where: 

dx = peak deflection in inches at sensor offset. 

AREA7 = a maximum value of 60, which would be an extremely stiff pavement. A minimum 

value of 4 would be an extremely soft pavement. However, the minimum and maximum 

values would be too extreme to be achievable for actual pavement. 

The equation in figure 2 is an empirical computation for the estimated radius of relative stiffness 

(lest) and is based on correlation to the AREA7 value. Both lest and AREA7 are values that express 

the relative stiffness between the pavement and the subgrade. Westergaard’s idealized profile 

computes lest from E, k, μ, and h. In theory, the lest value estimated from the AREA7 value could 

be input directly in Westergaard’s curve-fitting procedure, which would minimize the error in the 

idealized profile created from the compensating layer effect between E and k. For this reason, 

there is an expectation that PSG values derived from the AREA method would be more accurate 

than those derived using the Best Fit method because lest is derived from the shape of the 

deflection basin. The AREA method, however, relies on empirical data that precede LTPP. 

Therefore, the values produced by both methods were compared. 

Figure 2. Equation. Calculation of lest.

Figure 3 shows the equation for the nondimensional deflection coefficient at the center of the 

load plate ( ). The equation is used to estimate the modulus of subgrade reaction and the 

 

 

 

 

 

 

d0

∗
9

nondimensional deflection under the center of loading plates based on the radius of relative 

stiffness.

Figure 3. Equation. Calculation of .

Figure 4 shows the equation for the estimated modulus of subgrade reaction (kest). P is load 

magnitude. The equation is used to estimate the dynamic subgrade modulus estimated from the 

deflection measured at d0.

Figure 4. Equation. Calculation of kest. 

The adjustment factor equation for d0 (AFd0

) is presented in figure 5. L equals square slab size.

This equation is based on d0 and used to correct the estimated modulus of subgrade reaction for 

slab size, which was assumed to be an infinite plate in the Westergaard solution. 

Figure 5. Equation. Calculation of AFd0. 

Figure 6 shows the adjustment factor equation for lest (AFl

est). The equation is based on lest and 

used to correct the estimated k for slab size, which was assumed to be an infinite plate in the 

Westergaard solution. 

Figure 6. Equation. Calculation of AFl

est

. 

Figure 7 shows the equation for k. The equation is used to correct slab size and addresses the 

generalized limitations of Westergaard’s infinite slab solution by correcting to a solution for a 

finite circular slab. 

Figure 7. Equation. Calculation of the corrected k.

Figure 8 shows the equation for E. The value of μ is assumed to be 0.15, and h is the 

representative thickness of the PCC pavement. 

 

 

d0

∗

 

 

 

 

 

 
10

Figure 8. Equation. Calculation of E.

ESTIMATING STRUCTURAL FACTORS USING THE BEST FIT METHOD 

The k and E using the Best Fit method is a computed parameter from the data table 

BAKCAL_BEST_FIT_SECTION_LAYER in the LTPP database.(8) The computed unbonded 

modulus of the PCC layer was averaged to represent E in this dataset. 

The Best Fit method iterates through predicted deflection basins computed from k and l. The 

Best Fit method solves for k and l values that show the best agreement between the profile of the 

measured and predicted deflection basins.(10)

In contrast to the AREA method, the Best Fit method does not rely on empirical data. The 

structural factors are estimated in the Best Fit method so that errors in the predicted deflection 

are minimized. 

COMPARING AREA AND BEST FIT METHODS 

Figure 9 plots the k values estimated from the AREA and Best Fit methods. The two methods 

produced similar k values. The k values from the AREA method were slightly higher than the 

values from the Best Fit method. 

Source: FHWA. 

Figure 9. Graph. AREA versus Best Fit method for estimating k. 

Figure 10 plots the E estimated from the AREA and Best Fit methods. In several cases, E was 

estimated by the AREA and Best Fit methods to be similar in value. However, in several other 

cases, E was estimated to be slightly higher when using the Best Fit method than when using the 

 
11

AREA method. This relationship is the opposite of k, but that was expected because E and k have 

a compensating effect on the deflection basin. The outliers in figure 10 indicated the AREA 

method overestimated E compared to the Best Fit method. The difference in estimated values 

appeared more often in pavements with a lean concrete base (LCB). The E, k, and lest values for 

each section can be found in appendix F. Both Best Fit and AREA methods have estimated E

values higher than the expected average of 4,000 ksi and in some cases higher than the expected 

maximum of 10,000 ksi.

Source: FHWA.

Figure 10. Graph. AREA versus Best Fit method for estimating E.

Figure 11 plots the l values from the AREA and Best Fit methods. The plot illustrates the level of 

consistency between the two methods, especially considering the compensating effect between E

and k. The PSG value derived by fitting to a measured slab profile varies approximately with the 

inverse of the square of radius of relative stiffness for a given level of uplift at the slab ends (see

Figure 14 for the equation to compute uplift at the slab ends). However, in terms of uplift, the 

curve-fitting results vary slightly for the differences between the AREA and Best Fit methods as 

shown in figure 11.
12

Source: FHWA.

Figure 11. Graph. AREA versus Best Fit method for estimating l.
13

CHAPTER 4. PROFILE DATA ANALYSIS

SYNCHRONIZATION

Profiles were extracted directly from the raw measurements and aligned using automated 

synchronization to an initial basis profile. In automated synchronization, each candidate profile is 

aligned to a basis measurement using cross-correlation. The procedure iteratively searched for 

the longitudinal offset and longitudinal distance-measurement scale factor that maximized the 

correlation between the candidate profile and the basis measurement. Computer programs used 

for automated synchronization performed cross-correlation after applying the IRI algorithm to 

the candidate and basis profiles. 

Researchers used an automated synchronization procedure in these studies similar to a procedure 

applied in other studies of long-term roughness progression on LTPP SPS sites.(2,11–13)In those 

studies, the procedure aligned the profiles by adjusting their longitudinal offset. In this study, the 

procedure aligned the profiles over their entire extent by adjusting the longitudinal offset and 

applying a scale factor to the recording interval of each candidate measurement. This procedure 

ensured consistency of joint locations over the complete monitoring of each section, which 

expedited joint finding and curl-and-warp analysis. 

Table 4 lists the source (i.e., section or site) of the initial basis profiles by visit number,

measurement date, and repeat number for each GPS-3 section and SPS-2 site. Appendix B 

provides additional information on visit numbers. A basis profile for each section was selected 

from raw profile data recorded at an interval of 1 inch or less. Profile data were collected at an 

interval of 1 inch or less starting in late 1996.(14) For each SPS-2 site, basis profiles were selected 

from a profile measurement for which a complete set of event markers for section starting points 

were stored within the raw data. Spacing of event markers reconciled closely with the test section 

layout published in the construction reports.

(15–19)

Table 4. Source of initial basis profiles.

Section/Site Visit Measurement Date Repeat

Section 063021 13 04-Dec-2004 1

Section 133019 15 16-Oct-1997 1

Section 183002 14 05-Dec-1997 1

Section 273003 06 01-Aug-1997 1

Section 493011 12 05-Dec-1996 1

Site 040200 08 08-Nov-2001 1

Site 200200 06 03-Mar-1997 2

Site 370200 12 14-Jul-2001 7

Site 390200 03 08-Dec-1997 2

Site 530200 03 15-May-1998 1

For visits listed in Table 4, profiles of the remaining repeat measurements were automatically

synchronized to the initial basis profiles. For subsequent visits, profiles were extracted from raw 

measurements of each test section using the following steps:
14

1. Synchronize profiles from the current visit to the basis measurement from the previous 

visit.

2. Designate the repeat measurement from the current visit with the highest correlation to 

the basis measurement from the previous visit as the basis measurement from the current 

visit. 

3. Synchronize profiles from the current visit to the basis measurement from the current 

visit.

4. Repeat steps 1 through 3 until the final visit is complete.

Progress backward through the visits that precede the initial basis measurement using steps 1 

through 4.

Before extracting the individual profiles as described in steps 1 through 4, the longitudinal offset 

and recording interval of raw measurements over SPS-2 test sites were automatically adjusted to

improve their compatibility with the raw measurement designated for extracting initial basis 

measurements. The adjustment reduced the computation time needed during the iterative portion 

of the automatic synchronization process.

QUALITY SCREENING

Visits to each test section included up to nine repeat profile measurements. Researchers selected 

the five measurements that exhibited the best agreement with each other for further analysis. 

Agreement between two profiles was judged by cross-correlating the profiles after applying the 

IRI filter. The average correlation level produced by these calculations provided a quantitative 

assessment of the repeatability within each set of repeat measurements. Overall, the selected data 

included 9,570 profiles from 1,941 section visits. Appendix C includes a list of the five selected 

repeat measurements from each visit to each section and a detailed description of the selection 

process. 

SUMMARY ROUGHNESS VALUES

Appendix D provides roughness progression plots for the 85 test sections included in this study. 

These plots show the left and right IRI values from each visit during the monitoring period. 

Appendix D also lists the Mean Roughness Index (MRI) and Half-car Roughness Index (HRI) of 

each section for each visit. These IRI, MRI, and HRI values are the average of the five repeat 

measurements selected in the quality screening. Appendix D also provides the standard deviation 

(SD) of the IRI for the five repeat measurements. High SD values help identify erratic roughness 

values resulting from transverse variations in the pavement surface caused by surface distresses.

JOINT FINDING

Estimating curl and warp required isolating individual slab profiles by identifying joint locations.

Researchers needed to identify joint locations consistently to help ensure changes in estimates of 

curl and warp were caused by genuine changes in slab movement rather than inconsistencies in 

the assumed slab boundaries. Precise identification (to the extent possible) of joint locations 

helped incorporate as much of the longitudinal range of profile within a slab as possible, 

particularly at slab ends where changes in elevation because of curl and warp are often the 

largest.
15

The algorithm for finding joint used in this research was similar to the algorithm applied in the 

Arizona SPS-2 site study of curl and warp.(2) The method identified potential joint locations by 

seeking narrow downward spikes in each profile, prioritized locations where the spikes appeared 

consistently in repeated profile measurements and on both sides of the lane with provisions for 

skewed joints, and sought the set of prioritized locations that best approximated a known joint 

spacing or saw-cut spacing pattern. Appendix E describes the application of the method in detail.

The algorithm succeeded in locating all joints for profiles collected from December 1996 

through January 2013 because those profiles were measured using narrow footprint-height 

sensors. A narrow footprint height sensor detects the height of the road surface by projecting 

(and detecting) light over a relatively small area on the pavement surface. As a result, narrow 

spikes appeared within the profiles at the locations of joint openings. Profile data collected 

before December 1996 were measured using height sensors with wider footprints and recorded 

after the application of low-pass filtering. Narrow spikes did not appear in the joints within in 

these profiles, and joint locations were assumed to be the same as the nearest visit for which the 

spike-detection algorithm succeeded. The profile synchronization process, described in the 

beginning of chapter 4, enforced consistency in longitudinal distance measurement for all 

profiles throughout the monitoring history of each section.

After January 2013, high-speed profilers recorded the profile measurements after applying

low-pass filtering, which removed more short-wavelength content than the high-speed profilers 

used before January 2013. Downward spikes that appear in measured profiles at the joints did not 

stand out relative to other content within from the Washington SPS-2 site because those test 

sections included coarse surface texture. Joint locations for profiles collected after January 2013 

at the Washington site were assumed to be the same as the last visit from before January 2013.

In some cases, the curl-and-warp analysis was terminated prior to the end of the monitoring 

period because of changes in the structural status of the test section. These changes included the 

installation of wide patches at joints on sections 200205 and 493011, diamond grinding of 

section 200210, patching and slab replacement on sections 390208 and 390212, and placement 

of an asphalt overlay on section 183002.

CURL-AND-WARP ANALYSIS

Curl-and-warp levels present within each profile were estimated using slab-by-slab analysis of 

local profile segments. The procedure quantified the level of curl and warp on each slab using 

PSG. PSG is the gross strain gradient required to deform a slab into the shape that appears within 

the measured slab profile from a flat baseline. The PSG value for each slab was derived using a 

curve fit between the measured profile and an assumed slab shape predicted by the Westergaard 

equation.(20) Appendix F presents the Westergaard equation and details about the curve-fitting 

procedure.

The Westergaard equation predicts the change in slab profile that has deformed in response to a 

linear strain gradient throughout its depth. The underlying model assumes that the slab rests on a 

dense liquid foundation. The equation includes slab length, Poisson’s ratio, and radius of relative 

stiffness. In turn, radius of relative stiffness depends on elastic modulus, slab thickness, modulus 

of subgrade reaction, and Poisson’s ratio.
16

For this study, material properties were assumed to be constant for a given section throughout the 

section’s distance and monitoring history. LTPP database table L05B provided slab thickness

values, which were primarily based on cores collected at the ends of each section. Elastic 

modulus and modulus of subgrade reaction were derived from FWD testing using two methods 

of analysis: AREA and Best Fit. Appendix F provides the material properties derived from each 

method.

The analysis for the structural properties produced a PSG value for each slab with every 

profiler’s pass over an individual test section. Depending on the test section, this included 24 to 

42 slabs that were within the test section boundaries. The analysis also included slabs at each end

of the test section that were partially within the test section boundaries. A typical test section 

with 15-ft-long slabs included either 32 or 33 slabs that were completely within the test section 

boundaries. The analysis was applied to 876,211 slab profiles.

PSG values for a given profile-measurement visit were analyzed by examining the distribution of 

PSG values within a test section and the spatial variation within a test section. The PSG values 

for a given slab were summarized by averaging PSG values for the five (or fewer, in some cases) 

repeat profile measurements from each visit to a test section. Sectionwide PSG averages were 

examined for long-term changes, diurnal variations, and seasonal variations over multiple visits.
17

CHAPTER 5. CURL-AND-WARP BEHAVIOR

DETAILED VIEW

Figure 12 shows a detailed view of the curl-and-warp behavior evident in the left profiles of 

section 133019 throughout that section’s monitoring history. The figure shows whisker plots of 

PSG values from each set of five repeated profiler passes. PSG values were derived using an 

estimate of l of 34.1 inches, which was produced by the Best Fit method. Positive PSG values 

correspond to downward curl. 

Source: FHWA.

Figure 12. Graph. Detailed view of curl-and-warp behavior in left profiles of section 

133019.

Each row in figure 12 shows the minimum, 25th percentile, median, 75th percentile, and 

maximum PSG value for 120 slab profiles. The 120 slab profiles correspond to 24 slabs within 
18

the test section and 5 passes over the section per visit. The figure lists the date of each visit and 

the time of the first profiler pass. PSG values from individual slabs do not necessarily 

characterize curl-and-warp behavior because the profile of each slab includes other sources of 

irregularity, such as construction defects, grade changes, and distress. However, the median PSG 

values shown for each visit are associated with the amount of curl and warp present at the time 

because the influence of other irregularities is compensated over many slabs. Differences in 

median PSG values between visits are of interest because the differences are associated with 

cyclic and long-term changes in curl and warp. 

Figure 12 illustrates several aspects about the curl-and-warp behavior of section 133019. First, 

the prevailing curl and warp on section 133019 is downward. The median value of the PSG is 

near zero for the first monitoring visit and is positive for all subsequent visits, which corresponds 

to downward curl. Second, the downward curl increases unsteadily over the first 20 years of 

monitoring. The overall increase in median PSG may have implications to the structural status of 

the section but is obscured by short-term changes. Third, section 133019 exhibits diurnal 

changes in slab curl. For example, figure 12 includes nine visits that occurred prior to 9:30 a.m.

followed by a subsequent visit in the afternoon the same day. In every case, the median PSG 

value was higher in the afternoon, which is associated with an increase in downward curl caused 

by an increase in surface temperature. The two diurnal pairs shown in figure 12 with an initial 

visit after 10 a.m. did not follow this trend. Fourth, section 133019 may exhibit seasonal changes 

in curl. 

Figure 12 includes seasonal measurements in 1996, 1998, and 2001. Median PSG values 

fluctuated throughout each interval, and fluctuations were the largest in 1996. However, 

explicitly distinguishing diurnal, seasonal, and long-term changes in PSG required knowledge of 

the temperature and moisture environment of the slab.

Finally, the magnitude of curl detected in the last two visits is reduced. Surface grinding

performed in late 2010 reduced the roughness on this section. The postgrind PSG values are 

shown in figure 12 to illustrate the change in apparent slab curl. The difference in pregrind and 

postgrind PSG values does not, however, imply a change in the internal stress state of the 

pavement.

TRENDS WITH TIME FOR SECTIONWIDE CURL

Figure 13 summarizes the trends in prevailing curl and warp with time on section 133019. The 

figure shows a weighted average of PSG values from each profile-measurement visit. Like the 

data in figure 12, PSG values were derived using an l value produced by the Best Fit method. 

The weighted average incorporates slab-by-slab PSG values from repeat passes (typically five 

passes) selected for each monitoring visit. The contribution of the PSG value from each slab 

profile is weighted by slab length, which has a constant nominal value on section 133019. 

Figure 13 expresses the age of section 133019 in years since the date of construction for each 

visit.
19

Source: FHWA.

Figure 13. Graph. Average PSG values versus time using Best Fit method for section 

133019.

Figure 13 illustrates the direction of slab curl and warp observed in section 133019 and the 

long-term trend. The figure also demonstrates the magnitude of seasonal and diurnal changes in 

curl relative to the prevailing level. Appendices G and H provide plots in the same format as 

Figure 13 for PSG values derived using the Best Fit and AREA methods, respectively, for each 

test section. 

The trends in PSG derived using the Best Fit and AREA methods were similar. In the

Westergaard deflection equation used to produce curve fits for estimating PSG, the uplift at the 

slab ends (z0) is proportional to the product of PSG and l

2

, as shown in Figure 14.

Figure 14. Equation. Uplift at slab ends.

Poisson’s ratio (μ) was assumed to be 0.15. 

Fitted PSG values from the Best Fit and AREA methods correlate closely when they are scaled 

by the square of their respective estimates of l. Values of slab-end uplift for fitted profiles were 

closely correlated between the two methods. For example, plots in appendices G and H each 

include 1,877 PSG values for the left-side profiles. The corresponding uplift values range from 

−0.21 to 0.19 inches, and the largest difference between the AREA and Best Fit methods is 

0.0026 inches. Therefore, results are provided for the Best Fit method only in the remainder of 

this discussion.
20

Figure 15 through Figure 20 summarize the curl-and-warp behavior of the test sections included 

in this study. The figures group SPS-2 test sections by site; the five GPS-3 sections appear in the 

same figure. These figures show the weighted PSG ranges observed over the monitoring period 

for each section included in this study. The figures show PSG values derived using the l value 

produced by the Best Fit method.

Source: FHWA.

Figure 15. Graph. Weighted PSG ranges for GPS-3 test sections.

Source: FHWA.

Figure 16. Graph. Weighted PSG ranges for Arizona SPS-2 test sections.
21

Source: FHWA.

Figure 17. Graph. Weighted PSG ranges for Kansas SPS-2 test sections.

Source: FHWA.

Figure 18. Graph. Weighted PSG ranges for North Carolina SPS-2 test sections.
22

Source: FHWA.

Figure 19. Graph. Weighted PSG ranges for Ohio SPS-2 test sections.
23

Source: FHWA.

Figure 20. Graph. Weighted PSG ranges for Washington SPS-2 test sections.

SPATIAL TRENDS

Some test sections exhibited spatial changes in PSG values. Figure 21 shows left PSG values for

34 slabs in section 040214. Each value in the figure is the average over five repeated passes.

PSG values transition from upward curl (negative values) at the start of the test section to values 

near zero at the end of the test section in profiles measured in winter 1994. These profiles were 

measured less than 4 months from the date the site was opened to traffic. Profiles measured in 

winter 2004 transition from downward curl (positive values) to upward curl (negative values) at 

the end of the test section. Karamihas and Senn illustrated the transition from downward curl to 

upward curl for the right PSG values from the same test section.(2)
24

Source: FHWA.

Figure 21. Graph. Spatial variation in left PSG values for section 040214.

Figure 22 shows the spatial trend in left PSG values for profiles measured on section 040220. 

These profiles were measured 18.2 years after the site was opened to traffic. The transition 

toward a reduction in upward curl along section 040220 appeared in profiles from both sides. 

The reduction in upward curling was small early in the life of this section, increased over the first 

18.2 years, and held steady over the rest of the monitoring period.
25

Source: FHWA.

Figure 22. Graph. Spatial variation in left PSG values for section 040220.

Figure 23 shows the spatial trend in left PSG values for profiles measured on section 200201. 

These profiles were measured 13.8 years after the site was opened to traffic. The negative PSG 

values over the last 60 ft of the section were observed on replacement slabs. The two slabs 

closest to the end of the section were replaced 3.4 years after the site was opened to traffic, and 

the two adjacent slabs upstream were replaced 10.1 years after the site was opened to traffic.
26

Source: FHWA.

Figure 23. Graph. Spatial variation in left PSG values for section 200201.

Additional examples of spatial trends in PSG are included in the following list:

• Section 133019 exhibited an increase in downward curl along its length throughout its 

monitoring history, except for when profile measurements were collected after surface 

grinding. The magnitude of the trend was strongest for right-side profiles.

• Section 183002 exhibited a decrease in upward curl along its length throughout the 

monitoring period. The magnitude of the trend was larger for left-side profiles than 

right-side profiles. The magnitude of the trend also increased for left-side profiles over 

the first 24 years of the monitoring period and was steady for several visits afterward.

• Section 200206 exhibited a decrease in downward curl along its length for part of the 

monitoring period for left-side profiles. The magnitude of the trend increased from 11 to 

21 years after the date the site was opened to traffic and held steady afterward.
27

CHAPTER 6. THEORETICAL IRI–PSG RELATIONSHIP 

This section illustrates the relationship between IRI and PSG values using synthesized profiles. 

Synthesized profiles with curling are created using the Westergaard deflection equations. The 

relationship between IRI and PSG values is examined in the absence of other sources of 

roughness using the synthesized profiles. This section also examines the IRI–PSG relationship 

for profiles with curling and other sources of roughness by superimposing synthesized 

background roughness on the idealized deflection profiles. 

SYNTHESIZED PROFILES FOR CURL ONLY 

Synthetic profiles of curl and warp are based are created using the Westergaard deflection 

equation in a repeating pattern. Figure 24 shows an example with a 15-ft slab length (b), l of 40 

inches, μ of 0.15, and PSG of 100 /inch. The IRI of this profile is 207.6 inches/mi.

Source: FHWA. 

Figure 24. Graph. Idealized profile with curling. 

Figure 25 shows the variation in IRI with PSG for idealized profiles with a b value of 15 ft and l

values of 25, 40, and 60 inches. As shown, IRI varies in proportion to the magnitude of PSG for 

a given combination of l and b. This magnitude of the slope for a given combination of b and l is 

the same for negative values of PSG. This would not be the case, however, when the influence of 

faulting and downward spikes at joints are added. 
28

Source: FHWA.

Figure 25. Graph. IRI versus PSG for various values of l.

The slope defining the increase in IRI with PSG depends heavily on l. Figure 26 shows a reduced 

version of the Westergaard deflection equation.

Figure 26. Equation. Simplified Westergaard equation for slab deflection.

Idealized slab profiles have a shape that is a function of b, l, and distance along the slab (x). The 

function f has a unit upward deflection at the slab ends. The value of z0 scales in proportion to 

PSG and in proportion to l

2

.

Figure 27 demonstrates this relationship for b values of 12, 15, and 20 ft. The figure shows the 

variation in IRI versus PSG slope with l. For each value of b, the IRI versus PSG slope varies in 

approximate proportion to l

2

. Changes in the shape of slab profiles with l cause minor deviations 

from a squared relationship not visible in figure 27. However, the squared relationship between l

and z0 translates to an approximately squared relationship between the l and the IRI versus PSG 

slope.
29

Source: FHWA. 

Figure 27. Graph. IRI versus PSG slope versus l.

For an evaluation of curl and warp that involves structural behavior, using PSG is a convenient 

way to quantify slab deformation because it offers a potential link to changes in the slab stress 

state at various times and absolute stress state in some cases. For the evaluation of functional 

behavior, such as evaluation of changes in IRI versus time, uplift provides a more convenient 

quantification of curl and warp. Uplift (z0), as defined implicitly in Figure 26, provides the 

upward deflection at the slab ends. For this discussion, the research team defines relative uplift 

(z) for the Westergaard deflection equation as uplift relative to the slab center. As shown in 

Figure 24, the slab center also deflects. z is defined as shown in figure 28, where s, c, sh, and 

ch are trigonometric and hyperbolic functions of the argument . 

Figure 28. Equation. z.

Figure 29 shows the equation for .

Figure 29. Equation. . 

Figure 30 shows the IRI for 0.01 inches of z as a function of l for b values of 12, 15, and 20 ft. 

Figure 30 also shows that IRI increases as b decreases for a given amount of ∆z because an 

approximately equal amount of slope variation is concentrated within a shorter distance when the 

slab is shorter. For each value of b, the IRI for a given amount of z changes with l because of 

changes in the shape of the slab deflection profiles. As l reduces in relation to b, the deflection 
30

profiles transition from an approximate parabolic shape to a profile that flattens in the middle. 

The result is a relative increase in the short-wavelength variation that contributes to the IRI.

Source: FHWA.

Figure 30. Graph. IRI per 0.01 inch of z.

SYNTHESIZED PROFILES WITH BACKGROUND ROUGHNESS

When deflection caused by curl and warp and other sources of roughness are superimposed to 

establish a combined profile, some cancellation between the two sources of roughness occurs. In 

addition, variations of the apparent PSG values for individual slabs occur around the nominal 

value. This section demonstrates these phenomena by combining synthesized slab profiles with 

curling and profiles with nonperiodic background roughness. As in the previous discussion on 

synthesized profiles for curl, profiles are synthesized using the Westergaard deflection equation. 

Systematic Effects

Figure 31 shows the IRI versus PSG for profiles that combine synthesized profiles with slab curl 

and background roughness. The profiles were synthesized for 15-ft-long slabs and l of 40 inches, 

which are shown in Figure 24. Background roughness was synthesized with IRI values of 50, 80,

and 110 inches/mi. The line in Figure 31 that represents 0 inches/mi shows the relationship 

between IRI and PSG for synthesized profiles with no background roughness added. This 

corresponds to the middle line in Figure 25.

Each point in Figure 31 shows the average IRI versus the average PSG for 15,000 simulated test 

sections. Each test section included thirty-three 15-ft-long slabs totaling 495 ft. For each point, 

the simulation superimposed synthesized deflection profiles over 100 realizations of white noise 

slope, which were each 75,000-ft long. This length includes 150 test sections with 33 slabs each 

and an additional 50 slabs for at the start. As described in the following sections, the IRI and 

PSG values for individual test sections vary around the averaged values shown in Figure 31 for 

individual sections.
31

Source: FHWA. 

Figure 31. Graph. Average IRI versus PSG for curl and background roughness. 

Previous research into the application of PSG proposed a linear relationship between IRI and 

PSG.(2,3) Figure 31 shows that a linear fit approximates the relationship between IRI and PSG 

values when curl and warp account for a majority of the roughness. However, a linear fit does 

not approximate the relationship between IRI and PSG values when the magnitude of curl and 

warp is relatively low. Additionally, extrapolation of the IRI versus PSG slope from a range with 

substantial curl and warp to estimate the background roughness is not accurate. 

If both profile components were random, Gaussian signals, a sum-of-squares model 

approximates the IRI of the combined profile (IRIComb) as shown in figure 32.

Figure 32. Equation. Simple expression for IRIComb. 

Where: 

IRICurl = the IRI of the synthetic profile of curl and warp, shown in the lower trace of Figure 

31.

IRIBack = the superimposed background roughness. 

When IRIComb is estimated using PSG, the equation in figure 32 becomes the equation shown in 

figure 33. 

Figure 33. Equation. Estimated IRIComb. 
32

The derivative of IRI with respect to PSG (dIRI/dPSG) is the theoretical IRI versus PSG slope 

established using synthetic profile of curl and warp, as shown in Figure 25. The equation in 

Figure 32 estimated IRIComb to within 1.4 percent or less using the data from Figure 31. However, 

the equation in figure 33 overestimated IRIComb with a systematic residual that increased with 

PSG because the synthetic profiles of curl and warp were not Gaussian. Less cancellation of 

roughness occurs when the profiles are combined than if both profile components were Gaussian. 

The equation in figure 34 estimates IRIComb with absolute residual values of 0.60 inches/mi or 

less and an SD of 0.21 inches/mi when using data points from Figure 31.

Figure 34. Equation. IRIComb empirically estimated using PSG.

However, the factor applied to IRICurl required to create the best fit may depend on b and l. 

The research in this report is concerned with predicting the roughness not caused by curl and 

warp (i.e., IRIBack) using the overall IRI (i.e., IRIComb) and values of PSG derived from the profile

in figure 35.

Figure 35. Equation. IRIBack empirically estimated using PSG.

Factor A is introduced because the profile content caused by curl and warp is not random or 

Gaussian. The error in the sum-of-squares approximation is low for predictions of IRIComb based 

on PSG and IRIBack. Prediction of IRIBack from PSG and IRIComb, however, can yield a high 

systematic error when the background roughness is low relative to the roughness caused by curl 

and warp.

Figure 36 shows the prediction of background roughness by using the equation in figure 35 for 

combined profiles produced with actual IRIBack of 50 inches/mi. With no adjustment to account 

for non-Gaussian content (i.e., A = 1), the error grows in approximate proportion to PSG squared. 

For higher values of IRIBack, the error is lower. The absolute error in IRI reduced in inverse 

proportion to IRIBack and the percentage error in IRI reduced in inverse proportion to the square 

of IRIBack. As shown in figure 36, the error is much lower with the adjustment applied 

(i.e., A = 0.97347).
33

Source: FHWA.

Figure 36. Graph. IRIBack prediction.

Random Effects

With background roughness added, PSG values for individual slabs vary from the nominal value. 

For the simulations used to produce the graph in Figure 31, the white noise slope profile with an 

IRI of 50 inches/mi introduced slab-by-slab variation in PSG with an SD of 10.78 /inch. This 

corresponds to a b value of 15 ft and an l value of 40 inches. The distribution closely 

approximated a Gaussian distribution and produced a value of 0.0035 in a Komoglorov−Smirnov 

test for the 495,000 simulated slabs. 

The slab-by-slab variation in PSG values caused by background roughness averages out over 

many slabs. Figure 37 shows the result when 495,000 slabs are divided into 15,000 test sections 

containing 33 slabs each. The figure shows the distribution in sectionwide PSG for groups 

containing 33 slabs when IRIBack is 50 inches/mi and the nominal PSG value is −50 /inch. For 

this distribution, the average is −50.02 /inch and the SD is 2.4 /inch. Using an average of

33 slabs, which equals 495 ft, some of the scatter was eliminated. 
34

Source: FHWA.

Figure 37. Graph. PSG distribution with background roughness for 15,000 test sections.

For the simulations used to produce the graph in Figure 31, the variation in PSG grew in 

proportion to the IRIBack. However, the variation did not depend on the nominal PSG value. For 

PSG values ranging from −100 to 100 /inch, the SD of sectionwide PSG values (averaged over 

33 slabs) ranged from 2.36 to 2.42 /inch with IRIBack of 50 inches/mi. At 80 inches/mi, the SD 

ranged from 3.78 to 3.87 /inch, and at 100 inches/mi, the SD ranged from 5.20 to 5.33 /inch. 

For longer sections, the variation in sectionwide averages decreased. For example, with IRIBack

equal to 50 inches/mi, the SD in sectionwide PSG averaged over 66 slabs (i.e., a section length 

of 990 ft) was 1.11 /inch, and the SD in sectionwide PSG averaged over 165 slabs (i.e., a 

section length of 2,475 ft) was 0.66 /inch.
35

CHAPTER 7. OBSERVATIONS OF THE IRI−PSG RELATIONSHIP

A goal of this research was to examine whether the relationship between IRI and PSG could be 

generalized. For example, if field observations using FHWA and LTPP data analyzed in this 

work demonstrated agreement with the analytical results previously presented, the measurement 

effort needed to infer the contribution of curl and warp to the overall roughness of a test section 

would be reduced. Alternatively, if observations of the change in IRI with PSG values 

demonstrated a consistent relationship among the test sections analyzed in this study, some 

generalizations would be possible. This, however, was not the case. Although the 

sum-of-squared model fits the IRI versus PSG data well for cases that had sufficient data to 

capture short-term changes in curl and warp, the fitting coefficients were not consistent among 

test sections with the same slab length.

Figure 38 shows a curve fit produced by the sum-of-squares model for profiles in section 040213

of the FHWA dataset. The figure compares IRI to PSG for the right-side profiles measured 

during 16 seasonal and diurnal measurement visits to the section. 

Source: FHWA.

Figure 38. Graph. Sample IRI versus PSG fit for the sum-of-squares model.

The fitted curve in Figure 38 was produced using the Levenberg–Marquardt algorithm for a 

nonlinear, least squares fit to the function shown in Figure 39.

Figure 39. Equation. Fitting function for IRI versus PSG.
36

In the equation in Figure 39, IRI and PSG are measured. IRIBack and dIRI/dPSG are fitted 

parameters. IRIBack represents a prediction of the IRI that would occur in the absence of slab curl 

and warp (i.e., background roughness). The coefficient dIRI/dPSG represents an empirical 

estimate of the IRI versus PSG slope that would exist in the absence of background roughness.

Table 5 shows the results for 38 curve fits applied to the FHWA dataset. The table includes only 

test sections monitored seasonally and diurnally and only with a nominal slab length of 15 ft, 

which are sections within the core experiment from SPS-2 sites. Table 5 lists cases in which the 

curve fit produced a residual less than 2.4 inches/mi and the 95-percent confidence interval for 

the IRI versus PSG slope was less than 10 percent of the fitted value. Table 5 also lists the two 

fitted coefficients and their 95-percent confidence intervals and the high and low PSG values 

included in the observations. Most of the excluded data produced high 95-percent confidence 

intervals because the PSG values were low or changed very little.

Table 5 also includes the coefficients produced by fitting the IRI to relative uplift (∆z) using the 

sum-of-squares model (Figure 40).

Figure 40. Equation. Fitting function for IRI versus z.

In the equation in figure 40, dIRI/d∆z is a fitted value that represents the IRI versus relative uplift 

slope that would exist without other sources of roughness. Figure 40 provides the relationship 

between ∆z, PSG, and l. Unlike the IRI versus PSG slope, the slope between IRI and ∆z does not 

vary in proportion to the square of l. 

As shown in Figure 30, the fitted value of dIRI/d∆z is expected to be consistent over a large 

range of l values and have a value near 800 inches/mi/inch. It is not consistent, which shows that 

the relationship between the IRI and curl and warp cannot be generalized solely on structural 

properties. The individual curve fits often produced low residuals for individual sections when 

observations over a sufficient range of PSG values were available (Table 5). The data 

characterize the relationship between IRI and curl and warp for the individual test sections that 

produced the data.
37

Table 5. IRI versus PSG fitted coefficients.

Section Side

IRIBack

(Inches/mi)

dIRI/dPSG 

(Inches/mi)/

(/Inch)

PSG Range 

(/Inch)

dIRI/d∆z

(Inches/mi)/

(Inch)

040213 Left 66.91 ± 1.04 1.356 ± 0.010 −88.5 to −51.0 702 ± 5

040215 Right 91.26 ± 2.13 1.970 ± 0.051 −50.9 to −30.7 734 ± 19

040215 Left 85.25 ± 1.34 1.821 ± 0.029 −54.5 to −32.5 678 ± 11

040217 Right 62.82 ± 0.94 0.881 ± 0.019 −92.2 to −19.4 842 ± 18

040217 Left 68.95 ± 1.08 0.848 ± 0.015 −116.1 to −39.1 811 ± 14

040218 Right 58.92 ± 0.97 1.567 ± 0.072 −32.4 to −4.4 986 ± 45

040219 Right 91.78 ± 0.92 2.454 ± 0.036 −46.3 to −12.8 891 ± 13

040220 Right 66.69 ± 0.91 2.249 ± 0.086 −27.2 to −6.3 814 ± 31

040221 Right 54.37 ± 1.80 1.665 ± 0.035 −59.0 to −25.4 776 ± 16

040221 Left 60.87 ± 0.92 1.537 ± 0.020 −61.0 to −24.6 716 ± 9

040222 Right 52.68 ± 0.85 1.353 ± 0.025 −54.8 to −9.1 684 ± 13

040223 Right 78.30 ± 0.93 2.211 ± 0.033 −43.8 to −17.0 765 ± 11

040223 Left 69.40 ± 1.51 2.147 ± 0.048 −42.2 to −17.3 743 ± 17

040224 Right 69.67 ± 0.44 1.667 ± 0.051 −28.3 to −2.1 561 ± 17

200201 Left 118.46 ± 0.62 1.931 ± 0.109 −2.4 to 29.2 1006 ± 57

200202 Left 60.96 ± 0.58 1.355 ± 0.062 −32.9 to 4.5 699 ± 32

200203 Right 85.82 ± 0.35 2.270 ± 0.048 10.8 to 23.9 826 ± 17

200204 Right 77.57 ± 0.90 2.028 ± 0.060 −31.3 to −12.1 626 ± 18

200204 Left 71.08 ± 0.94 2.237 ± 0.031 −37.1 to −20.5 690 ± 10

200205 Left 96.69 ± 0.63 2.515 ± 0.165 −6.2 to 18.6 1268 ± 83

200207 Right 91.82 ± 1.05 2.871 ± 0.106 12.9 to 23.4 860 ± 32

200211 Right 81.34 ± 0.44 3.004 ± 0.085 1.4 to 18.9 934 ± 26

390201 Left 98.65 ± 0.74 2.271 ± 0.110 −23.0 to 13.8 1021 ± 49

390203 Right 68.46 ± 0.44 2.045 ± 0.038 −27.7 to 5.4 666 ± 12

390203 Left 72.67 ± 0.41 2.009 ± 0.042 −25.8 to 4.9 654 ± 14

390204 Left 60.56 ± 0.72 2.407 ± 0.058 −25.8 to −1.1 851 ± 20

390207 Right 79.83 ± 0.61 2.550 ± 0.064 1.3 to 28.0 839 ± 21

390207 Left 84.17 ± 0.40 2.307 ± 0.052 1.5 to 26.4 759 ± 17

390208 Right 84.36 ± 0.93 2.456 ± 0.218 −16.1 to 15.8 738 ± 66

390209 Right 73.70 ± 0.45 1.679 ± 0.097 −19.5 to 12.1 780 ± 45

390209 Left 78.78 ± 0.25 1.358 ± 0.055 −22.8 to 8.7 631 ± 25

390210 Left 72.73 ± 0.57 1.327 ± 0.111 −1.5 to 28.5 702 ± 59

390212 Left 66.50 ± 0.38 2.336 ± 0.105 −3.7 to 17.8 753 ± 34

390261 Right 70.86 ± 0.24 2.350 ± 0.059 −17.5 to 1.0 623 ± 16

390261 Left 81.88 ± 0.49 2.363 ± 0.136 −16.8 to 0.0 627 ± 36

390262 Right 68.02 ± 0.44 2.003 ± 0.139 −14.7 to −1.3 476 ± 33

390263 Right 81.20 ± 0.55 2.648 ± 0.102 −18.1 to 5.7 779 ± 30

39

CHAPTER 8. CORRELATION TO ENVIRONMENTAL FACTORS

The curl-and-warp response in PCC pavements has been attributed to temperature and moisture 

gradients. Pavement surface is directly exposed to temperature and moisture from sunlight and 

precipitation, either of which can then permeate the pavement. Moisture can also permeate 

upward from the ground and become trapped underneath the pavement. In either case, the top 

and bottom of the PCC pavement layers are exposed to different environmental conditions. This 

difference in conditions is measured using a temperature or moisture gradient that expresses a 

change in temperature or moisture relative to the depth of the pavement.

The relationship of moisture and temperature to pavement depth is not perfectly linear, and the 

gradients produced in each slab are not identical. The design of a test section assumes a certain 

amount of uniformity. However, there are variations in construction methods (e.g., finishing and 

curing), subpavement conditions, and drainage that affect individual slabs. Researchers have 

observed that some slabs in a test section may curl up while others curl down. Some slabs may 

crack and some may have voids underneath the pavement. Portions of this study assume that the 

average curling across a test section should reflect the behavior of most slabs. However, in 

sections with near equal amounts of slabs curled up and curled down, averaging PSG over the 

test section may introduce variability into the correlation analyses.

PCC has higher compressive strength than tensile strength. Accordingly, PCC’s design is 

typically controlled by its flexural strength. Internal stresses from curling and warping can 

magnify external bending stresses and cause different types of slab failures. Changes in 

temperature can cause concrete to expand or contract, and evaporation of moisture in the 

concrete can cause shrinkage. When the top or bottom of concrete pavement expands, contracts, 

or shrinks at a faster rate than the other side, the shape of the pavement curls or warps from

uneven internal stresses. An upward curl can cause corner breaks from high stress at the top of a 

slab. A downward curl may result in transverse cracking from high stress at the bottom of a slab.

An upward pavement curl from temperature gradients usually occurs at night when the 

temperature at the bottom of a slab is greater than the temperature at the surface. This happens 

because pavement stores heat during the day but at night the surface of the pavement cools faster 

than the bottom of the pavement, which creates a temperature differential. By the next morning, 

the bottom of the pavement would have cooled off in time to have the pavement surface heat 

again from daytime temperatures. During the day, the temperature at the top of the pavement is 

higher than at the bottom, which causes a downward curl. Concrete pavement can cycle between 

relatively upward- and downward-curl behavior through daily temperature fluctuations (diurnal 

cycling). Curling is not typically considered to cause permanent curvature but is unknown how it 

might interact with drying shrinkage on a seasonal cycle. Seasonal temperature variation adds yet 

another level to this trend as hot summer days will create higher temperature differentials than 

colder winter days.

Warping caused by the moisture gradient in concrete pavements is typically upward. The 

moisture gradient occurs due to a cycle of wetting and drying at the top of the slab while the 

bottom of the slab remains saturated. Downward warping may occur in rare occasions where the 

moisture content is higher at the top of the slab than at the bottom, such as wetting of the 
40

pavement surface following a long dry period. As the concrete dries, it shrinks, and when one 

side (i.e., top or bottom) shrinks more than the other side, internal stresses cause curvature. The 

shrinkage that occurs through each cycle of wetting and drying is partly irreversible, which could 

cause the pavement to incur permanent and incremental changes in the slab curvature.

Slab curvature can occur over time and at the time of construction because there are two types of 

shrinkage—drying and autogenous—with different mechanisms that can cause the slab to warp. 

Drying shrinkage happens over time as the pavement undergoes wetting and drying from 

changes in relative humidity. Autogenous shrinkage can cause the pavement to warp while it 

cures during construction. Autogenous shrinkage occurs while the pavement has yet to set; 

therefore, the built-in curvature that is initially observed in a new pavement is expected to flatten 

because of concrete creep (the permanent deformation of concrete from persistent loading). 

Drying shrinkage is driven by the loss of capillary water through evaporation. Water in the 

capillaries becomes saturated from the humidity in air-entraining voids. When the water in the 

capillaries evaporates, the hydrate particles contract, causing tensile stress.

Shrinkage in concrete pavements transpires exclusively in the paste component of the mixture 

and not the chemically inert aggregate. The paste is made from water and cement that undergoes 

hydration, causing the concrete to harden. Differences in moisture and temperature during the 

initial curing process cause the concrete to form an initial curvature. High-strength concrete with 

higher volumes of paste can cause even higher amounts of autogenous shrinkage, thus resulting 

in more-significant curvature. The use of curing compounds and methods and construction 

practices can also affect the initial curl. The initial curing process can also impact how the 

pavement behaves over time by altering its shrinkage potential.

Minor variability in construction methods, subsurface nonuniformity, and localized 

environmental conditions can often enforce a butterfly effect, which compels slabs that were 

designed equally to behave differently over time. This analysis generalized the initial curl and 

change in curl over time of a test section and correlated these two measures of curl to 

environmental and structural-design factors.

DETERMINING PSG PREDICTION VALUES

Time-series analysis of PSG values suggested that pavements tend to start out at an initial curland-warp state and steadily change in curl-and-warp amount as the pavement ages. After 

approximately 10 years, the change in the amount of warping either plateaued or became highly 

variable. The reasons for this variability include slabs reaching a maximum amount of permanent 

warp and cracking from distress. Figure 41 demonstrates this trend in eight randomly chosen

sections. Of the 83 test sections evaluated, data typically showed a linear trend in PSG values in 

the first 10 years of the pavement’s life. This is a general observation and varies depending on 

the performance and shrinkage potential of specific sections or slabs. In some cases, this trend is 

less obvious, as seen in sections 390263 and 493011. In the case of section 133019, a 10-year

trend does not exist because this section entered the LTPP program several years after 

construction. Of the five GPS-3 sections selected for analysis, only 273003 and 493011 entered 

the LTPP program in time for FWD testing to occur within the first 10 years. Table 31 in 

appendix B includes the construction dates of the selected GPS-3 test sections.
41

Source: FHWA. 

A. Example of PSG over time for section 040213. 

Source: FHWA. 

B. Example of PSG over time for section 040267. 

Source: FHWA. 

C. Example of PSG over time for section 133019. 

 
42

Source: FHWA. 

D. Example of PSG over time for section 200204. 

Source: FHWA. 

E. Example of PSG over time for section 370202. 

Source: FHWA. 

F. Example of PSG over time for section 390263. 

 
43

Source: FHWA. 

G. Example of PSG over time for section 493011. 

Source: FHWA. 

H. Example of PSG over time for section 530205. 

Figure 41. Graphs. Examples of PSG values over time for specific sections. 

PSG values were averaged from each slab within a test section. Individual slabs deteriorated at 

different rates and caused variability in the average PSG for each section. The slabs also curled 

at different rates or directions, likely because of variations in construction or environmental 

factors. Additionally, the profile measurements used to compute PSG were measured at different 

times of the day or during different seasons, which caused variations in temperature and moisture 

gradient. Given these sources of variability, researchers found it difficult to observe a continuous 

trend in PSG. However, this variability became more significant as the pavement aged. 

For this analysis, linear regression of PSG was performed on data from the first 10 years after 

construction. The regression intercept was the initial PSG value after construction (PSGi) and the 

regression slope was the rate of change in PSG value after construction (PSGs). Figure 42 and 

Figure 43 show a histogram of PSG intercept and slope by site with average annual temperature 

and relative humidity. The PSG regression values for each test section can be found in 

appendix I.

 
44

Source: FHWA. 

Figure 42. Graph. PSG intercept histogram by SPS-2 site.

Source: FHWA. 

Figure 43. Graph. PSG slope histogram by SPS-2 site. 

The data showed that most test sections, regardless of climatic condition, started out with no 

initial curvature. However, there were multiple test sections that had an initial curvature. Arizona 

had multiple sections that started with strong upward curvature. Ohio also had a few sections 

with moderate upward curvature. Kansas had three sections with slight downward initial 

curvature. 

Sites with high relative humidity and low temperatures showed less long-term change in PSG 

than sites with low humidity and high temperatures. Several Arizona sites showed an increase in 

upward curl over time. As the average annual temperature decreased, the number of sites with a 

 

 
45

negative value for PSGs (indicating an upward change in curvature) decreased. Ohio had the 

most sites with a positive value for PSGs (indicating a downward change in curvature). Nonzero 

PSGs values imply that periodic incremental permanent changes in curvature occurred over 

10 years. Warping is the expected cause of permanent changes in curvature, which theoretically 

should be upward because of shrinkage from the evaporation of moisture. However, several test 

sections curled downward as the annual average temperature decreased. This suggests two 

possibilities: downward curling commonly associated with the temperature gradient can 

contribute to permanent curvature in colder regions, or the moisture gradient that causes 

permanent warping tends to be inverted in colder regions. It is also possible that this trend was 

coincidental because of the limited number of test sites in the study.

DETERMINING ENVIRONMENTAL FACTORS

Temperature gradient (∆T) was estimated as the average linear regression slope of temperature 

measurements taken at various pavement depths. These subsurface measurements were obtained 

from the LTPP database and taken during FWD testing. Table 6 shows how the temperature and 

humidity data were summarized from the Modern-Era Retrospective Analysis for Research and 

Applications (MERRA) climate database.(21) Climate factors for each SPS-2 site can be found in

table 54 and table 55 in appendix I. Several climate indices were also analyzed, including annual 

precipitation and freezing index. These factors, however, did not show significant correlation to 

PSG. The average annual precipitation and freezing index were of interest to researchers because 

LTPP defines climatic region using criteria for these indices.

Table 6. Climatic factors and their variables for PSG correlation.

Climatic Factors

In the First Month

After Construction

In the First 10 Years

After Construction

Average temperature T0 T1

Average relative humidity H0 H1

Average difference between the maximum and 

minimum daily temperature

∆T0 ∆T1

Average difference between the maximum and 

minimum daily relative humidity

∆H0 ∆H1

Table 7 shows the structural design factors considered in the analysis. Paste volume was of

interest because the shrinkage in the paste causes warping. Paste volume was expressed as 

percentage of the total mix. The total quantity of paste depended on the dimensions of the slab 

(i.e., length, width, and thickness). Thickness of base layers, elastic modulus of the PCC, and 

flexural strength of PCC were also considered in the analyses.
46

Table 7. Climate analysis: structural design factors for PSG correlation.

Design Factor Variable

Average slab width (ft) Wslab

Average slab length (ft) Lslab

Average layer thickness of PCC (inch) hPC

Average layer thickness of base (inch) hB

Average layer thickness of GB (inch) hGB

Average layer thickness of PATB (inch) hPATB

Average layer thickness of LCB (inch) hLCB

Average layer thickness of granular subbase (inch) hGS

Average layer thickness of treated subbase (inch) hTS

Estimated PCC paste volume (percent) PV

Estimated PCC flexural strength (ksi) F

Estimated PCC elastic modulus (ksi) E

CORRELATING PSG AND ENVIRONMENTAL FACTORS

Predicting initial PSG values using all identified coefficients showed poor correlation. The 

RStudio® software was used for linear regression analysis and results can be found in 

appendix I.

(22) RStudio identified the most significant coefficients but was unable to provide a 

solution with a good fit. The model for PSGi and PSGs had R-squared values that ranged from 

0.60 and 0.47. The most significant coefficients for PSGi were humidity and PCC/permeableasphalt-treated base (PATB) layer thicknesses. For PSGs, the most significant coefficients were 

paste volume, PCC elastic modulus, and LCB layer thickness.

Treated-base (i.e., PATB and LCB) thickness had a significant impact in the all-inclusive model; 

therefore, researchers determined that base type was potentially a classifier for the prediction 

model. Therefore, three prediction models were developed for each base type: granular base 

(GB), LCB, and PATB. Separating the models by base type produced models with significantly 

better fits; it also established that base type plays an important role in determining curling-andwarping behavior. The analysis resulted in the following linear models.

Figure 44 and Figure 45 show models for predicting PSGi (i.e., initial curvature) and PSGs (i.e., 

change in curvature after construction) using climatic and structural factors.

Table 8 describes the linear regression coefficients in Figure 44 and Table 9 describes the linear 

regression coefficients in Figure 45.
47

Table 8. Correlation of linear regression coefficients for PSGi.

Variables GB PATB LCB 

hB hGB hPATB hLCB

x1 −8.722E+00 −6.047E+00 −4.766E+01 

x2 2.344E−02 −1.709E−02 −5.899E−02 

x3 2.759E−01 1.314E−01 9.638E−02 

x4 8.845E−02 4.063E−02 7.194E−02 

x5 −9.592E−02 −3.494E−02 −6.759E−02 

x6 6.088E−02 4.125E−02 1.106E−01 

x7 −7.825E−01 −5.206E−02 9.587E+00 

x8 1.960E−01 8.286E−02 8.880E−02 

x9 1.259E−01 2.809E−01 2.459E−01 

x10 1.405E−02 5.537E−04 −4.156E−02 

x11 4.430E−02 4.419E−02 7.129E−02 

x12 −4.540E−03 2.761E−02 −2.999E−02 

x13 4.533E−04 −2.032E−04 −4.672E−04 

x14 −2.708E−07 9.288E−08 3.459E−07 

x15 −2.986E−01 −1.034E−01 1.489E−01 

Figure 44. Equation. Calculation of the change in PSGi using climatic and structural 

factors. 

Table 9. Correlation of linear regression coefficients for PSGs. 

Variables GB PATB LCB 

hB hGB hPATB hLCB

x1 −9.055E+00 1.314E+00 1.623E+00 

x2 −1.263E−01 4.998E−03 8.846E−03 

x3 6.536E−01 −5.076E−02 −7.783E−02 

x4 5.891E−02 −4.385E−03 −1.624E−02 

x5 −3.412E−02 −2.928E−03 3.277E−02 

x6 −2.896E−02 −5.074E−03 −6.427E−03 

x7 1.433E−01 −1.573E−04 −5.811E−02 

x8 4.817E−03 −5.466E−03 −2.028E−02 

x9 4.353E−02 1.382E−02 5.206E−03 

x10 −9.524E−04 1.147E−04 −1.646E−03 

x11 −3.683E−02 2.970E−03 −2.011E−02 

x12 1.373E−02 −8.084E−04 9.411E−03 

x13 −3.263E−04 6.176E−05 −1.122E−04 

x14 −2.119E−07 −2.142E−08 −6.196E−08 

x15 −5.627E−02 1.183E−02 6.397E−02 

 
48

Figure 45. Equation. Calculation of the change in PSGs using climatic and structural 

factors. 

Table 10 summarizes the statistical outputs for all prediction models identified in appendix I. 

Two key observations can be made from the regression statistics in Table 10: 

• When predicting PSGi, the model for GBs had the least error and the model for PATBs 

had the most error. 

• When predicting PSGs, the model for GBs had the most error and the model for treated 

bases (i.e., PATB and LCB) had the least error. 

These observations imply that autogenous shrinkage had more predictable effects on pavements 

with GBs and that drying shrinkage had more predictable effects on pavements with treated

bases. The observations also mean the material properties of bases can change over time, causing 

models for PSGs to be more unpredictable in the case of GBs, which are typically more erodible 

than treated bases. 

Table 10. Climate analysis: summary of prediction model statistics. 

Model 

Statistic 

GB

Base Type 

PATB 

Base Type 

LCB 

Base Type 

PSGi model – Residual standard error 0.355 0.359 0.486

PSGi model – Multiple R-squared 0.805 0.673 0.780 

PSGi model – Adjusted R-squared 0.502 0.368 0.437

PSGi model – F-statistic 2.654 2.205 2.273 

PSGi model – p-value 0.072 0.070 0.109 

PSGs model – Residual standard error 0.109 0.033 0.072 

PSGs model – Multiple R-squared 0.576 0.810 0.751

PSGs model – Adjusted R-squared −0.083 0.632 0.363 

PSGs model – F-statistic 0.875 4.563 1.938 

PSGs model – p-value 0.603 0.003 0.160 

Figure 46 shows the plots by base type comparing predicted PSGi and PSGs (from 

environmental/structural factors) to the measured PSGs (from profile analysis). The poorest 

prediction was the PSGs of pavements with GB. Several GB sections with large amounts of 

upward or downward curl tended to show poor correlation to climatic factors. 

In contrast, the PSGs predictions for pavements with treated bases were significantly better, 

which indicates that climatic factors have a more consistent effect on the curl and warp of 

pavements with treated bases. Pavements with treated bases tended to have more downward than 

upward curvature over time. Upward curvature is typically driven by the moisture gradient; 

 
49

therefore, downward curvature may be the result of another factor that contributed to warping in 

treated base pavements. 

It was more difficult to determine how the predicted value compared to the measured value in the 

case of the PSGi because for most sections the amount of initial curvature was not significant. 

There were a few sections in which initial curvature was significantly upward. These sections 

had granular or LCBs and had better prediction models because the spread of initial PSGi values 

was wider. 

Source: FHWA. 

A. Comparing predicted and measured PSGi on pavements with GB.

Source: FHWA. 

B. Comparing predicted and measured PSGs on pavements with GB.

 
50

Source: FHWA. 

C. Comparing predicted and measured PSGi on pavements with PATB. 

Source: FHWA. 

D. Comparing predicted and measured PSGs on pavements with PATB. 

 
51

Source: FHWA. 

E. Comparing predicted and measured PSGi on pavements with LCB. 

Source: FHWA. 

F. Comparing predicted and measured PSGs on pavements with LCB.

Figure 46. Graphs. Climate analysis of predicted PSGi and PSGs versus measured PSGi and 

PSGs.

SIGNIFICANCE OF ENVIRONMENTAL FACTORS 

Based on the p-values of the prediction model, Table 11 shows coefficients that have the most 

significance in predicting PSGi and PSGs. The thicknesses of certain layers had significant 

influence on the prediction model. Paste volume and PCC modulus also had a significant effect 

for pavements with GB and PATB. However, for pavements with LCBs, temperature and 

humidity coefficients were more significant. 

 
52

The coefficients that had the most significance in determining the PSG prediction models were 

identified using the Pr(>|t|) value (p-value in RStudio for the t-test) shown in Table 11. The 

p-value determines the chance the result was obtained by random error. For example, a p-value 

of 0.1 indicates there was less than a 10-percent chance that the result is from random error. 

p-values greater than 0.1 are usually interpreted as having no evidence that the null hypothesis 

holds, which means that there was a good chance the result was from random error. However, 

this interpretation could also have been an oversimplification and high p-values could result from

having a small sample size (i.e., low degrees of freedom). The following observations were made 

using the p-values from PSGi and PSGs prediction models: 

• GB: The PSGi was mostly controlled by the thickness of the base and treated subbase

layers, the dimensions (length and width) of the PCC slab, the paste volume, and flexural 

strength. The PSGs was mostly controlled by the stiffness of the PCC slab, the thickness 

of the granular subbase and treated subbase layers, and paste volume. The model for 

PSGi had lower R-squared values than the model for PSGs (0.805 versus 0.576), 

suggesting that the initial curl was easier to predict than the change in curl over time for 

pavements with a GB.

• PATB: The PSGi was mostly controlled by the paste volume and the thickness of the 

PCC slab and base layers. The PSGs was mostly controlled by the thickness of the PCC 

slab, base, and subbase layers. The model for PSGi has higher R-squared values than the 

model for PSGs (0.673 versus 0.810), suggesting that the change in curl over time was 

easier to predict than the initial curl for pavements with PATB.

• LCB: The PSGi was mostly controlled by the PCC slab stiffness, temperature gradient, 

and thickness of the granular base layers. The PSGs was mostly controlled by the average 

annual relative humidity and temperature, average daily difference between maximum 

and minimum temperature and humidity, and thickness of the slab length. The model for 

PSGi has higher R-squared values than the model for PSGs (0.780 versus 0.751), 

suggesting that the initial curl was easier to predict than the change in curl over time for 

pavements with LCB.

The best prediction model was for the change in PSG of pavements with LCBs. This model met 

the expectation that temperature and humidity controlled the long-term curling and warping 

behavior of a PCC pavement. Slab length also showed good correlation in predicting PSGs for 

pavements with LCBs. The p-values on these coefficients were all less than 0.01, which 

indicated that there was strong evidence the null hypothesis did not hold. The other PSG 

prediction models depended mostly on the structural factors of the pavement (e.g., layer 

thickness, stiffness, paste volume). Compared to the impact of structural factors, climatic factors 

had a secondary impact on PSG prediction models.

In the case of structural factors, p-values were typically larger than 0.1 and indicated either that 

the model likely resulted from random errors or the sample size was not large enough. These 

structural properties likely contributed to an unknown structural parameter of mechanical 

behavior. The significance of the thickness of pavement layers may indicate that the dynamics of 

the pavement structure played some role in the curl behavior. The significance of pavement-layer 

thickness was especially true for pavements with more flexible base types, such as GB and 
53

PATB. The change in PSG of pavements with LCB was strongly controlled by climatic effects of 

humidity, temperature, and slab length.

Table 11. Climate analysis: correlation coefficients with the lowest p-value per model.

Predicted 

Curling

Coefficient

for GB

Pr(>|t|) for 

GB

Coefficient

for PATB

Pr(>|t|) for 

PATB

Coefficient

for LCB

Pr(>|t|) for 

LCB

PSGi hPC 0.030 hPC 0.193 hGS 0.218

PSGi hGS 0.122 (Intercept) 0.205 hLCB 0.219

PSGi H0 0.130 H0 0.299 H0 0.270

PSGi ∆T0 0.162 PV 0.318 (Intercept) 0.276

PSGi Lslab 0.162 hPATB 0.339 Lslab 0.300

PSGi ∆T 0.173 ∆T0 0.392 hPC 0.370

PSGi (Intercept) 0.196 ∆H0 0.467 T0 0.385

PSGi ∆H0 0.222 — — ∆H0 0.425

PSGi T0 0.377 — — E 0.471

PSGs E 0.126 hPC 0.349 hPC 0.183

PSGs PV 0.142 E 0.386 PV 0.342

PSGs hTS 0.189 Wslab 0.485 hTS 0.357

PSGs T0 0.199 — — E 0.389

PSGs ∆T0 0.205 — — ∆T 0.396

PSGs (Intercept) 0.217 — — — —

PSGs H0 0.241 — — — —

PSGs Wslab 0.320 — — — —

PSGs F 0.334 — — — —

—No data.

SUMMARY OF FINDINGS

Researchers developed six models to predict the initial curl and warp of test sections of different 

base types and the rate of change in curl and warp in the first 10 years after construction. The 

simple linear regression analysis produced interesting results that described curl-and-warp 

behavior in LTPP concrete pavements. The models were developed using RStudio software, and 

results of the linear regression analysis can be found in the climate analysis section of 

appendix I.(22)

The initial curvature of many of the test sections was not overly significant, which could be 

because of the effect of concrete creep while the pavement was curing. Some pavements started 

out with an upward curvature; these pavement sections had either granular or LCBs. Pavements 

with PATBs typically had very little initial curvature. Humidity affected initial curvature for all 

bases types (the third most significant coefficient), but initial curvature was primarily controlled 

by nonclimatic structural factors (i.e., layer thickness, paste volume, stiffness). However, the 

p-values of coefficients in the prediction models were typically high, suggesting that correlations 

could result from random error. For example, paste volume only appeared to have significance in 

the model for PATB pavements (when predicting PSGi), but the effect of paste volume may have 

been coincidental since p-values were slightly high. In general, these models indicated that base 
54

type, pavement structure, and humidity strongly impact the built-in curvature in PCC slabs, and 

pavements typically start out with little curvature.

The change in PSG over time was the best way to identify curling behavior. Models that 

predicted this change were consistent for pavements with treated bases (i.e., PATB and LCB). 

PCC elastic moduli were significant in the PSGs models for GB, PATB, and LCB pavements. 

Paste volume was significant only in GB and LCB pavements. The thickness of the PCC layer 

was significant in test sections with treated bases. Temperature and humidity were significant for 

GB test sections only, and the temperature gradient had a minor effect for LCB test sections. In 

general, these results indicated the stiffness of the PCC was the most common coefficient with 

significance. The effect of base types caused certain factors to have more influence on the 

prediction model than other factors. The PSGs models for treated bases had the least amount of 

error and the primary coefficient in those models was PCC thickness. In the case of test sections 

with GBs, PCC thickness was not as significant as climatic factors; therefore, the model was less 

reliable.

Other climatic factors considered included the total annual precipitation and the freezing index, 

but these factors had no effect in the linear regression analysis. The precipitation amount and 

days below freezing were not as important to curl-and-warp behavior as the annual average 

temperature and humidity. To predict initial curling in a pavement, researchers determined that 

climate data (temperature and humidity) averaged over the first month after construction had a 

better correlation than climate data averaged over the first 10 years. Likewise, prediction models 

for the change in curl over time were better when using climate data averages from the first 

10 years after construction rather than the first month.
55

CHAPTER 9. CORRELATION OF PSG TO FWD RESULTS

Pavements with uplift from curl and warp can behave differently than level pavements that are 

fully supported by their base when a load is applied. The uplift often causes a void or soft soil 

underneath the pavement at the raised part of the slab. When a load is applied to the uplifted part 

of the slab, the slab can deflect freely until it contacts the underlying layer. Once the pavement is 

supported by the underlying layer, the pavement structure can act in unison to resist the applied 

load. While under load, the total deflection of the slab is partly due to the uplifted deflection of 

the curled slab and partly to the deflection from loading the pavement.

The unloaded deflection should remain constant regardless of the amount of load being applied, 

but the deflection from loading should be proportional to the applied load. Analyzing FWD 

testing data at different load levels produced the amount of linear elastic deflection in proportion 

to the applied load and distinguished the amount of unloaded deflection from the loaded 

deflection. This unloaded deflection was correlated to PSG, an indicator of the tensile strain in 

the slab resulting from curl and warp.

DEVELOPING DIs

Per LTPP tests and protocols, FWD testing on rigid pavements was performed at three load 

levels.(23) Typically, as the load level increases, the amount of deflection in the pavement 

proportionally increases. Performing linear regression analyses on the loads and deflections 

yielded a slope and an intercept. The DI is the unloaded deflection of the pavement. In theory, 

pavements with an upward curl should have an unloaded deflection near the edge of the slab, and 

pavements with a downward curl should have an unloaded deflection near the center of the slab. 

However, this assumption also assumes the pavement and underlying layers are not significantly 

deteriorated. Cracked slabs, air voids, or soft soils could also impact the DI value.

Figure 47 demonstrates how error can be introduced into the DI value depending on the actual 

relationship curve between load and deflection. The calculated DI may result partly from the 

uplift from curl and warp and partly from the reaction of the base or subgrade. Soil liquefaction 

may cause soil to lose stiffness in proportion to the applied load, resulting in higher deflections. 

Liquefaction is especially common in freeze-thaw areas, where thawed subgrade may be 

sandwiched between the pavement and frozen subgrade. The viscoelastic nature of asphalt-bound 

layers may cause asphalt-treated bases in concrete test sections to increase in stiffness with 

repeated loading. The load shown in Figure 47 is the net of the applied dynamic load from the 

FWD and the uplift force from the curvature of the slab. This uplift force is unique to each slab 

and test point. Uplift at the slab corner may react differently than uplift at the center. When at the 

corner, doweling and aggregate interlock between the adjacent slab and the shoulder may 

influence the DI value. Because of these potential sources of error, the DI value may be subject 

to interpretation based on the structural properties of the slab and not purely the curvature from

curl and warp.
56

Source: FHWA.

A. Diagram of positive-loaded DIs.

Source: FHWA.

B. Diagram of negative-loaded DIs.

Figure 47. Illustrations. Demonstration of error in the linear elastic calculation of DIs when 

there is a nonlinear relationship between deflection and load.

LTPP FWD testing is performed at specific locations with respect to the slab. This testing allows 

for a DI value to be calculated for each location on the slab. Figure 48 shows a diagram of FWD 

test location relative to the slab. Table 12 describes the location of FWD test point IDs relative to

the JPCP slab. However, because FWD testing is performed in order of test point type and not 

slab-by-slab, a time gap exists between tests performed at each location on the slab. The time gap

can be an issue if temperature or other environmental conditions change during the day and 

cause a change in the curl state of the slab. For example, the curl state of the slab may be slightly 

different when FWD testing was conducted at the midslab location than when testing was 

conducted at the corner. Depending on the lane width of the test section, FWD testing on a 500-ft

SPS-2 section will typically take 1 to 5 hours. Table 12 describes the location of each FWD test 

point ID illustrated in Figure 48.
57

Table 12. FWD test point IDs and locations. 

Test Point ID Location 

J1 Midlane, midslab 

J2 Pavement edge, approach joint edge 

J3 Pavement edge, midslab 

J5 Outer wheel path, approach joint edge 

 

Source: FHWA. 

Figure 48. Illustration. FWD test-point locations relative to the slab. 

CURL AND WARP IN DIs 

In most cases, time-series plots of DI values did not provide sufficient information to identify the 

curl state of the pavement. Intervals between FWD tests ranged from 4 months to 12 years 

(3.2 years on average). Testing occurred in different seasons or at different times during the day. 

Testing interval variations resulted in different temperature and humidity conditions for each 

test. FWD testing was typically not performed in concurrence with profile testing; therefore, 

each form of pavement testing was typically performed in different environmental conditions—

conditions that are known to cause diurnal and seasonal fluctuations in a pavement’s curl-andwarp state. Additionally, the curling of each slab in a section may affect the DI values to a 

different extent. Compounding all these factors of variability added significant background noise 

to trend analysis using only the DI value. 

CORRELATING PSG AND DIs 

A positive DI value at J1 (slab center) indicates the amount of downward curl, and a positive DI 

value at J2 (slab corner) indicates the amount of upward curl. Therefore, the difference between

DIJ1 and DIJ2 will indicate the overall curl direction, as shown in Figure 49. A positive ∆DI

indicates a downward curl and a negative ∆DI indicates an upward curl. 

Figure 49. Equation. Calculation of ∆DI.

Where: 

DIJ1 = DI at FWD test point J1 (slab center). 

DIJ2 = DI at FWD test point J2 (slab corner). 

 
58

The DI values at J3 and J5 were also evaluated but no significant trends were found. Test point 

J2 is farther from the pavement’s center than J3 and provided more pronounced and consistent 

DI values. The DI values at J5 also did not provide any meaningful trends in relation to the curl 

state. The uplift from curling is more prominent across the length of the slab than the width; 

therefore, a common mitigation for pavement curling has been to design a pavement using 

shorter slab lengths. 

Certain SPS-2 test sections have 14-ft-wide slabs that included additional test points: J7 and J8. 

These slabs were typically wider than the travel lane and extend into the shoulder. At widened 

test sections, J2 is the corner at the travel lane edge and J7 is farther out at the corner of the 

pavement edge. Likewise, J8 is farther out than J3. However, because only half of the SPS-2 test 

sections had 14-ft-wide slabs, the DI values at J7 and J8 were not evaluated for a comprehensive 

trend analysis. Slab width may affect curvature; therefore, evaluating test points at different 

locations relative to the slab midpoint could potentially skew the results. Based on a quick 

investigation, deflections at J7 and J8 were similar enough to deflections at J2 and J3 that that 

these values did not have a significant difference in how they should be interpreted. 

Figure 50 shows the distribution of DI values evaluated at FWD test locations. DI values at J1 

(slab center) were typically lower than at other locations. Because of this, DIJ2 usually controls 

the computed value of ∆DI. The DI at J2 typically had higher absolute values than other 

locations (except J7). J2 and J7 followed the same distribution of DI values. The only major 

difference between J2 and J7 was that twice as many tests were performed on J2; the same 

difference also applied to J3 and J8. DI values followed the same distribution and twice as many 

tests were performed on J3 than J8. The distributions in J2 and J3 followed a similar pattern, but 

the absolute DI values at J2 were typically larger than at J3.

Source: FHWA.

Figure 50. Graph. Distribution of DI values by FWD test-point location.

Figure 50 also describes the characteristic differences between slabs that are curled up and curled 

down. Assuming DI values near zero represent slab without curvature, the distribution of DI 

values for slabs that curled up was different from the distribution of slab were curled down. 
59

These distributions suggested the true DI value for a slab with no curvature is slightly negative 

and not zero. Slabs that curled up (positive DIJ2 and negative DIJ1) have larger absolute DI 

values than slabs that curled down (negative DIJ2 and positive DIJ1). This finding suggested that 

the degree of curvature for slabs that curled up was typically greater than the amount of 

curvature in slabs that curled down. 

Figure 51 through Figure 53 show the trend of DIs and PSG values of three test sections (these 

sections were selected from examples discussed in Figure 41). From Figure 51 through Figure 

53, two observations can be made that reflect trends seen in the DI data. 

• The slope of DIJ1 in these examples was close to zero, while the slope of DIJ2 was 

positive.

• The slope of ∆DI and PSG did not always indicate the same direction of curvature. 

These initial observations were examined by performing linear regression analysis on DIJ1, DIJ2, 

∆DI, and PSG for all test sections. 

Source: FHWA. 

A. Trend in DIJ1, DIJ2, and PSG at test section 040213.

Source: FHWA. 

B. Trend in ∆DI and PSG at test section 040213.

Figure 51. Graphs. DI and PSG trends over time using test section 040213.

  
60

Source: FHWA. 

A. Trend in DIJ1, DIJ2, and PSG at test section 200204. 

Source: FHWA. 

B. Trend in ∆DI and PSG at test section 200204.

Figure 52. Graphs. DI and PSG trends using test section 200204. 

Source: FHWA. 

A. Trend in DIJ1, DIJ2, and PSG at test section 370202. 

  

 
61

Source: FHWA. 

B. Trend in ∆DI and PSG at test section 370202.

Figure 53. Graphs. DI and PSG trends using test section 370202. 

Intercept of DIJ1 (DIJ1i), slope of DIJ1 (DIJ1s), intercept of DIJ2 (DIJ2i), and slope of DIJ2 (DIJ2s) 

resulted from regression analysis of DIs at locations J1 and J2. Figure 54 shows the number of 

test sections for which the slopes of DIJ1 and DIJ2 were inversely related (one was positive and 

one was negative) and for which the slopes of DIJ1 and DIJ2 were the same (either both were 

positive or both were negative). DIJ1 and DIJ2 had an inverse relationship in about half of the 

evaluated test sections. The average slope of ∆DI (the difference between DIJ1 and DIJ2) was 

much more significant when DIJ1 and DIJ2 were both positive. This significance suggests the 

relationship between DIJ1 and DIJ2 may be relative to each other and not to a slope of zero. In 

other words, a zero DI value at J1 or J2 did not necessarily mean that the amount of slab uplift at 

this FWD test point location was also zero. The use of ∆DI mitigated this issue because ∆DI was 

the difference between DI values. 

 

Source: FHWA. 

Figure 54. Graph. Categorizing the regression slope of DIJ1 and DIJ2. 

 

 
62

Linear regression analysis of ∆DI yielded an intercept (∆DIi) and a slope (∆DIs). Values for each 

test section can be found in appendix G. Figure 55 and figure 56 compare these ∆DI regression 

values to PSGi and PSGs respectively. Like the climate-based PSG regression analysis, FWD 

testing performed only in the first 10 years after construction was considered for regression 

analysis. PSG and DI values became highly variable after 10 years and were not useful for trend 

analysis. 

The section-by-section comparisons found that ∆DI regression values very often did not agree 

with the trends in PSG regression values. For example, a zero PSG value indicated that no 

curvature was present in the slab, but ∆DI often indicated the presence of some slab uplift with 

either a positive or negative value. Voids, soft soils, liquefaction, and dowel socketing can affect 

DI; therefore, it was difficult to directly compare one section to another section. The ∆DI values 

were influenced by structural and environmental factors, which needed to be considered when 

comparing the sections.

Figure 55 shows that the initial curvature of the pavement had more agreement in warm, dry 

climates than in cool, wet climates. Figure 56 shows the change in curvature over time that, 

regardless of climate, about half the test sections had ∆DIs with the same direction of curling as 

PSGs and about half did not. Test sections in North Carolina were the only exception as ∆DIs and 

PSGs agreed with each other more frequently. If PSG was to be used as the baseline for the true 

direction of curvature, then ∆DIs was not able to predict the correct curl-and-warp direction by 

itself because DIJ1 and DIJ2 were weighted equally in the computation ∆DIs. The DI values at the 

slab corner and slab center need to be weighted differently to predict PSG. Linear regression 

analysis was performed to predict PSG depending on the base type and other structural factors 

that may affect curl-and-warp behavior. 

Source: FHWA. 

Figure 55. Graph. Initial curvature direction (up or down) of ∆DIi versus PSGi. 

 
63

Source: FHWA. 

Figure 56. Graph. Change over time in curvature direction (up or down) of ∆DIs versus 

PSGs.

To determine how structural factors influence the interpretation of ∆DI, researchers performed 

linear regression analysis using the structural factors defined in Table 13 (i.e., slab width, slab 

length, layer thicknesses, paste volume, flexural strength, and elastic modulus). The analysis also 

considered the average temperature gradient (∆T) and regression coefficients (intercept and 

slope) of DIJ1 and DIJ2. The DI at test points J1 (slab center) and J2 (slab corner) may be 

interpreted differently depending on base type. Granular and flexible bases are more likely to 

deform to fit the curvature of a curled or warped slab, while rigid bases are more likely to retain 

their shape or form their own curvature because of curl and warp. 

Table 13. DI analysis: structural design factors for PSG correlation. 

Design Factor Variable 

Average slab width (ft) Wslab

Average slab length (ft) Lslab

Average layer thickness of PCC (inch) hPC

Average layer thickness of base (inch) hB

Average layer thickness of GB (inch) hGB

Average layer thickness of PATB (inch) hPATB

Average layer thickness of LCB (inch) hLCB

Average layer thickness of granular subbase (inch) hGS

Average layer thickness of treated subbase (inch) hTS

Estimated PCC paste volume (percent) PV

Estimated PCC flexural strength (ksi) F

Estimated PCC elastic modulus (ksi) E

Average temperature gradient (°F/inch) ∆T 

 
64

Figure 57 and Figure 58 show models for predicting PSGi and PSGs using DI and structural 

factors. Table 14 describes the linear regression coefficients in Figure 57 and table 15 describes 

the linear regression coefficients in Figure 58. 

Table 14. DI analysis: linear regression coefficients for PSGi.

Variable GB PATB LCB 

hB hGB hPATB hLCB

x1 −2.772E+00 −3.159E+00 −3.521E+01 

x2 1.913E−03 1.628E−02 6.997E−02 

x3 6.160E−02 2.978E−03 4.351E−01 

x4 −2.672E−02 −2.144E−02 −9.576E−02 

x5 −1.247E−01 5.418E−02 −4.803E−01 

x6 3.549E−03 2.319E−02 6.678E−02 

x7 7.384E−02 2.949E−02 4.426E−01 

x8 1.855E−01 1.742E−01 −6.267E−02 

x9 −3.346E−01 −2.423E−01 7.586E+00 

x10 2.049E−01 5.361E−02 3.056E−02 

x11 −9.189E−02 1.442E−01 8.421E−02 

x12 1.223E−02 6.437E−03 9.356E−03 

x13 1.415E−01 4.943E−02 1.398E−01 

x14 −1.253E−02 2.873E−02 −5.009E−03 

x15 7.779E−04 3.039E−04 −1.754E−04 

x16 −2.394E−07 −1.563E−07 1.093E−07 

x17 −3.271E−01 −1.545E−01 6.994E−01 

Figure 57. Equation. Calculation of PSGi using DI and structural factors. 

Table 15. DI analysis: linear regression coefficients for PSGs. 

Variable GB PATB LCB 

hB hGB hPATB hLCB

x1 −1.133E+00 4.358E−01 5.934E−01 

x2 6.087E−03 1.232E−03 −3.804E−03 

x3 2.905E−02 1.974E−03 −2.029E−02 

x4 −6.447E−03 −1.923E−03 5.906E−03 

x5 −7.694E−03 −2.322E−02 2.023E−02 

x6 5.584E−03 −7.790E−04 −3.769E−03 

x7 2.999E−02 −9.947E−03 −2.152E−02 

x8 1.181E−02 −1.912E−02 −9.838E−03 

x9 3.053E−01 2.289E−02 −6.043E−02 

x10 −7.708E−03 −3.904E−03 −2.362E−02 

 
65

Variable GB PATB LCB 

x11 −1.485E−02 −9.838E−03 2.185E−02 

x12 −5.543E−04 −6.330E−04 2.420E−03 

x13 −1.502E−03 −1.856E−03 −1.033E−02 

x14 4.687E−04 6.303E−04 8.473E−03 

x15 −1.108E−04 −6.565E−05 −6.934E−05 

x16 −5.924E−08 −4.763E−08 −3.622E−08 

x17 6.327E−03 −1.075E−02 8.179E−02 

Figure 58. Equation. Calculation of PSGs using DI and structural factors. 

In terms of base type, the results from these prediction models shared several similarities to the 

climate-based prediction models developed in climate analysis, which can be found in chapter 8. 

Table 16 shows a summary of residual standard errors, R-squared values, F-statistic values, and 

p-values for each model. The prediction model for PSGi had a better fit in test sections with GBs 

than in sections with treated bases. In contrast, the prediction model for PSGs had a better fit for 

treated base test sections than GB test sections.

Table 16. DI analysis: summary of prediction model statistics. 

Model 

Statistic 

GB

Base Type 

PATB 

Base Type 

LCB 

Base Type 

PSGi Model – Residual standard error 0.4106 0.38550 0.67190

PSGi Model – Multiple R-squared 0.7970 0.68450 0.67190

PSGi Model – Adjusted R-squared 0.3331 0.26380 −0.07795

PSGi Model – F-statistic 1.7180 1.62700 0.89610

PSGi Model – p-value 0.2392 0.19900 0.59990

PSGs Model – Residual standard error 0.1157 0.03316 0.08809

PSGs Model – Multiple R-squared 0.6307 0.84010 0.71380

PSGs Model – Adjusted R-squared −0.2134 0.62690 0.05974

PSGs Model – F-statistic 0.7471 3.94100 1.09100

PSGs Model – p-value 0.7043 0.01033 0.48090

Figure 59 shows the plots by base type comparing predicted PSGs (from DI regression 

coefficients and structural factors) and measured PSGs (from profile analysis). The following 

similarities between this regression analysis and the analysis performed on climatic factors 

(Figure 46) were determined as follows: 

• GB test sections had a good prediction for PSGi but a poor prediction for the PSGs. 

• PATB test sections had a satisfactory prediction for PSGi and a good prediction for PSGs. 

PSGi in PATB test sections were not very large. 

 
66

• LCB test sections had a satisfactory prediction for both PSGi and PSGs.

Source: FHWA. 

A. Predicted and measured PSGi on pavements with GB. 

Source: FHWA. 

B. Predicted and measured PSGs on pavements with GB. 

 
67

Source: FHWA. 

C. Predicted and measured PSGi on pavements with PATB. 

Source: FHWA. 

D. Predicted and measured PSGs on pavements with PATB. 

 
68

Source: FHWA. 

E. Predicted and measured PSGi on pavements with LCB. 

Source: FHWA. 

F. Predicted and measured PSGs on pavements with LCB.

Figure 59. Graphs. DI analysis showing predicted PSGi and PSGs versus measured PSGi

and PSGs. 

Table 17 shows the coefficients with the most significance in developing their respective 

prediction models. Several of the p-values for coefficients were high, which means the 

significance of some coefficients may have been caused by random error. 

 
69

Table 17. DI analysis: correlation coefficients with the lowest p-value per model.

Predicted

Curling

Coefficient

for GB

Pr(>|t|)

for GB

Coefficient

for PATB

Pr(>|t|)

for PATB

Coefficient

for LCB

Pr(>|t|)

for LCB

PSGi hTS 0.024 Wslab 0.173 hTS 0.117

PSGi hPC 0.098 (Intercept) 0.215 ∆DIi 0.322

PSGi ∆T 0.205 hTS 0.236 DIJ2i 0.372

PSGi hGS 0.212 PV 0.294 ∆DIs 0.380

PSGi Wslab 0.253 DIJ2i 0.323 DIJ2s 0.384

PSGi DIJ1s 0.374 ∆DIi 0.341 ∆T 0.429

PSGi E 0.398 DIJ1i 0.363 (Intercept) 0.457

PSGi DIJ1i 0.405 hGS 0.370 Lslab 0.468

PSGi — — hPATB 0.415 DIJ1i 0.474

PSGs Lslab 0.250 (Intercept) 0.058 hPC 0.243

PSGs ∆DIs 0.400 E 0.053 hGS 0.289

PSGs (Intercept) 0.402 Wslab 0.090 hTS 0.348

PSGs DIJ2s 0.418 DIJ1s 0.167 PV 0.352

PSGs E 0.456 hGS 0.308 ∆T 0.478

PSGs DIJ1i 0.473 DIJ1i 0.343 — —

PSGs — — ∆DIi 0.400 — —

PSGs — — Lslab 0.491 — —

PSGs — — — — — —

—No data.

The results were mixed on which coefficients were most significant for predicting PSGi. The 

thicknesses of treated subbases were a significant factor. Only the test sections located in Kansas 

and North Carolina (31 percent of all selected SPS-2 test sections) had treated subbases with 

typical thickness between 6 and 8 inches. Whether a test section had a treated subbase had some 

control over how DI values correlated to PSG. However, this may not necessarily be because of

the subbase but possibly related to environmental conditions that Kansas and North Carolina 

may share. Temperature gradient was significant for test sections with GB and LCB. Paste 

volume was more significant in PATB sections. The following DI regression values were found 

to have some significance in all PSGi models but the significance of specific DI coefficients 

depended on the base type:

• GB test sections were more controlled by the slope and intercept of DIJ1.

• PATB test sections were more controlled by intercept of DIJ1, DIJ2, and ∆DI. In other 

words, the initial DI conditions controlled the prediction of the initial PSG condition.

• LCB test sections were more controlled by the slope and intercept of DIJ2.

Most test sections had a PSGi that was close to zero, especially the PATB sections. A few GB

and LCB test sections had an initial upward curl. When the slab curls upward, the corners of the 

slab were expected to rise slightly off the base. Researchers observed the rise on LCB test 

sections where the PSGi correlated better with the DI at the slab corner. However, on GB test 

sections, the upward curl correlated better to the DI at the slab center. A large DI at the slab 

center should be more indicative of a downward curl. Results shows that several test sections 

began with an upward curl curled downward over time. The GB may have conformed to the 
70

initial upward curl (bowl shape) of the slab, but as the slab curled downward, uplift was created 

at the slab center.

For predicting PSGs, the coefficients that have significance vary considerably depending on the 

base type. There were low p-values for the coefficients of elastic modulus and slab width in the 

PATB model. The coefficients in other models commonly have slightly higher p-values. Slab 

dimensions (i.e., width, length, and thickness) are significant coefficients just as they were in the 

climate analysis. The following DI coefficients also had significance, but this could be due to 

random error because their p-values were slightly high:

• GB test sections were more controlled by the slope of ∆DI and DIJ2.

• PATB test sections were more controlled by the slope and intercept of DIJ1 and the 

intercept of ∆DI. 

• LCB test sections were more controlled by layer thickness, paste volume, and 

temperature gradient.

Changes in DI at the slab corner indicated slabs curled upward over time or there was a void at 

the slab edge. Similarly, DI changes at the slab center showed slabs may have curled downward 

or there was a void under the center of the slab. ∆DI was also significant because it is a function 

of DI at the slab center and corner. Test sections with GB curled either upward or downward 

over time, as shown in Figure 59. The predictive models for PSGs showed that GB test sections 

were sensitive to the initial DI at the slab center and the change in DI at the slab corner. This 

indicated some slabs that may have started out curled in one direction might have curled in the 

opposite direction over time. PATB test sections were more sensitive to the initial DI and the 

change in DI at only the slab center. PATB test sections; therefore, tended to curl downward 

creating uplift at the slab center. The PSGs of LCB test sections, on the other hand, did not 

correlate well to DI values. The LCB test section tended to curl downward over time; therefore,

PSGs should have been sensitive to DI at the slab center but DI values were generally random 

and inconsistent with PSG. It is possible the lack of correlation between DI and PSG was caused 

by curvature in the LCB.

RELATING AVERAGE TEMPERATURE GRADIENT AND ∆DI

The relationship between ∆DI and average temperature gradient (∆T) can be placed into two 

main categories: parabolic and linear. Fifty-five percent of the test sections exhibited a parabolic 

relationship between ∆DI and average temperature gradient, many of which show negative ∆DI

values corresponding to positive average temperature gradient values. Forty-five percent of the 

test sections showed a linear relationship, where ∆DI decreased as average temperature gradient 

increased.

The value of ∆DI is the difference between DI values at the slab center and the slab corner. 

Testing at these two locations usually occurred nonconsecutively; therefore, the temperature 

gradient at the time of testing was different for the slab center than the slab edge. Because of this

difference, an average of these temperature gradients was used for comparison to the ∆DI value. 

Figure 60 shows how much temperature gradient can change as the duration of FWD testing 

increases. Since most FWD testing is completed within 1 to 5 hours, the fluctuation in 

temperature gradients may cause the DI for a slab to change during FWD testing. 
71

Figure 61 shows the parabolic or linear model that describes the relationship between ∆DI and

temperature gradient can possess very low R-squared values due slab-by-slab fluctuation of 

temperature gradient and DI during FWD testing. 

Source: FHWA. 

Figure 60. Graph. Change in temperature gradient with the duration of FWD testing.

Source: FHWA. 

Figure 61. Graph. R-squared value of parabolic and linear relationships between 

∆DI and ∆T.

There were linear relationships between ∆DI and the average temperature gradient in half of the 

test sections. In these cases, as average temperature gradient increased, ∆DI typically decreased. 

Figure 62 shows test section plot with a linear relationship between ∆DI and ∆T. In this figure, 

 
72

test section 370201 shows that as the average temperature gradient became positive, ∆DI became 

negative. Both a positive ∆DI and a negative ∆T indicated that slabs had a downward curl. The 

R-squared value in this example is 0.059 because of the variation in slabs and the time of testing. 

Source: FHWA. 

Figure 62. Graph. ∆DI versus average temperature gradient of section 370201. 

The other half of the test sections exhibited a parabolic relationship between ∆DI and the average 

temperature gradient. For these test sections, the vertex of the parabola occurred at an average 

temperature gradient of −1.5 ± 1 °F/inch. Therefore, for an average temperature gradient of −1.5 

± 1 °F/inch, ∆DI is at its highest point. As average temperature gradient continued to decrease, 

there was a slight decrease in ∆DI. This decrease occurred at an average temperature gradient of 

−2.5 ± 1 °F/inch. To the right of the vertex, as the average temperature gradient became positive, 

there was a greater decrease in ∆DI. Figure 63 shows test section 040213, which is an example 

of this parabolic relationship. 

Source: FHWA. 

Figure 63. Graph. ∆DI versus average temperature gradient of section 040213. 

 
73

For many of the sections that showed a parabolic relationship between average temperature and 

∆DI, the vertex often had a positive ∆DI value, which means the DI at the panel center was 

greater than the DI at the panel corner. Therefore, the panel was curling downward at a 

temperature gradient between −1.5 ± 1 °F/inch. These positive ∆DI values correspond with 

negative average temperature gradient values. A negative temperature gradient indicated the 

panel had a higher temperature at the top and a lower temperature on the bottom, meaning the 

panel would likely curl downward. Figure 64 demonstrates how ∆DI and ∆T agreed with each 

other. This figure also shows how ∆DI became more unpredictable as ∆T increased, which was a 

typical behavior in all test sections with a parabolic relationship. 

Source: FHWA. 

Figure 64. Graph. ∆DI versus average temperature gradient of section 390209. 

This analysis was not able to conclusively determine why some sections had a linear relationship 

and others had a parabolic relationship. However, observations suggested the type of relationship 

between ∆DI and ∆T was based on the amount of warping present in the slab during testing. 

Slabs that had parabolic relationships typically had little curvature (PSG values near zero) and 

linear relationships were seen more often in slabs that were warped upward or downward. This 

may be similar to how the relationship between IRI and PSG was not linear at low magnitudes of 

curl and warp in the PSG analysis. 

CORRELATING PSG AND LEAVE SLAB LTE 

LTE is a measurement of the percentage of a load that is transferred from the approach slab to 

the leave slab through dowels and aggregate interlock. Poor LTE is likely to result in various 

distresses, such as pumping, corner breaks, and faulting. Some factors that reduce LTE include 

voids under the slab joint, socketing of dowel bars, and polished aggregates in the aggregate 

interlock. Figure 65 shows how measurements of LTE typically reduced over time despite the 

direction of curvature in PSG. The figure illustrates that both PSG and LTE had some variability 

in their measurement, which was expected because both were affected by seasonal variations in 

climate; therefore, relative changes in PSG were reflected in relative changes in LTE. 

 
74

Source: FHWA. 

A. Example for test section 040213.

Source: FHWA. 

B. Example for test section 200204. 

Source: FHWA. 

C. Example for test section 370202. 

Figure 65. Graphs. Examples of LTE and PSG measurements over time. 

The variability in the PSG trend was a combination of the effects of curling and warping. 

Warping was controlled by seasonal changes in relative humidity caused by drying shrinkage in 

the cement paste. In contrast, curling was controlled by seasonal and daily variations in 

 
75

temperature that caused differential thermal expansion in the aggregate component. LTE was 

also influenced by seasonal and daily temperature variations; temperature variations that caused

thermal expansion to control the effectiveness of aggregate interlock between slabs.

Figure 66 shows the categorization of test sections by the linear regression slope of PSG and

LTE (i.e., PSGs and LTEs) using data from the first 10 years after construction. Approximately 

half of all test sections had positive PSG slopes and the other half had negative PSG slopes. The 

average PSG slopes in these categories were between 0.03 and 0.04. This indicates that in most 

cases, the change in PSG per year was very subtle. A positive slope meant that slabs in the test 

section curled downward on average and a negative slope meant they curled upward. When the 

PSG slope was positive, the number of test sections that had a positive or negative LTE slope 

was about the same. When the PSG slope was negative, there were more test sections that had a 

negative LTE slope than sections with a positive LTE slope. LTE does not normally increase 

over time. When LTE slope was positive, the average gain in LTE was 0.4 percent per year, a 

very minor increase that may be within the margin of error due to seasonal variations in LTE. A 

positive LTE slope typically meant that the test section maintained its original LTE value over 

time. A negative LTE slope indicated that the LTE decreased over time. In cases where LTE 

slope was negative and PSG slope was positive (downward curling), the average LTE slope was 

−0.5 percent per year. Compared to the positive LTE slope, this amount of change in LTE was 

within the margin of error due to seasonal variation and may reflect that in most case the LTE 

did not reduce over time. However, when both LTE and PSG slope were negative (decreasing 

LTE and upward curling slabs), the average LTE slope was slightly lower at −1.5 percent per 

year. As slabs curled upward, voids were potentially created at the uplifted edge. These voids 

may have contributed to a reduction in LTE.

Source: FHWA.

Figure 66. Graph. Categorizing the regression slope of PSG and LTE.

PSG and LTE did not directly correlate; therefore, linear regression analysis was performed to 

determine if consideration of structural factors could improve correlation between PSG and LTE. 
76

The following PSG prediction models were developed using LTEi and LTEs (LTE regression 

intercept and slope using data from the first 10 years after construction) and test section 

structural factors as defined in Table 13. 

Figure 67 and Figure 68 show models for predicting PSGi and PSGs using LTEi, LTEs, and 

structural factors. Table 18 describes the linear regression coefficients in Figure 67 and Table 19

describes the linear regression coefficients in Figure 68. 

Table 18. LTE analysis: linear regression coefficients for PSGi. 

Variable GB PATB LCB 

hB hGB hPATB hLCB

x1 −6.312E−01 −4.129E+00 −4.127E+01 

x2 −1.794E−02 2.487E−02 2.608E−02 

x3 −1.018E−01 −2.640E−03 1.777E−01 

x4 1.411E−01 8.649E−02 2.965E−02 

x5 −9.829E−02 −1.896E−01 7.981E+00 

x6 1.855E−01 5.797E−02 2.944E−02 

x7 −7.182E−02 1.190E−02 3.692E−01 

x8 1.619E−02 1.092E−02 4.813E−03 

x9 1.424E−01 4.285E−02 1.045E−01 

x10 −2.074E−02 3.026E−02 −4.006E−03 

x11 8.004E−04 −3.912E−04 −5.590E−04 

x12 −3.755E−07 4.644E−08 1.865E−08 

x13 −2.530E−01 −2.012E−01 2.441E−01 

Figure 67. Equation. Calculation of PSGi using LTE and structural factors. 

 
77

Table 19. LTE analysis: linear regression coefficients for PSGs. 

Base Type GB PATB LCB 

hB hGB hPATB hLCB

x1 −5.562E−02 1.498E−01 3.874E−01 

x2 2.019E−03 2.651E−03 2.617E−04 

x3 2.778E−02 5.444E−03 −3.868E−03 

x4 −3.243E−02 −6.950E−03 −1.409E−02 

x5 7.359E−02 −8.880E−03 −1.116E−02 

x6 2.312E−03 −5.500E−03 −2.189E−02 

x7 1.224E−02 7.667E−04 6.982E−03 

x8 −1.131E−03 2.200E−04 2.331E−03 

x9 −8.287E−03 −8.380E−04 −9.440E−03 

x10 5.240E−03 7.143E−04 7.837E−03 

x11 −8.368E−05 −1.235E−05 −4.472E−05 

x12 −6.258E−08 −5.434E−08 −1.825E−08 

x13 −2.909E−02 −5.039E−03 9.846E−02 

Figure 68. Equation. Calculation of PSGs using LTE and structural factors. 

Table 20 shows statistics of the prediction models for the LTE analysis. Overall, R-squared 

values ranged from 0.493 to 0.780 and the p-values ranged from 0.002 to 0.579. The best 

prediction model was the PSGs for PATB test sections. The poorest prediction model was for the 

PSGs of granular base pavements. The other prediction models had satisfactory results, but the 

relatively high p-values on the LCB prediction models indicated that the correlation likely 

resulted from random error. 

Table 20. LTE analysis: summary of prediction model statistics. 

Model 

Statistic 

GB

Base Type 

PATB 

Base Type 

LCB 

Base Type 

PSGi model—Residual standard error 0.366 0.355 0.567

PSGi model—Multiple R-squared 0.746 0.643 0.633 

PSGi model—Adjusted R-squared 0.469 0.375 0.234

PSGi model—F-statistic 2.695 2.400 1.584 

PSGi model—p-value 0.056 0.052 0.227 

PSGs model—Residual standard error 0.108 0.034 0.073

PSGs model—Multiple R-squared 0.493 0.780 0.693

PSGs model—Adjusted R-squared −0.060 0.615 0.358

PSGs model—F-statistic 0.891 4.733 2.068 

PSGs model—p-value 0.579 0.002 0.120 

 
78

Figure 69 shows the plots by base type comparing predicted PSGi and PSGs from LTE and 

structural factors to measured PSGi and PSGs from profile analysis. The following findings were 

similar to the previous climate and DI analysis: 

• GB test sections had a better prediction for the PSGi than PSGs.

• PATB sections had a better prediction for the change in curvature than the initial 

curvature. 

• LCB test sections had a satisfactory prediction for both the initial slab curvature and the 

change in slab. 

Source: FHWA. 

A. Predicted and measured PSGi on pavements with GB.

Source: FHWA. 

B. Predicted and measured PSGs on pavements with GB.

 
79

Source: FHWA. 

C. Predicted and measured PSGi on pavements with PATB. 

Source: FHWA. 

D. Predicted and measured PSGs on pavements with PATB. 

 
80

Source: FHWA. 

E. Predicted and measured PSGi on pavements with LCB. 

Source: FHWA. 

F. Predicted and measured PSGs on pavements with LCB. 

Figure 69. Graphs. LTE analysis of predicted PSGi and PSGs versus measured PSGi and 

PSGs.

Table 21 shows the coefficient that had the most significance in developing the prediction 

models. Lower p-values (typically less than 0.1) indicate the significance of coefficients is less 

likely to be the result of random error. 

 
81

Table 21. LTE analysis: correlation coefficients with the lowest p-value per model.

Predicted 

Curling

Coefficient 

for GB 

Pr(>|t|) 

for GB 

Coefficient 

for PATB 

Pr(>|t|) 

for PATB 

Coefficient 

for LCB 

Pr(>|t|) 

for LCB 

PSGi hTS 0.002 hGS 0.012 hTS 0.085

PSGi hGS 0.006 (Intercept) 0.083 hLCB 0.134

PSGi hPC 0.019 LTEi 0.097 LTEi 0.200

PSGi Wslab 0.179 PV 0.216 LTEs 0.201

PSGi E 0.188 Wslab 0.229 (Intercept) 0.330

PSGi ∆T 0.191 hTS 0.237 Lslab 0.379

PSGi LTEs 0.383 hPC 0.294 — —

PSGi PV 0.404 ∆T 0.419 — —

PSGi — — Lslab 0.469 — —

PSGs Wslab 0.287 E 0.002 hGS 0.077

PSGs LTEs 0.419 LTEi 0.065 hPC 0.091

PSGs hGS 0.435 hPC 0.293 ∆T 0.148

PSGs hTS 0.438 Wslab 0.305 PV 0.163

PSGs E 0.445 LTEs 0.322 hTS 0.210

PSGs PV 0.473 (Intercept) 0.490 — —

PSGs — — — — — —

PSGs — — — — — —

PSGs — — — — — —

—No data. 

For predicting PSGi, coefficients of layer thickness had the lowest p-values. These layers 

typically were granular and treated subbase layers. Test sections with treated subbase were only 

present in SPS-2 projects in Kansas and North Carolina. Granular subbases were present in test 

sections in all States, but Washington had particularly thick granular subbase layers (50–

70 inches). The thickness of the subbase may affect prediction of PSG, but it is also likely that 

the subbase layer thickness coefficient was classifying projects by the environmental conditions 

at the sites where subbases were present. Treated subbase thickness had relatively low 

significance in the model for PATB test sections. Granular subbase thickness did not have 

significance in the model for LCB test sections. Base thickness did have significance in the LCB 

model but not in the GB or PATB models for predicting initial curvature, PSGi. The following 

describe the models by base type: 

• GB: The most significant coefficients for this model were the thickness of the subbase 

layers and the PCC layer. The thickness of the GB was not significant. The PCC slab 

width, elastic modulus, temperature gradient, and paste volume had some minor 

significance, but this may be the result of random error. The initial LTE had no 

significance, and the LTE slope value had minor significance. Based on this dataset, LTE 

did not correlate well to PSG on test sections with GBs.

• PATB: Granular subbase thickness had the lowest p-value, but the initial LTE was also 

significant in predicting the initial PSG. Other factors that had relatively high p-values 

included paste volume, slab width, layer thickness, and temperature gradient. 
82

• LCB: The thickness of treated subbase was the most significant coefficient. The LCB 

model was the only model for which the thickness of the base layer was also significant. 

Both the initial LTE and the LTE slope had significance in predicting the initial PSG, 

which suggests that in test sections with LCB, there might be a relationship between the 

initial slab curvature and the initial LTE and change in LTE over time.

Some coefficients of layer thickness were also significant for predicting PSGs, which is similar to 

the prediction model for PSGi. The layer thickness of granular and treated subbases may be 

significant because they classified the environmental condition of test sections by the project 

location where those subbases were present. Treated subbases were found only in North Carolina 

and Kansas and extremely thick GBs were found only in Washington; therefore, these 

coefficients may act as indicators of environmental conditions at these project locations. Slab 

width, h, elastic modulus, and paste volume have also shown significance, in addition to layer 

thickness. Each model for PSGs is described by base type as follows:

• GB: This model showed poor correlation. Most coefficients in this model showed high 

p-values and suggested the correlation may be from random error. The most significant 

coefficient was slab width, with a p-value of 0.287. The LTE slope might have some 

relationship with the PSG slope, but the p-value for it was slightly too high.

• PATB: This model was better than the models for the other two base types. It showed the 

PCC elastic modulus and the initial LTE strongly controlled the change in PSG over 

time. A few other coefficients had minor significance, including slab width, slab 

thickness, and change in LTE over time.

• LCB: The model LCB pavements were strongly controlled by non-LTE coefficients, 

including granular subbase thickness, slab thickness, temperature gradient, paste volume, 

and treated subbase thickness. This model suggests that LTE did not relate to PSG in this 

dataset of LCB test sections.

SUMMARY OF FINDINGS

FWD testing provides valuable information on the physical properties of pavements. FWD is 

typically performed on LTPP test sections every 1 to 6 years. Analyzing these data provided 

insight into how FWD testing may be affected by the curl and warp of concrete pavements. The

analysis was divided into three parts: (1) the development and evaluation of DIs, (2) correlation 

of DIs to PSG and temperature gradient, and (3) correlation of LTE to PSG.

DIs were expected to express the amount of deflection at an FWD testing point that was not from

linear elastic loading of the pavement slab. The DI values were calculated based on regression of 

three deflection measurements at different load levels. Ninety-nine percent of the regressions 

performed had R-squared values of 0.98 or greater. Despite the good correlation between 

deflection and loading, the actual relationship between pavement deflection and loading was 

nonlinear. The simplification of the linear elastic model may have slightly skewed the DI. 

Because of this skew, the DIs may not have reflected the actual uplift of the slab at some

locations. This nonlinear relationship between pavement deflection and loading explains why 

DIs can be negative even though the uplift of a slab cannot be a negative value. DIs were not 
83

only the result of the uplift of a slab, but also affected by the reaction from the base or by internal 

stresses within the slab.

Many sources of variability made clear trends in the relationship between DI and PSG difficult to 

observe. In addition to the ambiguous interpretation of DI, PSG values were also subject to 

seasonal variability and they were based on profile testing performed at different times and 

frequencies than FWD testing. The DI analysis focused on potential factors that may have 

influenced the relationship between a linear 10-year trend between DI and PSG values. The same 

approach was used to analyze the relationship between LTE and PSG values because LTE is 

based on FWD data.

The DI analysis first determined that there was no direct correlation between DI and PSG. The 

climate analysis established that PSG was predictable based on climatic and structural factors. To 

avoid biasing the correlation between DI and PSG with climatic data, only structural factors were 

considered in the DI analysis. The structural factors included base type, layer thickness, PCC 

slab width, slab length, elastic modulus, modulus of rupture, and paste volume. Temperature

gradient was also included because it was based on FWD testing data.

The PSG prediction models using DI values had slightly less error than models based on climatic 

factors or models based on LTE values. All PSG prediction models had R-squared values 

between 0.84 and 0.49, suggesting most models provided a satisfactory fit to actual PSG values.

The p-value of most coefficients in these models was typically high, but there were a few cases 

for which coefficients had low p-values. Comparing the results from PSG prediction models 

from the climate analysis, DI analysis, and LTE analysis led to the following observations:

• Models with the lowest correlation between coefficients and PSG predicted the change in 

PSG over time on test sections with GBs. The R-squared values of these models in the 

LTE, climate, and DI analyses were 0.49, 0.58, and 0.63, respectively. There are two 

possible reasons for this low correlation: (1) the data for these test sections were more 

unpredictable and subject to higher variability than test sections with treated bases and 

(2) test sections with GBs were by nature more difficult to predict warping because of 

physical properties of the unbound material, such as stiffness, erodibility, drainage, 

swelling, liquefaction, freeze-thaw, and deformation.

• Models with the highest correlation between coefficients and PSG predicted the change 

in PSG over time for test sections with PATBs. The R-squared values of these models 

were 0.81 and 0.84 in the climate and DI analyses, respectively. Base type is a major 

distinguishing feature between models with poor correlation and good correlation; 

therefore, physical properties of the base are more likely to influence the predictability of 

PSG over time.

• Models with the second highest correlation between coefficients and PSG predicted the 

initial PSG for test sections with GBs. The R-squared values of these models were 0.78 

and 0.80 in the DI and climate analyses, respectively. Despite the difficulty in predicting 

the change in PSG over time in GB test sections, the initial curvature assigned to 

autogenous shrinkage was easier to predict. The base type was the distinguishing feature

in the PSG’s predictability. The built-in PSG occurred over a short time period; therefore, 
84

material properties that change over time will likely have less influence on the PSG. This 

could be the reason for a good prediction of initial PSG and a poor prediction of change 

in PSG.

Change in PSG over time is typically controlled by warping resulting from differential drying 

shrinkage. Curling was initially thought to provide nonpermanent seasonal variation in the 

curvature. The most significant coefficient for predicting the change in PSG over time was the 

elastic modulus (stiffness) of the PCC slab. The second most significant coefficients were the 

thickness and width of slabs, followed by treated base thickness, initial DI at the slab center, 

change in LTE over time, paste volume, and granular subbase thickness.

In the case of prediction models for initial PSG, the coefficient with lowest p-value (most 

significance) was typically the average relative humidity. This was followed by the initial LTE, 

thickness of treated and granular subbases, PCC thickness, intercept value, and average daily 

difference in relative humidity.

Coefficients that had low significance in predicting the initial PSG include modulus of rupture, 

most DI coefficients, PCC elastic modulus, and paste volume. Only the modulus of rupture had 

low significance in both models for predicting initial PSG and change in PSG; however, it is not 

clear why the significance is low. The significance of most other coefficients typically varied 

depending on what was being predicted. These variances suggested the mechanism that caused 

the initial PSG was different from the mechanism that caused the change in PSG.

The thickness of treated and granular subbases was unusually significant in prediction models. 

Only two projects had treated subbases; one of them had an unusually thick treated granular 

subbase. Two possible reasons for the significance of these coefficients include the presence of 

certain subbases that influenced both the initial and change in PSG, which seems unlikely 

because the base thickness had low significance in predicting PSG and these coefficients are 

project specific; therefore, there may be unknown environmental, material, or constructionrelated factors present that have coincidentally been classified by the presence of subbases found 

in these projects.

Aside from base thicknesses, other coefficients with low significance for predicting the change in 

PSG include the modulus of rupture and slab length. Low significance does not mean the 

modulus of rupture and slab length coefficients had no effect on the amount of curling due to 

seasonal cycles, but they were not significant for predicting the yearly change in PSG.

While a formal sensitivity analysis was not performed to determine whether certain factors could 

be adjusted to improve the correlation in prediction models, in earlier iterations of this analysis, 

erroneous values were used in the calculation of granular subbase thickness. These erroneous 

values, however, had improved correlations in some cases. It is possible the inputs used to 

develop prediction models could be refined further to provide a better fit. Temperature gradient, 

for example, was found to have a parabolic relationship to DI in about half of all test slabs. Other 

factors with similar nonlinear relationships could have improved the overall fit of prediction 

models, which could be an opportunity for a future study.
85

CHAPTER 10. ALR

This report presents detailed information about changes in sectionwide roughness using IRI 

values and slab curl and warp using PSG. The distribution of roughness is an aspect of 

longitudinal road profiles that relates to functional and structural performance. The ALR may 

degrade ride quality disproportionately and may indicate the presence of surface defects or 

surface distress. Per AASHTO R54, ALRs are defined as any region where the IRI averaged 

over a 25-ft base length is greater than a specified threshold.(24) ALR is generally defined as a 

range within a pavement section where the roughness profile with a specific base length has a 

magnitude above a given threshold.

Figure 70 shows the right roughness profile for section 040213 collected 14.2 years after the 

section opened to traffic. This roughness profile uses an averaging base length of 25 ft. As such, 

each point in the roughness profile is the IRI averaged over a 25-ft interval, which has 

boundaries 12.5 ft upstream and 12.5 ft downstream. The figure also marks a threshold of 

150 inches/mi using a horizontal line. 

With a base length of 25 ft and a threshold of 150 inches/mi, this profile has seven ALRs with an 

area of 157.9 ft. The largest ALR with the highest peaks appear at 36.6–53.5, 121.2–174.6, 

177.0–206.7, and 310.2–345.5 ft. These ALRs correspond to locations where the profiler passed 

over wide longitudinal cracks in the right wheel path. The remaining areas do not correspond to 

any known surface distress; rather, they are areas where the severity of upward slab curl 

exacerbated the roughness sufficiently to raise the roughness profile above 150 inches/mi. These 

ALRs may grow or decrease in range and severity with seasonal or diurnal changes in slab curl. 

The ALR at 247.8–249.0 ft, which has a peak roughness just above 150 inches/mi, will have a 

roughness level below the threshold if the severity of upward curl decreases. Alternatively, 

additional ALRs may appear if the severity of upward curl increases.

Source: FHWA.

Figure 70. Graph. Right roughness profile of section 040213 at 14.2 years.

Figure 71 demonstrates short-term changes in ALRs caused by changes in curl and warp. The

figure marks ALRs in the right wheel path for each of five repeat passes over section 040213 in 

diurnal visits conducted over four seasons. These data were collected 9.9 to 10.7 years after the 
86

open-to-traffic date. For each pass, figure 71 marks any area where the IRI is above 

160 inches/mi in the right roughness profile for a base length of 25 ft. Two items in the figure 

stand out. First, the location and extent of the ALR is similar but not exact for all five repeat 

passes within each set. Second, the nominal level of ALR exhibits seasonal and diurnal changes, 

which are attributed to curl and warp. 

Source: FHWA.

Figure 71. Graph. Section 040213 ALR for seasonal, diurnal, and repeated passes.

Figure 72 summarizes the diurnal and seasonal changes in ALR on the right side of section

040213. The figure shows the average extent of ALR for each of the 16 visits. Note that in 

August 2003 and June 2004, the extent of ALRs is greater than in December 2003 and 

March 2004. The ground under the pavement is warmer compared to December 2003 and 

March 2004, which promoted upward curling. Also, within each seasonal group, the total extent 

of ALR is highest in the early morning hours and lowest in midafternoon because the upward 

slab curl is the most severe before sunrise and the least severe at midday.
87

Source: FHWA.

Figure 72. Graph. Section 040213 average ALR for seasonal and diurnal visits.

Figure 73 demonstrates long-term changes in ALR on section 040213 using a base length of 25 ft

and a threshold of 160 inches/mi. The figure marks ALR for each repeat measurement over the 

section over the monitoring history for LTPP. The figure also lists the age of the test section 

relative to the date the section opened to traffic. The figure shows a growth in ALR over the first 

16 years, which includes an increase in the extent of ALR as longitudinal cracking appears in the 

right wheel path. However, the trend is most likely confounded by seasonal and diurnal changes 

in curl and warp as the extent of ALR for a specific visit is affected by environmental conditions 

at the time. The ALR that is registered in areas with longitudinal cracking also depends on the 

transverse positioning of the profiler within the lane.

Figure 70 through Figure 73 provide a detailed analysis of ALR for the right side of section 

040213. The LTPP and FHWA profile datasets offer an unusual opportunity to examine ALR of 

jointed concrete pavements in detail. For this study, the longitudinal profiles were synchronized 

throughout their entire monitoring period, such that their starting locations and accumulation of 

longitudinal distance is consistent beyond what was possible with careful field procedures. These 

data were used to study short- and long-term changes in ALR of the 83 test sections included in 

this research. 

The study also included an examination of the extent and severity of ALR repeatability, which 

was performed using well-synchronized data. The data were accurately aligned; therefore, 

changes in ALR are attributed to tracking variations and other sources of profile-measurement 

uncertainty not related to measurement of longitudinal distance. Variations in ALR location were 

also addressed using unsynchronized measurements.
88

Source: FHWA.

Figure 73. Graph. ALRs long-term changes of section 040213.
89

Appendix J provides results of ALR analysis of several test sections. Like section 040213, many 

test sections included short-term variations in ALR caused by changes in curl and warp. All test 

sections exhibited long-term changes in ALR. These effects included long-term growth in 

roughness, the confounding effects of changes in curl and warp, increased roughness at locations 

with distress, and changes in roughness caused by maintenance. Overall, the analysis showed 

that the potential influence of curl and warp must be considered when interpreting ALR on 

jointed concrete pavements. Timing and prevailing environmental conditions must be reported 

with ALR measurements and considered when interpreting the results or comparing ALR extent 

and severity.

Appendix J describes other effects of practical concern, including the following:

• ALR depends on index type. For example, using MRI, which is the average of the left 

and right IRI, in place of individual wheel tracks moderates the most extreme areas of 

roughness. Using HRI, which is based on averaging the left and right profile before 

computing the roughness, universally reduces ALR.

• Roughness threshold strongly affects ALR. ALR increases as the threshold value 

decreases. When the average roughness approaches the ALR threshold, evaluation of 

ALR becomes less meaningful, and a threshold proportional to the sectionwide average 

may be more useful for some applications.

• Base length affects the severity of roughness. As base length decreases, peak roughness 

values grow in severity and highly localized features are easier to pinpoint. However, a 

base length lower than 25 ft may fail to capture the entire contribution to roughness of a 

localized feature.

• Severity of an ALR is as important as its extent. ALR with the same extent included a 

wide range of peak values. Further, several ALR were detected that barely exceeded the 

threshold or included very low extent. For some applications, an index is proposed that 

quantifies the extent and severity of ALR.

• ALR length and severity vary more widely than IRI between repeat passes. Several 

instances were observed where repeated passes were not needed to obtain an accurate 

measurement of overall IRI, but multiple passes were needed to assess ALR length and 

severity.

91

CHAPTER 11. CONCLUSIONS AND RECOMMENDATIONS

Throughout this study, researchers learned what could—and in some cases could not—be 

quantified or related to curl and warp on jointed concrete pavements. Key findings regarding the 

various analysis efforts are summarized in the following sections, and some promising areas for 

future research are identified.

This research demonstrated detailed analyses of road profiles for detection of jointed concrete 

curl and warp, changes in curl and warp, and estimation of the influence of curl and warp on the 

IRI. The research examined the relationship between the IRI and curl and warp quantified using 

the average PSG over the slabs within a test section, which was done to quantify cyclic and 

long-term changes in curl and warp and corresponding changes in IRI. The report demonstrates 

the use of this framework to quantify the effect of curl and warp on the IRI of 83 LTPP test 

sections, including long- and short-term changes and spatial variation within a test section.

The research sought to estimate the portion of roughness from sources other than curl and warp 

(i.e., background roughness) using a linear fit between observations of IRI versus PSG over the 

short term (e.g., diurnal and seasonal changes) and extrapolation to a condition with no curl. 

Theoretical modeling combined with simulations of random roughness mixed with idealized 

profiles of curl and warp showed that a linear fit was not appropriate for extrapolation.

An alternative method was proposed based on the assumption that the square of the total 

roughness was approximated by the sum of the square of background roughness and the square 

of the roughness caused by curl and warp. Fitting this model to data for individual test sections 

quantified the influence of curl and warp on the IRI for test sections where large changes in curl 

and warp were present. However, the PSG–IRI relationship could not be generalized because the 

PSG–IRI relationship for individual test sections was not consistent enough to justify using the 

fitted model from one test section to infer the effects of curl and warp on roughness of another

test section.

Seasonal and diurnal measurement of jointed concrete test sections is recommended for test 

sections that require quantifying curl and warp. The diurnal measurements should include four 

series of passes: 

1. Predawn, preferably just before sunrise or when air temperature is at a minimum.

2. At least 2 hours after sunrise.

3. Late afternoon, preferably after solar radiation has maximized for the afternoon and when 

air temperature is at a maximum.

4. After sunset. 

Whenever possible, these measurements should be conducted on a clear day to maximize solar 

radiation to the pavement surface. The timing of seasonal measurements should favor extremes 

in daily average solar radiation and extremes in the expected temperature and moisture at the 

slab underside.

In support of the curl-and-warp analysis, the research demonstrated a methodology for selecting 

five repeat passes from a larger group of raw profile measurements based on mutual 
92

cross-correlation of IRI-filtered profile traces. This methodology is proposed for any application 

that emphasizes the effect of specific profile features on the IRI and the distribution of roughness 

within a test section.

The research also applied an algorithm for isolating the location of transverse joints by 

identifying narrow downward spikes that appear with the expected spacing. The algorithm is the 

most successful when repeat profile measurements are available over the same test sections and 

when narrow downward spikes at the joints are not eliminated from the stored profile by lowpass filtering. Researchers recommend that profile measurements collected for the study of curl 

and warp include at least three repeat passes for every measurement visit. Further, measurement 

protocols should include specification of height-sensor footprint, low-pass filtering, and 

data-recording intervals that facilitate joint finding without introducing spurious (i.e., aliased) 

short-wavelength content into the profile.

A direct correlation between PSG and climatic factors—such as average temperature and relative 

humidity—could not be established. However, the following general observations can be made 

based on the analysis:

• Base type had influence on the correlation of climatic factors to PSG.

• Humidity had the effect on the initial pavement curvature.

• Stiffness of the PCC affected the PSG.

• Correlation with PSG improved with more-refined climate factors.

Recommendations for further investigation of the correlation between climate and PSG include: 

• Consider climatic factor that describes seasonal variation.

• Factor the climate during profile testing into correlation analysis.

• Explore nonlinear relationships between climatic factors and PSG.

DI and LTE are parameters derived from FWD testing and were considered to have potential as 

predictors of PSG and the curl state of the slab. DI and LTE was computed and compared to PSG 

but were found not to have a correlation. Additionally, DI values at various FWD test points and 

the relative difference between these DI values were also evaluated and found not to have a

correlation to PSG. Structural design factors, such as layer thicknesses, base type, slab 

dimensions, and paste volume were included in the correlation analysis as coefficients in the 

regression models developed by researchers. While these models showed good R-squared values, 

the number of degrees of freedom was low, and these models required additional data to validate. 

The models did indicate, however, that FWD data alone were not sufficient to compute PSG or 

evaluate curl state.

The FWD analysis lacked enough established knowledge on the mechanisms affecting curl-andwarp behavior. Researchers made assumptions on what factors were of potential importance to 

curl and warp and how to compute and interpret these factors. The curl-and-warp indices, such as 

PSG, DI, and LTE, were also subject to interpretation without sufficient means to validate the 

interpretation. Curl-and-warp indices varied; therefore, in the analysis, trends were generalized to 

develop correlations. This generalization reduced the size of the dataset and consequently the 

degree of freedom in correlations.
93

Findings from the FWD analysis include the following:

• DI could be developed using LTPP FWD data.

• Interpretation of DI was subject to FWD testing location, curl state of the slab, the base

type, and other structural factors.

• Direct relationships between averages of DI and PSG could not be established.

• Change in curl was more difficult to correlate in test sections with GBs than test sections 

with treated bases.

• Structural properties of the slab influenced the correlation between DI and PSG.

• Unknown factors specific to the site location may have influenced the correlation 

between DI and PSG or LTE and PSG.

The FWD analysis was not able to establish a correlation between DI and PSG, but the analysis 

showed that a relationship could potentially exist. Recommendations based on this analysis for 

further investigation include the following: 

• Correlation between ∆DI and z0.

• Nonlinear relationship between DI, LTE, and PSG.

• Slab-by-slab analysis or site-specific analysis on the correlation between DI and PSG.

• Sensitivity analysis on parameters that affect the correlation between DI and PSG.

The potential influence of curl and warp was shown to affect the interpretation of ALR on 

jointed concrete pavements. Timing and prevailing environmental conditions must be reported 

with ALR measurements and considered when interpreting the results or comparing ALR extent 

and severity. Other practical concerns regarding the interpretation of ALRs include the 

following:

• ALR’s dependence on index type.

• Effects of roughness threshold on ALR.

• Effects of base length on the severity of roughness.

• Importance of the severity of ALR compared to the extent of ALR.

95

APPENDIX A. LITERATURE REVIEW

INTRODUCTION

This appendix provides a literature review related to experimental determination of jointedconcrete pavement curl and warp using pavement-surface elevation measurements. Separate 

discussions are provided for various types of measurement technology, but each discussion 

emphasizes techniques for quantifying curl and warp using field measurements. Many of the 

cited references also describe background and research findings relevant to a pavement’s 

response to moisture, thermal, and applied loads not described in this appendix.

CURL-AND-WARP MEASUREMENT

Graphical Demonstration

Early studies of jointed-concrete behavior used plots of responses from roughness devices 

measured along longitudinal tracks to graphically demonstrate curl and warp.

Stanton demonstrated seasonal and diurnal changes in profilograph traces measured on various 

experimental in-service jointed-concrete pavements in California.(25) Stanton noted “the 

difference in curvature between morning and afternoon in warm weather and the decreased 

curvature in the damp cool weather of the rainy season.” Hveem showed seasonal, diurnal, and 

early-age changes to profilograph traces; sensitivity of behavior to soil type; and long-term 

changes in profilograph traces on the same experimental pavements.(26–28) Tremper and Spellman 

showed profilograph traces from a later study of concrete shrinkage due to moisture loss and 

identified curl graphically as shown in figure 74.

(29)

©1963 Tremper and Spellman.

Figure 74. Graph. Representation of curling using a profilograph trace.(29)

Moyer showed traces from a response-type road-roughness measurement system for a segment 

of road that was “badly warped at the joints.”(30) Housel demonstrated seasonal changes in 

in-service pavements caused by “curling at the joints combined with frost action in the granular 

base” using traces measured by a truck-mounted profilograph.(31)

Direct Elevation Measurement

Several studies monitored the curl and warp of in-service test pavements by directly measuring 

elevation changes at critical locations on selected slabs. The instrumentation included a 

surveyor’s rod and level,(32,33)dial gauges,(34–37)slip-pin deflectometers,(38,39) multidepth 

deflectometers,(40,41)or linear variable differential transformers.(42–45)
96

Evans and Drake cited the difference between elevation at joints and slab midpoints as a measure 

of warping, and the State Highway Commission of Kansas defined “warping factor” 

similarly.(32,33) Spellman, Stoker, and Neal described the measurement of vertical “movements of 

slab corners to temperature and moisture changes (curl).”(39)

Armaghani, Larsen, and Smith presented slab center, edge, and corner deflections over a 48-hour

cycle for comparison to slab temperature and temperature differential.(42) Goldsberry presented 

slab center, edge, and corner deflections for comparison to thermal loading over several diurnal 

cycles for multiple seasons.(43) Poblete et al. compared changes in slab corner elevations, which 

were expressed as uplift, to changes in thermal gradient over diurnal cycles in multiple 

seasons.(44)Jeong and Zollinger demonstrated the difference between two curing methods on 

early-age slab behavior through the first seven diurnal cycles by comparing vertical corner 

displacement to measurements of dowel-bar bending moment and slab material strain.(36) Rao 

and Roesler and Rao presented changes in edge and corner deflection over 24 hours.

(41,46) These 

studies examined the behavior of instrumented slabs under changes in thermal loading as a basis 

for explaining behavior under load.

Researchers compared slab deformation to thermal loading using values of curl calculated from 

measured elevations at critical locations. Lowrie and Nowlen presented “changes in curl” using 

averaged corner and edge deflections over multiple test slabs.(38) Ardani reported values of curl 

measured every 30 minutes from early morning until late afternoon, which were defined as the 

difference in elevation between the corners and slab center.(37) Yu et al. defined curl as the 

deflection at slab edges and slab corners relative to the slab center.(35) Values were reported for 

comparison to temperature gradient over two diurnal cycles.

Inclinometer-Based Slab Profiles

Teller and Sutherland used a precision clinometer to measure deflections caused by temperature 

warping and displayed deflection profiles along slab edges and slab longitudinal and transverse 

centerlines.(47,48) Several modern studies, which are cited in this section, monitored the curl and 

warp of in-service jointed-concrete pavements using low-speed, inclinometer-based profiles 

along key lines over selected slabs. In these studies, profiles of relative elevation versus position 

were collected diagonally and along transverse edges and longitudinal edges. In a few cases, 

roughness for longitudinal profiles were reported in terms of the IRI to examine early-age 

behavior or changes at various times of day.(49–51) Curl and warp was typically quantified by 

direct analysis of measured profiles and related to measurements of slab temperature at various 

depths, material strain, or other quantities pertinent to structural response.

Rao et al. emphasized early-age and long-term causes of slab deformation and, using profiles 

collected along slab diagonals, characterized curl as the elevation difference between slab 

corners and slab center.(52)

In some cases, selected locations on in-service pavements were monitored to explain premature 

cracking. Hansen et al. applied a second-order curve fit to profiles measured along longitudinal 

tracks and reported edge-to-center elevation difference from the best-fit curve.(53) Yu and 

Khazanovich and Beckemeyer, Khazanovich, and Yu measured profiles along longitudinal slab 

edges and applied a quadratic fit to the profiles after “adjustment for longitudinal slope.”(45,54) Yu 
97

and Khazanovich and Beckemeyer, Khazanovich, and Yu defined the amount of curling as the 

difference between vertical deflections at the corners to deflection at the slab center. All three 

studies applied the curve fit as a way to eliminate the effect of surface irregularities on the 

results. 

Vandenbossche measured profiles along transverse edges, longitudinal edges, and a diagonal of 

selected slabs at several test sites.(55)In the description of analysis methods, Vandenbossche 

observed that slab profiles “contained the geometric pavement slope and surface irregularities.” 

Analysis of slab profiles included a zeroing procedure to mitigate the effects of slope. Each 

profile was adjusted by subtracting the profile measured along the same track under specific 

environmental conditions. Curvature () was approximated from the resulting displacement 

profiles using a second-order curve fit, as shown in figure 75 and figure 76. 

Figure 75. Equation. Second-order curve fit. 

Figure 76. Equation. Curvature derived from a second-order curve fit. 

In figure 75, y(x) is the fitted displacement profile as a function of distance along the slab 

diagonal; A, B, and C are fitted coefficients. Figure 76 shows that curvature derived from a 

second-order polynomial is not constant across the entire slab. All reported curvature values, 

however, were less than 0.0006 1/ft and the longest test slab was 24 ft. For these parameters, the 

curvature varies across the fitted curve by less than 0.06 percent, and curvature may be estimated 

solely based on A. 

The studies by Vandenbossche included three technical observations with important implications 

to quantifying curl and warp from measured longitudinal profile. The observations include the 

following: 

• Using a single parameter to characterize curl was advantageous if it could be justified. 

• “Identifying a single parameter that can characterize the measured profile, or slab shape, 

is beneficial when making comparisons for a range of temperature conditions between 

cells and within cells. The parameter chosen to characterize the shape of the slab was 

curvature.”(55)

• Predicting measured curvature depended on radius of relative stiffness and slab length, in 

addition to thermal loading. 

• Using a curve fit over the entire length of the slab profile achieved satisfactory results, 

but curvature may vary within a given slab because of the influence of gravity and 

load-transfer devices. 
98

In a study of early-age behavior, Wells, Phillips, and Vandenbossche monitored selected slab 

groups with and without dowel and tie bars for the first 72 hours after construction.(56) This study 

used processing techniques described by Vandenbossche and quantified slab curvature using the 

value 1 ft into the slab from the edge.(55) Subsequently, Asbahan and Vandenbossche monitored 

the same slabs over 2 years to quantify the relative influence of temperature gradient, moisture 

gradient, and restraint at the joints on slab deformation.(57) This study applied the zeroing 

procedure previously described and quantified curvature using the second derivative of the fitted 

second-order curve (i.e., 2A from figure 76).

Kim monitored selected slab groups on two newly constructed pavements for 7 days following 

construction.(58) The study included measuring profiles along diagonals and transverse edges and 

reported curvature using Vandenbossche’s analysis procedure for profiles along diagonals and 

transverse edges. Ceylan et al. characterized slab deformation in related work from the same 

field sites using the relative corner-to-center elevation changes from profiles measured along slab 

diagonals.(50,59)

Chen, Nassiri, and Umeyer monitored the deformation of several transverse profiles on five test 

sections that had been in service for 24 years or more and processed the profiles using a secondorder curve fit.(60) Slab deformation was quantified using the fitted polynomial in two ways: 

differential deflection between the edges and the center of the slab and curvature estimated using 

the second derivative.

Custom Devices

Early studies of slab warp used custom mechanical devices to record the movement of slab edges 

relative to a fixed external reference over time or the elevation at transverse joints relative to the 

slab interior.(61,62) Ceylan et al. proposed a low-cost device for the measurement of 

slab-deflection profiles along a selected line using a stretched wire and either a custom gauge 

block or a digital depth gauge to measure the gap to the slab surface at various locations along 

the wire.(63)

Lederle, Lothschutz, and Hiller analyzed transverse profiles measured at multiple longitudinal 

positions on several instrumented test slabs at the MnROAD research facility using the 

Automated Laser Profile System 2.(64) The system includes a laser that sweeps along a long rigid 

beam and collects a relative profile along a selected line. Lederle quantified curl and warp by 

associating properties of the measured transverse profiles with surface profiles predicted by 

ISLAB2000 for differences in temperature across the depth of the slab.(65) This association 

produced an empirical estimate of the curl and warp of each measured profile regarding the 

temperature difference in the predicted profile that produced the best match. After removing the 

prevailing linear trend (i.e., cross slope) and extraneous points from each transverse profile, 

researchers used the following three methods of relating measured and predicted profiles:

• Polynomial Curvature Method: A polynomial curve fit was applied to predicted and 

measured profiles, which were associated with a predicted counterpart based on curvature 

versus distance across the slab derived from the fitted polynomial.

• ∆h Method: Measured profiles were associated with a predicted counterpart based on the 

difference between the slab midpoint and the edges.
99

• Minimum Error Method: A polynomial curve fit was applied to the measured profiles, 

which were associated with a predicted counterpart based on a direct fit to the predicted 

profiles.

Lederle found that agreement between the model and measured profiles was better at the slab 

center than near the joints because of the restraint placed on vertical movement caused by 

friction at joints between other slabs or shoulders.(65) The Polynomial Curvature Method and 

Minimum Error Method were each applied five times using polynomial fits with orders of two 

through six. The analysis did not produce consistent results for various polynomial orders, and 

the results for lower-order polynomials were deemed more realistic and more physically 

relevant. The inconsistency in results for higher-order polynomials illustrates the potential 

confounding influence of roughness in measured profiles (i.e., curvature and curvature changes) 

unrelated to slab curl and warp and the importance of fitting the measured profiles directly to an 

assumed function that corresponds to a structural model of slab deformation.

Ceylan et al. measured curling and warping of slabs on six in-service pavements in Iowa at 

various times of day using LiDAR scans.(66) The LiDAR scans produced point clouds, which 

were processed to produce three-dimensional surface profiles for each test slab. Surface profiles 

were fitted to a general bivariate quadratic function (i.e., elevation was cast as a second-order 

function of transverse and longitudinal position). Curling and warping was reported in terms of 

relative deflection for two-dimensional slices along transverse slab edges, longitudinal slab 

edges, and the two slab diagonals that connect the corners. Relative deflection along each slice 

was defined as the difference between the fitted profile and a reference line connecting the two 

ends.

Inertial Profilers

Darlington and Milliman envisioned “a study of 24-hour slab movement recording actual slab 

curling” as an application of inertial profilers early in their adoption for use in pavement-network 

management.(67) Some researchers demonstrated the effect of curl and warp on road profiles 

using filtered elevation plots and power spectral density plots. (See references 68 through 73.) 

Other research studies have attributed changes in IRI measured by inertial profilers to changes in 

curl and warp over daily and seasonal cycles or used changes in IRI measured by inertial 

profilers to investigate early-age behavior.(70,73,74) Byrum and Sixbey et al. first proposed 

algorithms for directly quantifying slab curl and warp using inertial profile measurements.(75,76)

This section describes several proposed methods for quantifying curl and warp using inertial 

profiler measurements.

Byrum Curvature Index

Byrum proposed and demonstrated a curvature index (CI) using high-speed inertial profile 

measurements collected for the LTPP study on GPS-3 and GPS-4 test sections.(77,78) CI combines 

discrete curvature estimates calculated from as shown in the equation in Figure 77.

Figure 77. Equation. Discrete curvature estimates.
100

In Figure 77, y and x are the values of profile elevation and longitudinal distance, respectively, at 

sample points indicted by the subscripts. These expressions reduce algebraically to a form related 

to midchord deviation and calculation of vertical acceleration from a profile corresponding to a 

particular interval (i.e., base length).(79,80)

In figure 78, ∆x is the profile recording interval, i∆x is the interval over which slope is 

calculated, and curvaturen is a three-point estimate of curvature for the corresponding interval.

Figure 78. Equation. Discrete curvature estimates, constant interval.(77)

When CI was first proposed, LTPP profile data were stored at a sample spacing of 6 inches, 

which determined the values of interval available for computing curvature estimates.

The overall value of CI for a wheel path included a sum of the average curvature estimates 

calculated over intervals of 6, 24, and 48 inches (i.e., for i = 1, 4, and 8). Byrum recognized the 

potential variation in curvature within long slabs:

One complication in the processing is related to long slab behavior. In this case, the 

portion of the slab near a joint would have curvature. However, the middle portion of the 

slab remains flat because of physical and geometric confinement.(75)

As such, CI also included additional terms that averaged the 6-inch interval curvature estimates 

for approach and leave areas within 15 ft of joints or cracks.

Byrum isolated slabs from joints and cracks using a curvature-variation threshold. Points within 

the profile with relatively high levels of curvature were marked as imperfections, and the areas 

within 2 ft of imperfections were excluded from the calculation of CI. This approach for 

detecting joints and cracks was subsequently applied in studies of other behaviors in 

jointed-concrete pavements, such as rocking and pumping and faulting.(81,82)

Byrum demonstrated a model that correlated to the IRI of a 500-ft-long profile to a linear 

combination of CI, the number of imperfections found, the average severity of the imperfections, 

the SD of curvature estimates with 6- and 48-inch intervals and the average curvature estimate 

with a 48-inch interval.(77) The model predicted IRI with a standard error of 9.75 inches/mi.

Byrum later compared several methods of quantifying slab curvature, including three-point 

curvature estimates, polynomial curve fits, and fitting to an assumed slab profile.(83) The 

comparison included a detailed description of the Byrum Curvature Index (BCI) method. In 

addition to CI and the underlying curvature estimates, the BCI method includes the report of the 

average, SD, and standard error for a suite of curvature estimates using intervals of 6 through 

48 inches (i.e., i = 1 through 8), a companion set of estimates taken from the profile after the 

application of a cubic spline filter, and several combinations thereof aggregated for all points 

within slab boundaries, and within joint-and-crack approach and leave areas.
101

The comparison included three important observations that translate to other methods of 

processing profile data to obtain curvature estimates. First, analysis of many slabs over a uniform 

pavement segment is advantageous because using many slabs reduces variations in curvature 

estimates caused by confounding variations, such as other sources of roughness. Second, fitting a 

profile over the length of a slab to an assumed shape may fail to accurately capture an estimate of 

slope at the slab ends. Third, an algebraic relationship exists between many of the prevailing 

choices for quantifying slab curl from profile (e.g., center versus edge deformation, differences 

in slope at slab ends, polynomial curve fits, and fitting to a structural model).

Curve Fitting

Sixbey et al. analyzed profiles of 65 lane-miles of in-service jointed concrete with premature 

transverse cracking.(76) Profiles were collected in four passes on the same day, starting in the 

early morning and ending in the early evening. The research characterized curvature of 

individual slab profiles using the maximum deformation. The profile-analysis procedure 

normalized the measured traces into a deformation profile by removing the trend along the slab. 

This procedure applied a third-order fit to slab-wide profiles and removed a linear trend from the 

fitted and measured profiles. From the graphical demonstration, plots appeared to show that both 

fitted and measured profiles were adjusted equally, such that values of zero deformation would 

appear in the fitted profile at the slab boundaries. Maximum deformation was read from the 

measured deformation profile at the location where the fitted deformation profile had the largest 

absolute value.

The work by Sixbey et al. applied curve fitting to reduce the sensitivity of the process to 

irregularities within each slab.(76)In a subsequent description of the work by Sixbey et al., 

Gagarin and Mekemson explained that “the curvature of the surface profile is not necessarily 

equivalent to slab curvature,” and concluded that for individual slabs, the relevant measure was 

changes in deformation.(84) Sixbey et al. characterized the overall behavior of the pavement using 

the distribution of maximum deformation values for all slabs at a given time and by observing 

changes throughout the day.(76)

Sixbey et al. and Gagarin and Mekemson did not provide details of the procedure for identifying 

the boundaries of each slab.(76,84) However, researchers recommended using a recording interval 

0.2 inches or shorter. Gagarin and Mekemson cited the need to overcome inconsistencies in the 

measurement of longitudinal distance between multiple runs over the same pavement section.(84)

Fitting to an Assumed Slab Profile

Chang et al. studied seasonal and diurnal profile changes in 19 test sections and diurnal profile 

changes in 19 additional test sections throughout the United States. Diurnal testing included 

repeated profile measurements collected during four time periods throughout a 24-hour cycle: 

early morning, midmorning, early afternoon, and late afternoon. Seasonal testing required 

diurnal testing once per season yearly.(85)

Chang et al. quantified the level of curl and warp in measured profiles by fitting profiles of 

individual slabs to an assumed shape predicted by the Westergaard equation.(3,20) The 
102

Westergaard equation predicts vertical deformation caused by a constant strain gradient 

throughout the depth of a slab using structural properties, b, l, and μ.

In the procedure used in Chang et al., researchers isolated individual slab profiles by searching 

for narrow spikes that appeared in the profiles at the joints. This procedure depended on the 

availability of up to 10 repeat profile measurements collected at each visit and data collected 

with a narrow height-sensor footprint (i.e., a point laser) and recorded at short intervals (i.e., 

0.25 inches). Slab profiles were preprocessed by eliminating a length of profile not exceeding 

2 inches at each end and by removing the linear trend.

The fitting procedure, show in in Figure 79, sought a scale factor that produced the best fit 

between the measured profile and the assumed slab shape.

Figure 79. Equation. Slab profile fitting function.

In the equation in Figure 79, z(x) is the fitted displacement function, and x is the distance along 

the slab with its origin at the slab center. The function f defines the shape of the slab. It is 

symmetric about the slab center with a value of one at the slab ends. The fitted scale factor is the 

uplift at the slab ends (z0) in the fitted function. Results were expressed in terms of the strain 

gradient required to deform a slab into measured shape, as shown in the equation in Figure 80.

Figure 80. Equation. PSG.

In Figure 80, PSG is measured in units of strain per inch of depth, proportional to magnitude of 

deformation.

Chang et al. reported the level of curl and warp for slabs within a given road segment in terms of 

the distribution of PSG values and related changes in HRI for the measured profiles to the 

average PSG.(3,6) Chang et al. reported diurnal changes in HRI as high as 40 inches/mi.(3) Chang 

et al. observed that for test sections with large changes in PSG, a strong linear relationship 

existed between HRI and average PSG and demonstrated extrapolation of the linear fit for 

estimating the HRI that would exist without slab curl.

Karamihas and Senn applied the method to profiles from the LTPP SPS-2 site in Arizona over 

the first 16 years of its monitoring history.(12) The study demonstrated a close linear relationship 

between IRI and average PSG for low-strength sections in which large diurnal and seasonal 

changes in IRI were observed but not for high-strength sections in which changes in IRI were 

small. For the low-strength sections, linear regression produced standard estimate of error values 

ranging from 1.19 to 4.64 inches/mi.

Ruiz et al. applied the method to diagnose the cause of premature slab cracking to in-service 

pavements in Bolivia.(86) The study examined variations in PSG within a test section and changes 

in PSG between profiles measured in the morning and afternoon. Merritt et al. applied the 
103

method to investigate undesirable roughness of a jointed-concrete pavement in Colorado.(87) The 

study included diurnal profile measurements in February and August of the same year and 

confirmed the presence of curl in pavements in both directions. The results included changes in 

HRI of more than 20 inches/mi on some test segments and attributed up to 40 inches/mi to slab 

curl in profile collected in the early morning.

Profile Decomposition

Siddique proposed the separation of a curled profile from components unrelated to curl using a 

fast Fourier transform algorithm. Siddique attributed roughness at wavelengths equal to the slab 

length and integer fractions of the slab length (e.g., a half, a third) to slab curl.(88) The fast 

Fourier transform algorithm was applied to the measured profile. The Fourier coefficients were 

split into two sets: one for wavenumbers that correspond to the slab length and upper harmonics 

and another for the remaining wavenumbers. An inverse Fourier transform produces a separate 

profile for each set of coefficients. The effects of curling were reported for the reduction in the 

IRI of the profile without the components associated with curl relative to the IRI of the original 

profile. Siddique provides an example with 9-percent reduction in the IRI when the curling 

contribution was removed.

Adu-Gyamfi, Attoh-Okine, and Ayenu-Prah proposed using the Hilbert–Huang Transform 

(HHT) as a tool for characterizing road roughness using measured profiles.(89) The HHT includes 

decomposition of profiles into intrinsic mode functions (IMFs). Unlike the Fourier transform, 

shapes of the IMFs depend empirically on the properties of the measured signal. The HHT is best 

suited for applications for which the signal under study includes changes in the severity of the 

measured fluctuations or changes in the contributing frequencies.

Gagarin et al. illustrated the use of the HHT as a filtering tool on a jointed-concrete pavement 

profile.(90) The example showed plots of IMF combinations that helped distinguish slab curling 

from other content, such as texture and narrow dips at joints. Franta described a method for 

separating a profile into the following three components using the HHT: noise/surface texture, 

curl, and base trends.(91) Each component included contributions from several IMFs produced by 

the transform. Franta provides an example of quantifying the curl of a slab in terms of 

temperature gradient in which the curl and base trend components are compared to slab 

deformation profiles predicted by ISLAB2005.

Assessment

The literature reviewed in appendix A included the following findings pertinent to the research 

examined in the report:

• Curvature caused by curl and warp varies throughout the length of concrete slabs. 

Curvature at slab ends may disagree with simple slab models because of loss of contact 

with the subgrade, friction between adjacent slabs, and load-transfer devices.

• Variations in the curvature of measured slab profiles caused by sources other than curl 

and warp necessitate the use of smoothing, a curve fit, or some analysis technique that 

minimizes sensitivity to surface irregularities. Although curl and warp contributes to the 
104

absolute curvature of slabs, the only justified assumption is that changes in curvature of a 

slab profile relate primarily to changes in curl and warp.

• Characterization of the status of a road segment by averaging the severity of curl and 

warp over many slabs reduces the influence of confounding variables. The distribution of 

values from individual slabs is also informative.

• Use of a single parameter to characterize curl and warp is advantageous if the use can be 

justified by a theoretical or experimental link to structural behavior. Measures that easily 

translate to an estimate of equivalent linear temperature gradient facilitate comparisons 

with past research and existing design practice.

• Under certain conditions, a statistical link exists between measures of curl and warp and 

measures of roughness, such as the IRI.

• Processing data for many slabs measured by an inertial profiler requires a reliable, 

preferably automated, method of detecting the location of joints.
105

APPENDIX B. DESIGN FEATURES, MAINTENANCE HISTORY, AND 

PROFILE-MEASUREMENT HISTORY

DESIGN FEATURES

SPS-2 Sites

This section provides relevant information about SPS-2 sites provided in construction reports, a 

description of the LTPP SPS-2 core experiment, and a description of a proposed SPS-2 

pavement-preservation experiment. (See references 7, 15, 19, and 92.)

Table 22 lists the variations in structural factors that appear at LTPP SPS-2 sites. These 24 

combinations make up a factorial matrix with 2 values of slab thickness, 2 values of PCC 

flexural strength, 3 base designs, and 2 values of slab width. Each site includes 12 core sections. 

The sites in Kansas, North Carolina, Ohio, and Washington include sections 

0201–0212, and the site in Arizona includes sections 0213–0224. The two groups have the same 

combinations of slab thickness, PCC flexural strength, and base design but have the opposite 

pairing of each combination with slab width.

The subgrade is silty sand with gravel at the Arizona site, silty clay at the Kansas site, primarily 

silty clay at the North Carolina site, silty clay at the Ohio site, and fine-grained sandy-silt 

material at the Washington site.

Table 23 lists the supplemental sections at each site and the structural factors known about each 

site. The Kansas, North Carolina, and Washington sites include control sections that were built 

using the State DOT’s standard design. The control section in Kansas (200259) has a 6-inchthick stabilized base above a 6-inch-thick modified fly ash subbase. The control section in North 

Carolina (370259) has a 4-inch PATB and includes a section (370260) that substitutes a 

5-inch-thick asphalt-treated base for the LCB on section 370207 for comparison. The control 

section in Washington (530259) has a 3-inch-thick asphalt-treated base over a 2-inch-thick 

crushed surfacing base course.

The Arizona site includes four undoweled sections with skewed joints (040262–040265). Their 

doweled counterparts are 040213, 040221, 040223, and 040215, respectively. Three additional 

sections of doweled jointed plain concrete (040266–040268) were included with specialized 

designs of interest to the Arizona DOT. The Arizona site also includes two asphalt concrete (AC)

sections (040260 and 040261).

The Ohio site includes seven supplemental sections with the same PCC thickness and various 

combinations of base designs and mix designs of interest to the Ohio DOT. Even-numbered 

sections were built using a higher-strength mix than odd-numbered sections.
106

Table 22. SPS-2 core experiment structural factors.

Section

Slab 

Width 

(ft)

PCC 

Flexural 

Strength 

(psi) 

Layer 1 

Thickness 

(Inches)

Layer 2 

Thickness 

(Inches)

Layer 3 

Thickness 

(Inches)

Layer 1 

Type

Layer 2 

Type

Layer 3 

Type

0201 12 550 8 6 — PCC DGAB —

0202 14 900 8 6 — PCC DGAB —

0203 14 550 11 6 — PCC DGAB —

0204 12 900 11 6 — PCC DGAB —

0205 12 550 8 6 — PCC LCB —

0206 14 900 8 6 — PCC LCB —

0207 14 550 11 6 — PCC LCB —

0208 12 900 11 6 — PCC LCB —

0209 12 550 8 4 4 PCC PATB DGAB

0210 14 900 8 4 4 PCC PATB DGAB

0211 14 550 11 4 4 PCC PATB DGAB

0212 12 900 11 4 4 PCC PATB DGAB

0213 14 550 8 6 — PCC DGAB —

0214 12 900 8 6 — PCC DGAB —

0215 12 550 11 6 — PCC DGAB —

0216 14 900 11 6 — PCC DGAB —

0217 14 550 8 6 — PCC LCB —

0218 12 900 8 6 — PCC LCB —

0219 12 550 11 6 — PCC LCB —

0220 14 900 11 6 — PCC LCB —

0221 14 550 8 4 4 PCC PATB DGAB

0222 12 900 8 4 4 PCC PATB DGAB

0223 12 550 11 4 4 PCC PATB DGAB

0224 14 900 11 4 4 PCC PATB DGAB

—No layer.

DGAB = dense-graded aggregate base.
107

Table 23. Supplemental section structural factors. 

Section

Slab 

Width 

(ft)

PCC 

Flexural 

Strength 

(psi)

Layer 1 

Thickness 

(Inches)

Layer 2 

Thickness 

(Inches)

Layer 3 

Thickness 

(Inches)

Layer 1 

Type

Layer 2 

Type

Layer 3 

Type

040260 — — 8.5 4 — AC DGAB —

040261 — — 8.5 4 — AC DGAB —

040262 14 550 8.0 6 — PCC DGAB —

040263 14 550 8.0 4 4 PCC PATB DGAB

040264 12 550 8.5 4 4 PCC PATB DGAB

040265 12 550 8.5 6 — PCC DGAB —

040266 14 550 12.5 4 — PCC DGAB —

040267 14 550 11.0 4 — PCC ATB —

040268 14 550 8.0 4 — PCC ATB —

200259 12 600 12.0 6 6 PCC unk unk

370259 12 unk 10.0 4 — PCC PATB —

370260 14 550 11.0 5 — PCC ATB —

390259 12 unk 11.0 6 — PCC AB —

390260 12 unk 11.0 4 4 PCC PATB AB

390261 14 unk 11.0 4 4 PCC CTFDB AB

390262 12 unk 11.0 4 4 PCC CTFDB AB

390263 14 unk 11.0 6 — PCC AB —

390264 12 unk 11.0 6 — PCC AB —

390265 14 550 11.0 4 4 PCC PATB AB

530259 14 650 10.0 3 2 PCC ATB DGAB

—Not applicable.

AB = aggregate base; ATB = asphalt-treated base; CTFDB = cement-treated free-drainage base; DGAB = 

dense-graded aggregate base; unk = unknown.

GPS-3 Sections

Table 24 provides information about the structural design of GPS-3 sections included in this 

study. The bound treated base for sections 063021 and 493011 were composed of a 

cement-aggregate mixture. All five sections had an untreated GB and an untreated subgrade. 

Table 25 provides more detail about the unbound base and subgrade of each section.

Table 24. GPS-3 section structural factors.

Section

28-Day Flexural 

Strength (psi)

Layer 1 

Thickness 

(Inches)

Layer 2 

Thickness 

(Inches)

Layer 3 

Thickness 

(Inches)

Layer 1 

Type

Layer 2 

Type

Layer 3 

Type

063021 550 8.1 5.4 5.5 PCC BTB UGB

133019 550 8.9 7.2 — PCC UGB —

183002 546 9.5 5.5 — PCC UGB —

273003 unk 7.8 5 — PCC UGB —

493011 487 10.2 4 3.2 PCC BTB UGB

—Not applicable.

BTB = bound-treated base; UGB = unbound granular base; unk = unknown.
108

Table 25. GPS-3 section base layer materials.

Section Untreated Base Subgrade

063021 Aggregate mixture, primarily fine-grained Silty sand with gravel

133019 Coarse-grained aggregate Sandy lean clay

183002 Crushed stone Sandy lean clay

273003 Gravel Sandy lean clay

493011 Crushed gravel Clayey gravel with sand

CONSTRUCTION AND MAINTENANCE HISTORY

SPS-2 Sections

Table 26 lists the date each site was opened to traffic and the source. These dates are used as a 

reference for determining a value of age in other parts of this report.

Table 26. SPS-2 site open to traffic dates.

Site Open to Traffic Date

Arizona 01-Oct-1993(7)

Kansas 13-Jul-1992(15)

North Carolina 01-Jul-1994(18)

Ohio 01-Oct-1996(7)

Washington 21-Nov-1995(16)

Some SPS-2 test sections were taken out of the LTPP study primarily because of rehabilitation to 

address pavement deterioration. The sections removed from the study and the date of removal 

include the following:

• 31-Dec-2003—sections 370201, 370202, 370205, 370206, 370209, and 370210.

• 16-Feb-2007—sections 390201, 390202, 390204, 390205, 390206, 390210, and 390259.

• 01-Sep-2012—sections 390209 and 390264.

All other test sections in North Carolina and Ohio and all test sections at the Arizona, Kansas, 

and Washington sites were included in the study over the entire interval.

Table 27 through table 30 list maintenance and rehabilitation performed on each test section that 

may affect the test section’s measured roughness. Maintenance and rehabilitation were not 

performed at the Washington site.
109

Table 27. Maintenance and rehabilitation for Arizona SPS-2 sections.

Section Approximate Date Description

040213 Aug-2009 Partial-depth patching at joints and elsewhere

040217 Aug-2009 Partial-depth patching at joints and elsewhere

040218 Jul-2007 Partial-depth patching at joints and elsewhere

040221 Jul-2007 Partial-depth patching at joints

040260 Aug-2005 Patch potholes

040260 Aug-2007 Patch potholes

040260 Aug-2009 Patch potholes

040260 Jan-2013 Patch potholes

040260 Mar-2015 Crack sealing

040261 Dec-2004 Patch potholes

040261 Aug-2009 Patch potholes

040261 Aug-2011 Patch potholes

040261 Mar-2015 Crack sealing

040262 Aug-2009 Partial-depth patching at locations away from joints

040262 Jan-2013 Partial-depth patching at joints

040263 Jan-2013 Partial-depth patching at joints

040264 Jan-2013 Partial-depth patching at joints

040267 Nov-2007 Grinding surface

Table 28. Maintenance and rehabilitation for North Carolina SPS-2 sections.

Section Approximate Date Description

370210 Jun-1995 Partial-depth patching at joints

370212 Jun-2015 Patch potholes

370259 Jun-1995 Partial-depth patching at joints

Table 29. Maintenance and rehabilitation for Kansas SPS-2 sections.

Section Approximate Date Description

200201 Dec-1995 Slab replacement

Partial-depth patching at joints

200201 Jun-2002 Slab replacement

200201 Aug-2004 Slab replacement

200201 Mar-2005 Transverse joint sealing

200201 Jun-2011 Full-depth transverse-joint-repair patching

Full-depth patching away from joints

200202 Mar-2005 Transverse joint sealing

200202 Jun-2011 Full-depth transverse-joint-repair patching

Full-depth patching away from joints

200203 Mar-2005 Transverse joint sealing

200204 Jun-1995 Partial-depth patching at joints

200204 Apr-1997 Partial-depth patching at joints

200204 Mar-2005 Transverse joint sealing

200204 Jun-2011 Full-depth transverse-joint-repair patching

200205 Mar-2005 Transverse joint sealing

200205 Jun-2008 Partial-depth patching at joints

200205 Jun-2010 Partial-depth patching at joints

200205 Jun-2011 Full-depth transverse-joint-repair patching

Full-depth patching away from joints

200205 Jun-2014 Partial-depth patching at joints

200206 Mar-2005 Transverse joint sealing

200206 Jun-2011 Slab replacement
110

Section Approximate Date Description

200207 Mar-2005 Transverse joint sealing

200207 Jun-2008 Partial-depth patching at joints

200207 Jun-2011 Full-depth transverse-joint-repair patching

Full-depth patching away from joints

200208 Mar-2005 Transverse joint sealing

200209 Mar-2005 Transverse joint sealing

200209 Jun-2011 Full-depth transverse-joint-repair patching

Full-depth patching away from joints

200210 Mar-2005 Transverse joint sealing

200210 Jun-2011 Full-depth transverse-joint-repair patching

200211 Mar-2005 Transverse joint sealing

200211 Jun-2011 Full-depth transverse-joint-repair patching

200212 Mar-2005 Transverse joint sealing

200259 Mar-2005 Transverse joint sealing

200259 Jun-2011 Full-depth patching away from joints

Table 30. Maintenance and rehabilitation for Ohio SPS-2 sections. 

Section Approximate Date Description

390203 Jun-2013 Grinding surface

390207 Aug-2012 Full-depth transverse-joint-repair patching

Full-depth patching away from joints

Joint load-transfer restoration

390207 Jun-2013 Slab replacement

390208 Jun-2007 Full-depth transverse-joint-repair patching

Joint load-transfer restoration

390208 Aug-2012 Full-depth transverse-joint-repair patching

Full-depth patching away from joints

Joint load-transfer restoration

390208 Jun-2013 Full-depth patching away from joints

Slab replacement

390209 Jun-2007 Full-depth transverse-joint-repair patching

390212 Jun-2007 Full-depth transverse-joint-repair patching

Joint load-transfer restoration

390212 Jun-2010 Partial-depth patching at locations away from joints

390212 Jun-2012 Partial-depth patching at locations away from joints

390212 Aug-2012 Full-depth transverse-joint-repair patching

Full-depth patching away from joints

Joint load-transfer restoration

390212 Jun-2013 Slab replacement

390261 Jun-2013 Grinding surface

390262 Jun-2013 Grinding surface

390263 Jun-2013 Grinding surface

390264 Jun-2007 Full-depth transverse-joint-repair patching

GPS-3 Sections

Table 31 lists the section number, construction date, and the date each section was incorporated 

into the LTPP program for each GPS-3 section included in this study. The construction date for 

each section is used as a reference for determining a value of age in other parts of this report. 

Section 273003 was removed from the LTPP study on 01-Jul-2010. The other sections were still 
111

active when this research was performed. The curl-and-warp analysis of section 183002, 

however, was terminated after July 2014 because it received an AC overlay. 

Section Construction Date Date Included in LTPP 

063021 01-Apr-1974 28-Jan-1988 

133019 01-Dec-1981 01-Jan-1987 

183002 01-Aug-1976 01-Jan-1987 

273003 01-Oct-1985 01-Jan-1987 

493011 01-May-1986 05-Apr-1989 

Table 32 lists major maintenance and rehabilitation performed on each section. 

Table 31. Dates of construction and incorporation into LTPP for GPS-3 sections. 

Section Construction Date Date Included in LTPP 

063021 01-Apr-1974 28-Jan-1988 

133019 01-Dec-1981 01-Jan-1987 

183002 01-Aug-1976 01-Jan-1987 

273003 01-Oct-1985 01-Jan-1987 

493011 01-May-1986 05-Apr-1989 

Table 32. Maintenance and rehabilitation for GPS-3 sections. 

Section Approximate Date Description 

063021 Aug-2008 Crack sealing 

063021 Jun-2011 Grinding 

063021 Jun-2012 AC shoulder restoration 

133019 Dec-2010 Grinding and transverse joint sealing 

183002 May-1996 Partial-depth patching at joints and elsewhere 

183002 Jun-2000 Partial-depth patching at joints 

183002 Jun-2002 Partial-depth patching at joints 

183002 Jun-2004 Partial-depth patching at joints 

183002 June-2006 Partial-depth patching at joints and elsewhere 

183002 June-2013 Partial-depth patching at joints and elsewhere 

183002 July-2014 AC overlay 

273003 June-2007 Partial-depth patching at joints 

493011 Aug-1996 Transverse joint sealing 

493011 May-2012 Grinding, transverse joint sealing 

Joint load-transfer restoration 

Partial-depth patching at joints 

PROFILE-MONITORING HISTORY 

SPS-2 Sections 

Table 33 through 

table 37 list the visit number, measurement date, ranges of time, number of repeat measurements, 

and section details for each profile-measurement visit to the SPS-2 site. Visit numbers are 

assigned to each sequence of visits for reference in other parts of this report. In some cases (e.g., 

visit 02 to the Arizona site), the tables list only a single value for time because the same 

measurement time was recorded for the entire set of repeat measurements. 
112

In many cases, all test sections were included in a single set of passes over the site (e.g., visits 01 

through 11 to the Arizona site). In other cases, portions of a site, including one or more test 

sections, were measured in separate sets of passes (e.g., visits 12 through 22 to the Arizona site). 

These cases are listed separately in Table 33 through 

Table 37 because the timing of the measurements is different. Some sections do not appear in 

later visits because they had been taken out of the LTPP study.
113

Table 33. Profile-measurement history for Arizona SPS-2 site. 

Visit Date Time Repeats Sections 

01 25-Jan-1994 06:10–08:14 9 All 

02 05-Mar-1995 11:21 9 All 

03 27-Jan-1997 11:22–12:49 9 All 

04 04-Dec-1997 11:06–13:07 7 All 

05 08-Dec-1998 10:28–11:27 7 All 

06 15-Nov-1999 11:38–12:38 7 All 

07 05-Dec-2000 13:37–15:01 9 All 

08 08-Nov-2001 11:09–12:39 9 All 

09 30-Oct-2002 12:40–14:07 9 All 

10 04-Feb-2004 13:47–15:12 9 All 

11 12-Dec-2004 16:15–18:37 9 All 

12 13-Aug-2006 00:13–01:39 9 0215, 0216, 0219, 0223, 0224 

12 13-Aug-2006 04:17–06:26 9 0213, 0217, 0221, 0262, 0263 

12 13-Aug-2006 03:00–03:30 9 0214, 0261 

12 13-Aug-2006 00:17–01:33 9 0260, 0264–0268 

12 13-Aug-2006 03:35–04:28 9 0218, 0220, 0222 

13 13-Dec-2007 11:54–13:12 9 0215, 0216, 0219, 0223, 0224 

13 13-Dec-2007 10:08–11:37 9 0213, 0217, 0221, 0262, 0263 

13 13-Dec-2007 10:05–11:27 9 0214, 0218, 0220, 0222, 0261 

13 13-Dec-2007 11:59–13:21 9 0260, 0264–0268 

14 20-Sep-2008 02:06–03:32 9 0215, 0216, 0219, 0223, 0224 

14 20-Sep-2008 00:40–01:53 9 0213, 0217, 0221, 0262, 0263 

14 20-Sep-2008 00:37–01:50 9 0214, 0218, 0220, 0222, 0261 

14 20-Sep-2008 02:10–03:35 9 0260, 0264–0268 

15 25-Jan-2010 17:37–18:56 9 0215, 0216, 0219, 0223, 0224 

15 25-Jan-2010 16:11–17:23 9 0213, 0217, 0221, 0262, 0263 

15 25-Jan-2010 16:08–17:20 9 0214, 0218, 0220, 0222, 0261 

15 25-Jan-2010 17:42–19:00 9 0260, 0264–0268 

16 08-Dec-2011 21:26–22:37 9 0215, 0216, 0219, 0223, 0224 

16 08-Dec-2011 20:00–21:07 9 0213, 0217, 0221, 0262, 0263 

16 08-Dec-2011 19:57–21:04 9 0214, 0218, 0220, 0222, 0261 

16 08-Dec-2011 21:28–22:39 9 0260, 0264–0268 

17 16-Dec-2012 19:46–21:04 9 0215, 0216, 0219, 0223, 0224 

17 16-Dec-2012 18:09–19:35 9 0213, 0217, 0221, 0262, 0263 

17 16-Dec-2012 18:06–19:33 9 0214, 0218, 0220, 0222, 0261 

17 16-Dec-2012 19:48–21:07 9 0260, 0264–0268 

18 06-Feb-2014 21:58–22:52 9 0215, 0216, 0219, 0223, 0224 

18 06-Feb-2014 23:02–23:49 9 0213, 0217, 0221, 0262, 0263 

18 06-Feb-2014 23:57–00:56 9 0214, 0218, 0220, 0222, 0261 

18 07-Feb-2014 01:01–01:42 9 0260, 0264–0268 

19 07-Feb-2014 08:39–08:53 3 0214–0216, 0218–0220, 0222–0224, 0261 

19 07-Feb-2014 09:03–09:23 3 0213, 0217, 0221, 0260, 0262–0268 

20 07-Feb-2014 12:48–13:01 3 0214–0216, 0218–0220, 0222–0224, 0261 

20 07-Feb-2014 13:10–13:29 3 0213, 0217, 0221, 0260, 0262–0268 

21 07-Feb-2014 16:21–16:34 3 0214–0216, 0218–0220, 0222–0224, 0261 

21 07-Feb-2014 16:40–16:59 3 0213, 0217, 0221, 0260, 0262–0268 

22 14-Nov-2014 00:27–01:16 9 0214, 0218, 0220, 0222, 0261 

22 14-Nov-2014 01:24–02:03 9 0215, 0216, 0219, 0223, 0224 

22 14-Nov-2014 03:10–04:02 9 0213, 0217, 0221, 0262, 0263 

22 14-Nov-2014 04:06–04:53 9 0260, 0264–0268 

23 07-Dec-2015 18:23–19:44 9 All 
114

Table 34. Profile-measurement history for Kansas SPS-2 site.

Visit Date Time Repeats Sections

01 14-Aug-1992 12:52–15:38 8 0201–0212

02 10-Mar-1993 11:05–12:39 9 All

03 15-May-1994 10:10–11:00 9 All

04 18-Feb-1995 09:12 8 All

05 20-Apr-1996 13:31 7 All

06 03-Mar-1997 11:40–13:37 7 All

07 15-May-1998 10:26–11:32 7 All

08 15-Mar-1999 08:34–09:38 5 All

09 01-Mar-2000 11:25–12:45 7 All

10 10-May-2001 14:08–15:17 7 All

11 21-Apr-2002 08:01–09:05 7 All

12 20-Feb-2003 10:31–11:34 7 All

13 12-Mar-2004 17:04–18:28 9 All

14 05-Jun-2006 12:58–14:53 7 All

15 19-Apr-2008 09:42–11:08 9 All

16 07-Aug-2009 09:23–10:58 9 All

17 19-Oct-2010 15:49–17:10 9 All

18 21-Sep-2012 13:58–15:30 9 All

19 03-Dec-2013 16:25–17:45 9 All

20 05-May-2014 14:17–15:58 9 All

21 06-May-2014 06:57–07:39 5 All

22 06-May-2014 13:53–15:29 8 All

23 06-May-2014 20:25–21:29 5 All

24 09-Dec-2015 13:08–14:24 7 All

Table 35. Profile-measurement history for Ohio SPS-2 site.

Visit Date Time Repeats Sections

02 27-Dec-1996 10:22–11:43 7 All

03 8-Dec-1997 09:21–10:27 7 All

04 12-Nov-1998 09:24–10:38 7 All

05 20-Oct-1999 08:44–09:40 7 All

06 16-Aug-2000 09:17–10:58 7 All

07 4-Nov-2001 07:59–09:15 7 All

08 6-Dec-2002 11:26–12:28 7 All

09 29-Apr-2003 14:15–15:41 9 0201–0212, 0259–0261, 0265

10 4-Feb-2004 14:54–16:12 9 All

11 5-May-2005 12:20–13:30 9 All

12 8-Aug-2006 11:39–13:24 9 0201–0212, 0260–0263, 0265

13 23-Jul-2008 14:13–15:21 9 0203, 0207–0209, 0211, 0260–0263, 0265

14 21-Oct-2009 14:32–15:37 9 0203, 0207–0209, 0211, 0260–0263, 0265

15 11-Aug-2010 10:40–14:09 9 0203, 0207–0209, 0211, 0260–0263, 0265

16 18-Oct-2011 10:34–11:32 9 0203, 0207–0209, 0211, 0260–0263, 0265

17 22-May-2012 13:37–14:41 9 0203, 0207–0209, 0211, 0212, 0260–0265

18 3-Jun-2014 14:27–15:49 7 0203, 0207, 0208, 0211, 0212, 0260–0263, 0265

19 29-Jul-2014 19:55–20:36 5–6 0203, 0207, 0208, 0211, 0212, 0260–0263, 0265

20 30-Jul-2014 05:57–06:54 6 0203, 0207, 0208, 0211, 0212, 0260–0263, 0265

21 30-Jul-2014 13:01–13:42 5–6 0203, 0207, 0208, 0211, 0212, 0260–0263, 0265
115

Table 36. Profile-measurement history for North Carolina SPS-2 site. 

Visit Date Time Repeats Sections 

01 30-Mar-1994 10:28 9 All 

02 06-Jan-1996 05:46 9 0201–0203, 0205–0212, 0259, 0260 

03 28-Feb-1996 10:43–14:21 9 0201–0203, 0205–0212, 0259, 0260 

03 28-Feb-1996 10:53–14:33 7 0204

04 07-Oct-1997 13:36–15:30 7 0201–0203, 0205–0212, 0259, 0260 

04 07-Oct-1997 13:43–15:36 7 0204

05 18-Feb-1998 13:23–15:04 7 0201–0203, 0205–0212, 0259, 0260

05 18-Feb-1998 13:28–15:09 7 0204

06 19-May-1998 10:36–13:48 9 0201–0203, 0205–0212, 0259, 0260 

06 19-May-1998 10:41–11:44 5 0204

07 24-Jul-1998 11:14–12:54 7 0201–0203, 0205–0212, 0259, 0260 

07 24-Jul-1998 11:19–12:42 6 0204

07 24-Jul-1998 14:35–14:47 2 0202, 0203, 0206–0208, 0210–0212, 0260 

08 04-Nov-1998 08:45–11:25 6 0201–0203, 0205–0212, 0259, 0260 

08 04-Nov-1998 11:47–12:28 6 0204

09 10-Nov-1999 23:54–01:14 9 0201–0203, 0205–0212, 0259, 0260 

09 10-Nov-1999 04:17–04:46 5 0204

10 13-Mar-2000 14:02–17:36 9 0201–0203, 0205–0212, 0259, 0260 

10 13-Mar-2000 17:46–18:19 5 0204

11 08-Nov-2000 11:16–12:26 9 0201–0203, 0205–0212, 0259, 0260 

11 08-Nov-2000 12:57–12:57 5 0204

12 14-Jul-2001 09:11–10:19 9 0201–0203, 0205–0212, 0259, 0260 

12 14-Jul-2001 10:39–11:18 7 0204

13 11-Oct-2001 08:45–12:43 7 All 

14 23-May-2002 10:07–11:02 9 All 

15 19-Sep-2002 17:31–19:41 9 All 

16 22-Jan-2003 15:42–17:53 9 All 

17 01-Jun-2003 11:28–12:50 9 0201–0203, 0205–0212, 0259, 0260 

17 01-Jun-2003 08:03–08:47 7 0204

18 07-Nov-2003 09:16–10:38 9 0203, 0207, 0208, 0211, 0212, 0260 

18 08-Nov-2003 13:59–14:28 5 0204

18 08-Nov-2003 12:57–13:40 5 0259

19 14-Nov-2004 15:48–17:10 9 0203, 0207, 0208, 0211, 0212, 0260 

19 14-Nov-2004 11:02–11:57 9 0204

19 14-Nov-2004 15:46–17:08 9 0259

20 14-Jun-2006 15:42–17:52 9 0203, 0204, 0207, 0208, 0211, 0212, 0259, 0260 

21 30-Nov-2006 12:41–14:41 9 0203, 0204, 0207, 0208, 0211, 0212, 0259, 0260 

22 18-Mar-2009 15:51–17:52 9 0203, 0204, 0207, 0208, 0211, 0212, 0259, 0260 

23 18-Apr-2010 15:03–16:35 9 0203, 0204, 0207, 0208, 0211, 0212, 0259, 0260 

24 27-Apr-2011 19:38–21:56 9 0203, 0204, 0207, 0208, 0211, 0212, 0259, 0260 

25 10-Dec-2012 13:24–15:15 7 0203, 0207, 0208, 0211, 0212, 0260 

25 10-Dec-2012 13:30–15:17 7 0204

25 10-Dec-2012 13:20–15:28 7 0259

26 24-Jun-2014 13:23–14:27 5 0203, 0204, 0207, 0208, 0211, 0212, 0259, 0260 

27 24-Jun-2014 16:42–18:31 6 0203, 0204, 0207, 0208, 0211, 0212, 0259, 0260 

28 24-Jun-2014 19:20–20:17 5 0203, 0204, 0207, 0208, 0211, 0212, 0259, 0260 

29 25-Jun-2014 18:08–18:51 4 0203, 0204, 0207, 0208, 0211, 0212, 0259, 0260 

30 09-Mar-2015 16:33–18:12 7 0203, 0204, 0207, 0208, 0211, 0212, 0259, 0260 
116

Table 37. Profile-measurement history for Washington SPS-2 site. 

Visit Date Time Repeats Sections 

01 18-Nov-1995 13:18–14:18 9 All 

02 06-Oct-1997 16:48–17:20 5 All 

03 15-May-1998 14:14–15:19 7 All 

04 07-May-1999 12:52–13:52 7 All 

05 29-Jun-2000 13:13–15:01 9 All 

06 07-Aug-2001 10:33–11:53 9 All 

07 05-Aug-2002 10:46–12:09 9 All 

08 20-Aug-2003 15:16–16:40 9 All 

09 23-Jul-2004 13:41–15:02 9 All 

10 24-Jun-2005 18:21–21:04 9 All 

11 07-Jun-2006 17:59–19:23 9 All 

12 19-Jul-2007 17:55–19:20 9 All 

13 12-Jun-2008 13:24–14:44 9 0201, 0205–0208 

13 12-Jun-2008 12:24–13:11 9 0202–0204, 0209–0212, 0259 

14 30-Apr-2009 14:30–15:54 9 0201, 0205–0208 

14 30-Apr-2009 13:33–14:17 9 0202–0204, 0209–0212, 0259 

15 29-Jul-2010 11:08–12:22 9 0201, 0205–0208 

15 29-Jul-2010 10:08–10:51 9 0202–0204, 0209–0212, 0259 

16 05-Feb-2011 12:33–13:52 9 0201, 0205–0208 

16 05-Feb-2011 11:45–12:26 9 0202–0204, 0209–0212, 0259 

17 14-May-2012 21:48–23:18 9 0201, 0205–0208 

17 14-May-2012 20:52–21:34 9 0202–0204, 0209–0212, 0259 

18 16-May-2013 06:43–08:38 9 0201, 0205–0208 

18 16-May-2013 06:53–08:02 9 0202–0204, 0209–0212, 0259 

19 16-May-2013 10:05–11:46 9 0201, 0205–0208 

19 16-May-2013 10:01–11:07 9 0202–0204, 0209–0212, 0259 

20 16-May-2013 15:04–16:43 9 All 

21 16-Apr-2015 00:21–01:44 9 All 

Table 38 through table 40 list the visit number of the seasonal measurement program, 

measurement date, ranges of time, and number of repeat measurements for SMP sections 

040215, 370201, 370205, 370208, 370212, and 390204. Table 39 lists measurements of sections 

370209, 370210, and 370259. These measurements were not SMP sections, but sections 370209, 

370210, and 370259 were contained within the range of raw profile measurements that were 

collected during some visits to SMP sections. A second set of profile measurements was 

collected on section 040267 in the midafternoon following visit 12 to the Arizona SPS-2 site. 

These measurements were included in the analysis as visit S01 to section 040267. 
117

Table 38. Profile-measurement history for SMP section 390204.

Visit Date Time Repeats

S01 15-Aug-1996 13:15 7

S02 07-Mar-1998 06:12–06:23 5

S03 07-Mar-1998 11:20–11:31 5

S04 07-Mar-1998 15:06–15:17 5

S05 28-May-1998 06:19–06:44 7

S06 28-May-1998 15:06–15:33 7

S07 13-Aug-1998 03:22–03:41 7

S08 13-Aug-1998 07:29–07:44 7

S09 12-Nov-1998 15:01–15:21 7

S10 10-Mar-1999 06:25–06:39 5

S11 10-Mar-1999 14:00–14:19 5

S12 22-Jun-1999 06:14–06:38 7

S13 22-Jun-1999 15:23–15:42 7

S14 17-Jun-2000 05:23–06:47 7

S15 17-Jun-2000 14:35–15:01 7

Table 39. Profile-measurement history for North Carolina SMP sections.

Visit Date Time Repeats Sections

S01 06-Jan-1996 04:35 4 0201

S02 28-Feb-1996 09:38 5 0201

S03 28-Feb-1996 18:16 6 0201, 0205, 0209, 0210, 0259

S03 28-Feb-1996 18:22–19:33 7 0208

S04 23-Apr-1996 06:57 5 0201

S05 07-Oct-1997 07:38–08:18 5 0201

S06 17-Jan-1998 08:48–09:51 6 0201

S07 28-Feb-1998 07:18–07:58 5 0201

S08 19-May-1998 08:14–09:17 6 0201

S09 19-May-1998 14:43–16:10 8 0201, 0205, 0209, 0210

S10 24-Jul-1998 08:07–08:45 5 0201

S11 04-Nov-1998 14:03–14:55 6 0201

S12 13-Mar-2000 07:45–09:35 9 0201

S13 06-Jul-2000 12:30 5 0201

S14 23-Jan-2001 07:49–08:38 7 0201

S15 23-Jan-2001 14:49–15:42 7 0201

S16 17-May-2001 07:09 5–7 0201, 0205, 0208, 0212

S17 17-May-2001 13:28–14:06 5–7 0201, 0205, 0208, 0212

S18 14-Jul-2001 07:11–08:00 6 0201

S19 14-Jul-2001 13:31–13:39 5 0201

S20 11-Oct-2001 06:56 5 0201

S21 11-Oct-2001 14:03–14:57 7 0201

S22 10-Jan-2002 06:32–07:38 7 0201

S23 10-Jan-2002 13:07–14:00 7 0201

S24 23-May-2002 08:02–08:31 7 0201

S25 23-May-2002 13:43 5 0201

S26 16-Aug-2002 06:08 7 0201

S27 16-Aug-2002 13:30 5 0201

S28 18-Sep-2002 06:25–07:40 9 0201

S29 18-Dec-2002 06:55–07:46 7 0201

S30 18-Dec-2002 12:54–13:30 5 0201

S31 22-Jan-2003 07:20–08:39 7 0201
118

Visit Date Time Repeats Sections

S32 22-Jan-2003 12:51–13:28 5 0201

S33 01-Jun-2003 06:01–07:02 7 0201

S34 01-Jun-2003 13:15–14:28 7 0201

Table 40. Profile-measurement history for SMP section 040215.

Visit Date Time Repeats

S01 05-Dec-1995 09:14 7

S02 05-Dec-1995 14:56 7

S03 02-May-1996 09:30 7

S04 02-May-1996 14:58–15:42 7

S05 12-Aug-1996 09:40–11:26 9

S06 12-Aug-1996 14:15 9

S07 15-Jan-1998 11:33–11:52 7

S08 15-Jan-1998 16:43–16:52 5

S09 13-Apr-1998 10:13–10:29 5

S10 13-Apr-1998 15:19–15:30 5

S11 09-Jul-1998 08:22–08:45 5

S12 09-Jul-1998 12:10–12:25 5

S13 30-Sep-1998 11:58–12:14 5

S14 30-Sep-1998 14:35–15:05 7

S15 09-Dec-2001 09:20–09:45 7

S16 09-Dec-2001 14:57–15:29 9

S17 24-Jan-2002 10:12–10:38 7

S18 24-Jan-2002 14:55–15:33 9

S19 15-Mar-2002 09:40–10:11 7

S20 15-Mar-2002 14:30–15:01 7

S21 09-Oct-2002 08:42–09:33 9

S22 09-Oct-2002 13:46–14:34 9

S23 20-Dec-2002 09:05–09:43 9

S24 20-Dec-2002 13:23–14:07 9

S25 07-Mar-2003 09:24–09:53 9

S26 07-Mar-2003 13:56–14:37 9

S27 25-Jul-2003 04:24–05:06 9

S28 25-Jul-2003 08:34–09:11 9

S29 24-Nov-2003 09:32–10:17 9

S30 24-Nov-2003 14:22–15:03 9

S31 14-Dec-2003 10:32–11:10 9

S32 14-Dec-2003 15:16–15:55 9

S33 22-Apr-2004 04:58–05:38 9

S34 22-Apr-2004 09:48–10:24 9

S35 15-Jul-2004 04:17–04:49 9

S36 15-Jul-2004 09:02–09:40 9

S37 09-Sep-2004 03:52–04:24 9

S38 09-Sep-2004 08:34–09:05 9

GPS-3 Sections

Table 41 through table 45 list the visit numbers, measurement dates, ranges of time, and number 

of repeat measurements for each profile-measurement visit for each GPS-3 section. Visit 

numbers are assigned to each sequence of visits for reference in other parts of this report. In 

some cases (e.g., visit 01 to section 063021), the tables list only a single value for time because 
119

the profile data headers recorded the same measurement time for the entire set of repeat 

measurements.

Table 41. Profile-measurement history for GPS section 063021.

Visit Date Time Repeats

01 01-Feb-1990 17:20 5

02 20-Sep-1990 11:09–11:58 7

03 12-Mar-1991 14:23–14:23 5

04 29-Feb-1992 17:03–17:41 6

05 02-Mar-1993 16:15–17:53 9

06 02-Mar-1993 18:33 5

07 10-Apr-1995 12:34–14:12 9

08 24-Feb-1997 10:36–12:01 9

09 16-Feb-1998 12:02–13:16 7

10 10-Mar-1999 12:53–13:37 7

11 15-Feb-2001 12:00–13:45 9

12 14-Nov-2002 13:16–14:32 9

13 04-Dec-2004 09:15–11:27 9

14 07-Dec-2004 09:49–12:08 9

15 29-Jan-2007 16:08–16:34 9

16 05-Nov-2009 15:11–15:37 9

17 08-Mar-2011 15:01–15:30 9

18 10-Mar-2012 14:30–14:58 9

19 23-Jan-2013 17:14–17:40 9

20 17-Mar-2014 19:45–20:18 9

21 15-Jan-2015 18:47–19:19 9

Table 42. Profile-measurement history for GPS section 133019.

Visit Date Time Repeats

01 03-Aug-1990 09:38–10:19 9

02 20-May-1992 13:10–15:37 9

03 27-Jul-1992 12:36 7

04 23-Oct-1992 09:24 0

05 14-Jan-1993 13:57 0

06 09-May-1994 09:25 0

07 26-Jan-1996 06:43 0

08 26-Jan-1996 12:12 0

09 05-Apr-1996 07:14 5

10 05-Apr-1996 13:02 9

11 13-Aug-1996 10:14 9

12 13-Aug-1996 12:53–13:30 9

13 17-Oct-1996 07:48 9

14 17-Oct-1996 15:40–16:11 9

15 16-Oct-1997 09:04–09:20 5

16 16-Oct-1997 12:16–12:32 5

17 29-Jan-1998 07:13–07:33 6

18 29-Jan-1998 13:12–13:27 5

19 27-Apr-1998 08:05–08:26 5

20 27-Apr-1998 12:06–12:23 5

21 06-Aug-1998 10:29–10:42 7

22 09-Dec-1998 11:55–12:19 7

23 14-May-1999 10:41–11:42 8
120

Visit Date Time Repeats

24 13-Apr-2000 09:37–10:05 7

25 14-Aug-2000 13:45–14:17 7

26 16-Feb-2001 10:56–11:40 7

27 16-Feb-2001 16:55–17:27 7

28 23-May-2001 09:06–09:42 7

29 23-May-2001 15:21–15:50 7

30 6-Aug-2001 07:55–08:31 7

31 6-Aug-2001 13:23–13:52 7

32 14-Mar-2002 07:57–08:11 6

33 14-Mar-2002 13:01–13:18 7

34 10-Dec-2002 10:00–10:21 7

35 4-Aug-2004 11:50-12:35 9

36 27-Nov-2007 16:11–16:51 9

37 10-Feb-2010 10:45–11:09 9

38 4-Nov-2013 14:24–15:06 9

39 11-Oct-2014 16:43–17:29 9

Table 43. Profile-measurement history for GPS section 183002.

Visit Date Time Repeats

01 23-Aug-1990 10:48 5

02 10-Sep-1991 11:00 7

03 04-Oct-1992 15:37 6

04 11-Jan-1994 18:41 9

05 16-Mar-1995 08:26 9

06 24-Oct-1995 07:48 5

07 24-Oct-1995 11:42 5

08 24-Oct-1995 16:01 5

09 03-Apr-1996 07:23 5

10 03-Apr-1996 11:36 5

11 03-Apr-1996 15:45 5

12 06-Sep-1996 16:39 5

13 22-May-1997 07:41–08:01 7

14 05-Dec-1997 08:31–08:46 7

15 05-Dec-1997 14:37–14:51 7

16 05-Feb-1998 14:29–14:43 7

17 06-Feb-1998 06:49–07:05 7

18 26-May-1998 07:59–08:09 5

19 26-May-1998 15:13–15:22 5

20 16-Aug-1998 08:01–08:16 7

21 17-Aug-1998 13:07–13:30 7

22 29-Oct-1999 13:06–13:25 7

23 23-Aug-2000 13:56–14:10 7

24 11-Nov-2001 11:59–12:13 7

25 24-Nov-2003 17:08–17:25 9

26 26-Jul-2004 16:06–16:18 7

27 17-Oct-2007 12:34–12:59 9

28 20-Jul-2010 11:46–11:57 6

29 26-Apr-2011 14:37–15:00 9

30 24-Jul-2012 12:41–12:59 9

31 29-Apr-2015 17:26–17:48 7
121

Table 44. Profile-measurement history for GPS section 273003.

Visit Date Time Repeats

01 20-Jun-1990 17:08 5

02 10-Aug-1991 11:49 5

03 03-Aug-1992 17:00 9

04 23-Nov-1993 19:10 9

05 30-Jul-1994 14:33 5

06 01-Aug-1997 06:41–06:58 7

07 03-Oct-1998 14:37–14:47 5

08 14-Jun-1999 13:24–13:36 7

09 27-Jul-2000 09:28–09:37 5

10 22-Aug-2001 16:57–17:06 6

11 16-Oct-2004 12:26–12:42 9

12 28-Jul-2009 16:53–17:26 9

Table 45. Profile-measurement history for GPS section 493011.

Visit Date Time Repeats

01 02-Aug-1989 11:56 5

02 01-Sep-1990 07:49 9

03 22-Oct-1991 15:37 6

04 12-Nov-1992 17:06 7

05 15-Nov-1993 15:53 9

06 13-Jan-1994 10:52 7

07 16-Apr-1994 01:18 9

08 14-Jul-1994 20:39–22:33 9

09 13-Nov-1994 13:54 9

10 15-Feb-1995 12:39 7

11 18-May-1995 07:05–14:55 9

12 05-Dec-1996 07:49–08:33 9

13 05-Dec-1996 13:56–14:39 9

14 02-Mar-1997 09:34–10:11 9

15 02-Mar-1997 13:56–14:35 9

16 25-Apr-1997 07:09–07:45 9

17 25-Apr-1997 12:00–12:38 9

18 01-Aug-1997 09:21–09:44 5

19 01-Aug-1997 14:28–14:52 5

20 17-Sep-1997 09:15–09:41 5

21 17-Sep-1997 12:42–13:11 5

22 01-Dec-1998 11:55–12:26 7

23 13-Jul-1999 14:26–15:16 7

24 09-Sep-2001 07:52–08:21 7

25 26-Jan-2004 16:11–16:48 9

26 06-Oct-2004 13:47–14:43 9

27 20-Dec-2004 11:53–12:44 9

28 09-Oct-2007 15:01–15:42 9

29 26-Oct-2010 14:00–14:38 9

30 23-Oct-2012 16:15–16:54 9

31 20-May-2014 21:25–21:55 9

32 18-May-2015 19:53–20:25 9

123

APPENDIX C. DATA-QUALITY SCREENING

Researchers performed a screening process to select five repeat profile measurements from each 

visit to each section. The five measurements among the group of up to nine available passes 

within a visit were selected that exhibited best agreement with each other. Agreement between 

any pair of profile measurements was judged by cross-correlating the measurements after 

applying the IRI filter. The details of this method are described in Karamihas.(93) Researchers 

applied the IRI filter to the profiles before cross correlating them. 

High cross correlation between the IRI-filtered profiles requires that their overall roughness is in 

agreement, as well as the details of the profile shape that affect the IRI, including the severity 

and distribution of roughness within the section. When 9 repeat profile measurements (i.e., 

passes) were available, cross-correlating all possible profile pairs produced a total of 36 

correlation values for left-side profiles and 36 correlation values for the right. Researchers 

summarized the composite correlation level for a given set of 5 profiles using an average of the 

20 appropriate cross correlation values. The subgroup that produced the highest composite 

correlation was selected; the other repeat profile measurements were excluded from the analyses 

discussed in this report. In a few cases, the cross correlation was based on left-side profiles 

because only left-side profiles were available.

Table 46 lists the results for each visit of each section. The table provides the time and date of 

the first selected pass, number of available passes, selected pass numbers, and their composite 

correlation. For visits with five or fewer available passes, all passes were included. Visits 

19 through 21 to the SPS-2 site in Arizona included three passes; seasonal visit S01 to section 

370201 included four passes; visit 29 to the SPS-2 site in North Carolina included four passes. 

Pass four over the North Carolina SPS-2 site in visit 26 did not include profiles for the right side.

Overall, 9,570 passes in 1,941 sets of up to 5 repeats comprise the dataset listed in this appendix.

Table 46. Selected repeats.

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

040213 01 25-Jan-1994 06:10 9 2, 3, 6, 7, 8 0.936

040213 02 05-Mar-1995 11:21 9 2, 5, 6, 7, 9 0.902

040213 03 27-Jan-1997 11:22 9 1, 3, 5, 6, 8 0.971

040213 04 04-Dec-1997 11:06 7 1, 3, 4, 5, 7 0.953

040213 05 08-Dec-1998 10:28 7 1, 2, 5, 6, 7 0.966

040213 06 15-Nov-1999 11:38 7 1, 2, 3, 4, 6 0.961

040213 07 30-Nov-2000 14:10 9 4, 5, 6, 7, 9 0.946

040213 08 08-Nov-2001 11:09 9 1, 2, 4, 7, 9 0.933

040213 09 30-Oct-2002 12:40 9 1, 3, 4, 5, 7 0.949

040213 10 04-Feb-2004 13:47 9 1, 2, 6, 7, 8 0.947

040213 11 12-Dec-2004 16:58 9 3, 4, 7, 8, 9 0.899

040213 12 11-Aug-2006 04:17 9 1, 4, 5, 7, 8 0.848

040213 13 13-Dec-2007 10:08 9 1, 2, 3, 4, 5 0.809

040213 14 20-Sep-2008 00:40 9 1, 3, 4, 5, 6 0.770

040213 15 25-Jan-2010 16:11 9 1, 4, 5, 7, 9 0.763

040213 16 08-Dec-2011 20:00 9 1, 4, 6, 7, 9 0.790
124

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

040213 17 16-Dec-2012 18:509 4, 5, 6, 7, 9 0.720

040213 18 06-Feb-2014 23:579 1, 4, 6, 8, 9 0.897

040213 19 07-Feb-2014 09:033 1, 2, 3 0.901

040213 20 07-Feb-2014 13:103 1, 2, 3 0.723

040213 21 07-Feb-2014 16:403 1, 2, 3 0.819

040213 22 14-Nov-2014 03:229 3, 6, 7, 8, 9 0.931

040213 23 07-Dec-2015 18:339 2, 4, 5, 6, 8 0.682

040214 01 25-Jan-1994 06:109 2, 3, 5, 6, 8 0.908

040214 02 05-Mar-1995 11:219 2, 4, 6, 7, 8 0.823

040214 03 27-Jan-1997 11:389 2, 3, 4, 5, 8 0.910

040214 04 04-Dec-1997 11:067 1, 3, 4, 5, 7 0.902

040214 05 08-Dec-1998 10:287 1, 2, 3, 6, 7 0.908

040214 06 15-Nov-1999 11:387 1, 2, 4, 5, 7 0.926

040214 07 30-Nov-2000 13:379 1, 2, 5, 6, 8 0.952

040214 08 08-Nov-2001 11:099 1, 2, 5, 6, 7 0.952

040214 09 30-Oct-2002 12:409 1, 3, 5, 6, 8 0.938

040214 10 04-Feb-2004 13:579 2, 3, 5, 6, 8 0.935

040214 11 12-Dec-2004 17:149 4, 5, 6, 7, 8 0.928

040214 12 13-Aug-2006 03:029 2, 3, 4, 7, 8 0.949

040214 13 13-Dec-2007 10:359 4, 5, 6, 8, 9 0.960

040214 14 20-Sep-2008 00:379 1, 2, 4, 7, 8 0.932

040214 15 25-Jan-2010 16:089 1, 2, 4, 5, 6 0.955

040214 16 08-Dec-2011 19:579 1, 2, 4, 5, 7 0.941

040214 17 16-Dec-2012 18:479 4, 5, 6, 8, 9 0.938

040214 18 06-Feb-2014 21:589 1, 2, 4, 8, 9 0.973

040214 19 07-Feb-2014 08:393 1, 2, 3 0.933

040214 20 07-Feb-2014 12:483 1, 2, 3 0.907

040214 21 07-Feb-2014 16:213 1, 2, 3 0.955

040214 22 14-Nov-2014 00:379 2, 3, 4, 5, 7 0.968

040214 23 07-Dec-2015 18:339 2, 5, 6, 7, 9 0.960

040215 01 25-Jan-1994 06:109 1, 3, 4, 5, 8 0.933

040215 02 05-Mar-1995 11:219 1, 3, 5, 7, 8 0.920

040215 S01 05-Dec-1995 09:147 1, 3, 5, 6, 7 0.942

040215 S02 05-Dec-1995 14:567 1, 2, 3, 4, 6 0.912

040215 S03 02-May-1996 09:307 1, 2, 3, 4, 5 0.942

040215 S04 02-May-1996 14:587 1, 2, 3, 5, 7 0.933

040215 S05 12-Aug-1996 09:409 1, 2, 6, 7, 9 0.898

040215 S06 12-Aug-1996 14:159 4, 5, 6, 7, 9 0.910

040215 03 27-Jan-1997 12:119 5, 6, 7, 8, 9 0.961

040215 04 04-Dec-1997 11:067 1, 3, 4, 5, 7 0.920

040215 S07 15-Jan-1998 11:357 2, 3, 4, 5, 7 0.934

040215 S08 15-Jan-1998 16:435 1, 2, 3, 4, 5 0.964

040215 S09 13-Apr-1998 10:135 1, 2, 3, 4, 5 0.954

040215 S10 13-Apr-1998 15:195 1, 2, 3, 4, 5 0.920

040215 S11 09-Jul-1998 08:225 1, 2, 3, 4, 5 0.935

040215 S12 09-Jul-1998 12:105 1, 2, 3, 4, 5 0.957

040215 S13 30-Sep-1998 11:585 1, 2, 3, 4, 5 0.936

040215 S14 30-Sep-1998 14:397 2, 3, 4, 5, 6 0.957

040215 05 08-Dec-1998 10:287 1, 2, 4, 6, 7 0.965

040215 06 15-Nov-1999 11:387 1, 2, 4, 6, 7 0.953

040215 07 30-Nov-2000 13:379 1, 3, 5, 6, 7 0.976
125

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

040215 08 08-Nov-2001 11:489 4, 5, 6, 7, 9 0.985

040215 S15 09-Dec-2001 09:207 1, 2, 3, 4, 7 0.977

040215 S16 09-Dec-2001 14:579 1, 3, 4, 5, 9 0.971

040215 S17 24-Jan-2002 10:167 2, 3, 5, 6, 7 0.978

040215 S18 24-Jan-2002 15:009 2, 3, 5, 6, 8 0.982

040215 S19 15-Mar-2002 09:407 1, 3, 4, 5, 7 0.978

040215 S20 15-Mar-2002 14:347 2, 3, 5, 6, 7 0.965

040215 S21 09-Oct-2002 09:009 4, 5, 6, 7, 9 0.960

040215 S22 09-Oct-2002 13:469 1, 2, 3, 4, 5 0.966

040215 09 30-Oct-2002 13:069 3, 5, 6, 7, 8 0.942

040215 S23 20-Dec-2002 09:059 1, 2, 3, 4, 6 0.974

040215 S24 20-Dec-2002 13:239 1, 4, 7, 8, 9 0.944

040215 S25 07-Mar-2003 09:289 2, 3, 5, 6, 9 0.963

040215 S26 07-Mar-2003 13:599 2, 4, 6, 7, 9 0.959

040215 S27 25-Jul-2003 04:249 1, 3, 4, 5, 6 0.972

040215 S28 25-Jul-2003 08:429 3, 4, 6, 7, 9 0.974

040215 S29 24-Nov-2003 09:419 3, 4, 5, 8, 9 0.964

040215 S30 24-Nov-2003 14:229 1, 4, 5, 6, 9 0.956

040215 S31 14-Dec-2003 10:329 1, 2, 4, 7, 9 0.975

040215 S32 14-Dec-2003 15:169 1, 4, 5, 6, 9 0.973

040215 10 04-Feb-2004 13:479 1, 3, 5, 8, 9 0.931

040215 S33 22-Apr-2004 04:589 1, 2, 3, 8, 9 0.972

040215 S34 22-Apr-2004 10:019 4, 6, 7, 8, 9 0.961

040215 S35 15-Jul-2004 04:179 1, 2, 3, 4, 8 0.973

040215 S36 15-Jul-2004 09:079 2, 4, 6, 7, 8 0.977

040215 S37 09-Sep-2004 04:019 3, 4, 6, 7, 8 0.977

040215 S38 09-Sep-2004 08:349 1, 2, 3, 4, 6 0.976

040215 11 12-Dec-2004 16:159 1, 2, 3, 5, 7 0.948

040215 12 13-Aug-2006 00:249 2, 4, 5, 6, 7 0.980

040215 13 13-Dec-2007 12:089 2, 3, 4, 7, 9 0.974

040215 14 20-Sep-2008 02:069 1, 2, 7, 8, 9 0.970

040215 15 25-Jan-2010 17:509 2, 3, 4, 5, 8 0.964

040215 16 08-Dec-2011 21:269 1, 3, 4, 8, 9 0.970

040215 17 16-Dec-2012 19:559 2, 5, 6, 8, 9 0.969

040215 18 06-Feb-2014 23:029 1, 3, 6, 7, 9 0.975

040215 19 07-Feb-2014 08:393 1, 2, 3 0.948

040215 20 07-Feb-2014 12:483 1, 2, 3 0.970

040215 21 07-Feb-2014 16:213 1, 2, 3 0.928

040215 22 14-Nov-2014 01:249 1, 6, 7, 8, 9 0.972

040215 23 07-Dec-2015 18:239 1, 3, 4, 6, 8 0.959

040216 01 25-Jan-1994 06:109 1, 3, 5, 8, 9 0.920

040216 02 05-Mar-1995 11:219 3, 5, 7, 8, 9 0.892

040216 03 27-Jan-1997 11:229 1, 2, 3, 5, 7 0.926

040216 04 04-Dec-1997 11:067 1, 2, 4, 5, 6 0.928

040216 05 08-Dec-1998 10:287 1, 2, 3, 5, 6 0.949

040216 06 15-Nov-1999 11:487 2, 3, 4, 5, 6 0.946

040216 07 30-Nov-2000 13:499 2, 3, 4, 6, 9 0.967

040216 08 08-Nov-2001 11:289 2, 3, 4, 6, 8 0.956

040216 09 30-Oct-2002 12:409 1, 2, 4, 5, 8 0.931

040216 10 04-Feb-2004 13:479 1, 3, 4, 6, 7 0.937

040216 11 12-Dec-2004 16:159 1, 5, 6, 8, 9 0.910
126

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

040216 12 13-Aug-2006 00:139 1, 4, 6, 7, 8 0.948

040216 13 13-Dec-2007 12:089 2, 4, 7, 8, 9 0.953

040216 14 20-Sep-2008 02:169 2, 3, 6, 8, 9 0.938

040216 15 25-Jan-2010 17:379 1, 2, 3, 4, 8 0.947

040216 16 08-Dec-2011 21:449 3, 4, 5, 7, 8 0.959

040216 17 16-Dec-2012 19:469 1, 3, 4, 5, 7 0.955

040216 18 06-Feb-2014 23:089 2, 3, 5, 8, 9 0.967

040216 19 07-Feb-2014 08:393 1, 2, 3 0.955

040216 20 07-Feb-2014 12:483 1, 2, 3 0.912

040216 21 07-Feb-2014 16:213 1, 2, 3 0.904

040216 22 14-Nov-2014 01:249 1, 5, 6, 8, 9 0.962

040216 23 07-Dec-2015 18:439 3, 5, 6, 8, 9 0.935

040217 01 25-Jan-1994 06:109 4, 6, 7, 8, 9 0.928

040217 02 05-Mar-1995 11:219 1, 4, 5, 6, 8 0.872

040217 03 27-Jan-1997 11:489 3, 4, 6, 8, 9 0.956

040217 04 04-Dec-1997 11:407 2, 3, 4, 6, 7 0.913

040217 05 08-Dec-1998 10:287 1, 2, 3, 6, 7 0.913

040217 06 15-Nov-1999 11:387 1, 2, 4, 5, 7 0.938

040217 07 30-Nov-2000 14:109 4, 5, 6, 8, 9 0.963

040217 08 08-Nov-2001 11:099 1, 2, 3, 6, 9 0.955

040217 09 30-Oct-2002 12:409 1, 2, 3, 4, 5 0.921

040217 10 04-Feb-2004 13:479 1, 2, 3, 7, 9 0.911

040217 11 12-Dec-2004 16:159 1, 2, 6, 7, 9 0.880

040217 12 11-Aug-2006 04:179 1, 3, 5, 6, 7 0.958

040217 13 13-Dec-2007 10:189 2, 3, 4, 6, 9 0.922

040217 14 20-Sep-2008 00:409 1, 2, 5, 7, 9 0.934

040217 15 25-Jan-2010 16:119 1, 5, 6, 7, 9 0.840

040217 16 08-Dec-2011 20:259 4, 5, 6, 8, 9 0.886

040217 17 16-Dec-2012 18:099 1, 2, 4, 5, 9 0.897

040217 18 07-Feb-2014 00:049 2, 4, 6, 8, 9 0.899

040217 19 07-Feb-2014 09:033 1, 2, 3 0.907

040217 20 07-Feb-2014 13:103 1, 2, 3 0.817

040217 21 07-Feb-2014 16:403 1, 2, 3 0.866

040217 22 14-Nov-2014 03:229 3, 4, 5, 6, 8 0.914

040217 23 07-Dec-2015 18:339 2, 3, 6, 7, 8 0.892

040218 01 25-Jan-1994 06:109 1, 2, 5, 7, 9 0.894

040218 02 05-Mar-1995 11:219 2, 3, 4, 8, 9 0.815

040218 03 27-Jan-1997 11:229 1, 3, 6, 7, 9 0.907

040218 04 04-Dec-1997 11:067 1, 3, 4, 5, 7 0.888

040218 05 08-Dec-1998 10:287 1, 2, 3, 4, 5 0.887

040218 06 15-Nov-1999 11:487 2, 3, 4, 6, 7 0.923

040218 07 30-Nov-2000 14:009 3, 4, 5, 8, 9 0.943

040218 08 08-Nov-2001 11:099 1, 3, 4, 7, 8 0.950

040218 09 30-Oct-2002 12:559 2, 3, 5, 6, 7 0.892

040218 10 04-Feb-2004 13:479 1, 2, 4, 7, 9 0.905

040218 11 12-Dec-2004 16:159 1, 2, 3, 6, 7 0.888

040218 12 13-Aug-2006 03:519 4, 5, 6, 7, 9 0.927

040218 13 13-Dec-2007 10:149 2, 3, 6, 8, 9 0.930

040218 14 20-Sep-2008 00:379 1, 3, 7, 8, 9 0.949

040218 15 25-Jan-2010 16:089 1, 3, 6, 7, 8 0.921

040218 16 08-Dec-2011 19:579 1, 3, 4, 5, 7 0.962
127

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

040218 17 16-Dec-2012 18:309 2, 3, 4, 7, 8 0.952

040218 18 06-Feb-2014 22:219 4, 5, 6, 7, 8 0.969

040218 19 07-Feb-2014 08:393 1, 2, 3 0.949

040218 20 07-Feb-2014 12:483 1, 2, 3 0.830

040218 21 07-Feb-2014 16:213 1, 2, 3 0.859

040218 22 14-Nov-2014 00:279 1, 2, 4, 6, 8 0.944

040218 23 07-Dec-2015 18:339 2, 3, 7, 8, 9 0.948

040219 01 25-Jan-1994 06:109 3, 5, 6, 7, 9 0.902

040219 02 05-Mar-1995 11:219 1, 2, 5, 6, 8 0.875

040219 03 27-Jan-1997 11:389 2, 4, 7, 8, 9 0.931

040219 04 04-Dec-1997 11:067 1, 3, 4, 6, 7 0.921

040219 05 08-Dec-1998 10:287 1, 2, 3, 6, 7 0.926

040219 06 15-Nov-1999 11:487 2, 3, 4, 6, 7 0.941

040219 07 30-Nov-2000 13:499 2, 4, 6, 8, 9 0.953

040219 08 08-Nov-2001 11:099 1, 2, 5, 6, 8 0.953

040219 09 30-Oct-2002 12:409 1, 2, 3, 7, 9 0.920

040219 10 04-Feb-2004 13:479 1, 2, 5, 6, 8 0.929

040219 11 12-Dec-2004 17:149 4, 5, 6, 7, 8 0.936

040219 12 13-Aug-2006 00:139 1, 4, 6, 7, 8 0.969

040219 13 13-Dec-2007 12:089 2, 3, 4, 8, 9 0.952

040219 14 20-Sep-2008 02:069 1, 3, 4, 5, 6 0.951

040219 15 25-Jan-2010 18:099 4, 5, 6, 7, 9 0.932

040219 16 08-Dec-2011 21:359 2, 5, 6, 7, 9 0.961

040219 17 16-Dec-2012 19:559 2, 3, 6, 7, 8 0.955

040219 18 06-Feb-2014 23:029 1, 3, 4, 6, 8 0.946

040219 19 07-Feb-2014 08:393 1, 2, 3 0.945

040219 20 07-Feb-2014 12:483 1, 2, 3 0.935

040219 21 07-Feb-2014 16:213 1, 2, 3 0.915

040219 22 14-Nov-2014 01:249 1, 2, 3, 8, 9 0.961

040219 23 07-Dec-2015 18:339 2, 3, 4, 8, 9 0.941

040220 01 25-Jan-1994 06:109 5, 6, 7, 8, 9 0.912

040220 02 05-Mar-1995 11:219 3, 4, 5, 6, 9 0.872

040220 03 27-Jan-1997 11:229 1, 2, 6, 7, 8 0.912

040220 04 04-Dec-1997 11:067 1, 3, 4, 6, 7 0.900

040220 05 08-Dec-1998 10:387 2, 3, 4, 6, 7 0.948

040220 06 15-Nov-1999 11:387 1, 2, 5, 6, 7 0.950

040220 07 30-Nov-2000 13:379 1, 2, 5, 7, 9 0.933

040220 08 08-Nov-2001 11:099 1, 2, 3, 4, 5 0.954

040220 09 30-Oct-2002 12:409 1, 2, 3, 6, 8 0.910

040220 10 04-Feb-2004 13:579 2, 3, 4, 6, 7 0.927

040220 11 12-Dec-2004 16:159 1, 2, 5, 6, 9 0.938

040220 12 13-Aug-2006 03:469 3, 4, 6, 7, 8 0.933

040220 13 13-Dec-2007 10:149 2, 3, 6, 7, 9 0.933

040220 14 20-Sep-2008 00:479 2, 4, 5, 6, 7 0.940

040220 15 25-Jan-2010 16:089 1, 3, 6, 8, 9 0.935

040220 16 08-Dec-2011 20:139 3, 5, 6, 7, 8 0.957

040220 17 16-Dec-2012 18:309 2, 4, 5, 6, 7 0.936

040220 18 06-Feb-2014 21:589 1, 2, 4, 6, 8 0.957

040220 19 07-Feb-2014 08:393 1, 2, 3 0.927

040220 20 07-Feb-2014 12:483 1, 2, 3 0.925

040220 21 07-Feb-2014 16:213 1, 2, 3 0.870
128

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

040220 22 14-Nov-2014 00:379 2, 3, 5, 6, 9 0.928

040220 23 07-Dec-2015 18:439 3, 6, 7, 8, 9 0.928

040221 01 25-Jan-1994 06:109 1, 4, 6, 8, 9 0.895

040221 02 05-Mar-1995 11:219 4, 6, 7, 8, 9 0.838

040221 03 27-Jan-1997 11:229 1, 2, 4, 6, 9 0.901

040221 04 04-Dec-1997 11:067 1, 2, 4, 5, 6 0.878

040221 05 08-Dec-1998 10:287 1, 2, 3, 4, 5 0.936

040221 06 15-Nov-1999 11:387 1, 2, 4, 5, 7 0.948

040221 07 30-Nov-2000 13:379 1, 2, 5, 6, 9 0.933

040221 08 08-Nov-2001 11:099 1, 5, 6, 8, 9 0.947

040221 09 30-Oct-2002 12:409 1, 5, 6, 7, 8 0.821

040221 10 04-Feb-2004 13:479 1, 3, 4, 6, 8 0.863

040221 11 12-Dec-2004 16:449 2, 4, 5, 6, 7 0.858

040221 12 11-Aug-2006 04:179 1, 3, 5, 6, 7 0.945

040221 13 13-Dec-2007 10:089 1, 2, 3, 5, 6 0.907

040221 14 20-Sep-2008 00:409 1, 2, 3, 4, 6 0.950

040221 15 25-Jan-2010 16:199 2, 5, 7, 8, 9 0.935

040221 16 08-Dec-2011 20:179 3, 4, 6, 7, 9 0.917

040221 17 16-Dec-2012 18:579 5, 6, 7, 8, 9 0.938

040221 18 07-Feb-2014 00:189 4, 5, 6, 7, 8 0.931

040221 19 07-Feb-2014 09:033 1, 2, 3 0.852

040221 20 07-Feb-2014 13:103 1, 2, 3 0.815

040221 21 07-Feb-2014 16:403 1, 2, 3 0.802

040221 22 14-Nov-2014 03:109 1, 2, 3, 5, 9 0.941

040221 23 07-Dec-2015 18:239 1, 3, 4, 5, 6 0.841

040222 01 25-Jan-1994 06:109 4, 5, 6, 8, 9 0.897

040222 02 05-Mar-1995 11:219 1, 4, 5, 6, 7 0.814

040222 03 27-Jan-1997 11:229 1, 3, 5, 6, 9 0.941

040222 04 04-Dec-1997 11:067 1, 3, 5, 6, 7 0.856

040222 05 08-Dec-1998 10:387 2, 3, 4, 6, 7 0.927

040222 06 15-Nov-1999 12:007 3, 4, 5, 6, 7 0.920

040222 07 30-Nov-2000 13:499 2, 4, 5, 6, 8 0.941

040222 08 08-Nov-2001 11:289 2, 4, 5, 7, 8 0.950

040222 09 30-Oct-2002 12:409 1, 2, 4, 6, 7 0.901

040222 10 04-Feb-2004 13:479 1, 2, 3, 4, 5 0.878

040222 11 12-Dec-2004 16:449 2, 3, 4, 6, 8 0.851

040222 12 13-Aug-2006 03:469 3, 4, 6, 7, 8 0.935

040222 13 13-Dec-2007 10:149 2, 3, 5, 6, 9 0.931

040222 14 20-Sep-2008 00:479 2, 3, 4, 6, 7 0.913

040222 15 25-Jan-2010 16:179 2, 6, 7, 8, 9 0.910

040222 16 08-Dec-2011 19:579 1, 3, 6, 7, 9 0.943

040222 17 16-Dec-2012 18:309 2, 3, 6, 7, 9 0.932

040222 18 06-Feb-2014 22:059 2, 3, 4, 6, 9 0.971

040222 19 07-Feb-2014 08:393 1, 2, 3 0.878

040222 20 07-Feb-2014 12:483 1, 2, 3 0.918

040222 21 07-Feb-2014 16:213 1, 2, 3 0.943

040222 22 14-Nov-2014 00:439 3, 4, 6, 8, 9 0.959

040222 23 07-Dec-2015 19:049 5, 6, 7, 8, 9 0.949

040223 01 25-Jan-1994 06:109 1, 2, 6, 7, 9 0.890

040223 02 05-Mar-1995 11:219 1, 3, 4, 8, 9 0.894

040223 03 27-Jan-1997 12:019 4, 5, 6, 7, 9 0.932
129

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

040223 04 04-Dec-1997 11:067 1, 4, 5, 6, 7 0.946

040223 05 08-Dec-1998 10:287 1, 2, 3, 6, 7 0.942

040223 06 15-Nov-1999 11:387 1, 2, 3, 4, 6 0.952

040223 07 30-Nov-2000 13:379 1, 2, 3, 6, 8 0.955

040223 08 08-Nov-2001 11:389 3, 4, 5, 6, 9 0.958

040223 09 30-Oct-2002 12:559 2, 3, 6, 7, 8 0.949

040223 10 04-Feb-2004 13:579 2, 4, 6, 7, 9 0.913

040223 11 12-Dec-2004 17:289 5, 6, 7, 8, 9 0.944

040223 12 13-Aug-2006 00:249 2, 4, 5, 6, 9 0.972

040223 13 13-Dec-2007 12:089 2, 3, 4, 8, 9 0.953

040223 14 20-Sep-2008 02:279 3, 5, 6, 8, 9 0.965

040223 15 25-Jan-2010 18:009 3, 4, 6, 8, 9 0.950

040223 16 08-Dec-2011 21:269 1, 2, 3, 5, 8 0.968

040223 17 16-Dec-2012 19:469 1, 2, 5, 6, 9 0.961

040223 18 06-Feb-2014 23:029 1, 2, 3, 7, 9 0.975

040223 19 07-Feb-2014 08:393 1, 2, 3 0.948

040223 20 07-Feb-2014 12:483 1, 2, 3 0.963

040223 21 07-Feb-2014 16:213 1, 2, 3 0.932

040223 22 14-Nov-2014 01:299 2, 3, 5, 7, 8 0.959

040223 23 07-Dec-2015 18:239 1, 2, 3, 4, 8 0.940

040224 01 25-Jan-1994 06:109 3, 4, 6, 8, 9 0.897

040224 02 05-Mar-1995 11:219 2, 4, 5, 6, 8 0.836

040224 03 27-Jan-1997 11:389 2, 3, 4, 6, 7 0.908

040224 04 04-Dec-1997 11:067 1, 2, 3, 4, 5 0.861

040224 05 08-Dec-1998 10:287 1, 2, 3, 6, 7 0.873

040224 06 15-Nov-1999 11:487 2, 3, 5, 6, 7 0.921

040224 07 30-Nov-2000 13:499 2, 3, 5, 6, 7 0.939

040224 08 08-Nov-2001 11:289 2, 4, 6, 7, 8 0.933

040224 09 30-Oct-2002 12:409 1, 2, 4, 5, 8 0.917

040224 10 04-Feb-2004 13:579 2, 3, 4, 6, 9 0.959

040224 11 12-Dec-2004 16:159 1, 2, 4, 7, 9 0.875

040224 12 13-Aug-2006 00:139 1, 2, 6, 7, 8 0.939

040224 13 13-Dec-2007 12:179 3, 6, 7, 8, 9 0.949

040224 14 20-Sep-2008 02:419 4, 6, 7, 8, 9 0.903

040224 15 25-Jan-2010 17:379 1, 2, 3, 5, 9 0.917

040224 16 08-Dec-2011 21:449 3, 6, 7, 8, 9 0.964

040224 17 16-Dec-2012 19:469 1, 2, 3, 6, 7 0.972

040224 18 06-Feb-2014 23:089 2, 3, 4, 8, 9 0.977

040224 19 07-Feb-2014 08:393 1, 2, 3 0.955

040224 20 07-Feb-2014 12:483 1, 2, 3 0.919

040224 21 07-Feb-2014 16:213 1, 2, 3 0.879

040224 22 14-Nov-2014 01:399 4, 5, 6, 7, 9 0.959

040224 23 07-Dec-2015 18:439 3, 4, 7, 8, 9 0.932

040260 01 25-Jan-1994 06:109 1, 2, 3, 4, 7 0.939

040260 02 05-Mar-1995 11:219 3, 5, 6, 8, 9 0.903

040260 03 27-Jan-1997 11:229 1, 2, 5, 6, 8 0.930

040260 04 04-Dec-1997 12:137 3, 4, 5, 6, 7 0.886

040260 05 08-Dec-1998 10:287 1, 2, 4, 5, 7 0.919

040260 06 15-Nov-1999 11:487 2, 4, 5, 6, 7 0.919

040260 07 30-Nov-2000 13:379 1, 3, 4, 6, 9 0.952

040260 08 08-Nov-2001 11:289 2, 3, 6, 7, 9 0.963
130

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

040260 09 30-Oct-2002 12:409 1, 3, 4, 6, 8 0.921

040260 10 04-Feb-2004 13:479 1, 2, 5, 7, 8 0.899

040260 11 12-Dec-2004 16:159 1, 3, 5, 7, 9 0.881

040260 12 13-Aug-2006 00:179 1, 3, 4, 6, 8 0.887

040260 13 13-Dec-2007 11:599 1, 3, 5, 6, 8 0.788

040260 14 20-Sep-2008 02:109 1, 2, 3, 4, 6 0.878

040260 15 25-Jan-2010 17:429 1, 3, 4, 5, 6 0.867

040260 16 08-Dec-2011 21:289 1, 3, 4, 8, 9 0.900

040260 17 16-Dec-2012 19:489 1, 4, 7, 8, 9 0.800

040260 18 07-Feb-2014 01:169 4, 5, 7, 8, 9 0.913

040260 19 07-Feb-2014 09:033 1, 2, 3 0.836

040260 20 07-Feb-2014 13:103 1, 2, 3 0.795

040260 21 07-Feb-2014 16:403 1, 2, 3 0.753

040260 22 14-Nov-2014 04:069 1, 2, 5, 6, 7 0.769

040260 23 07-Dec-2015 18:439 3, 4, 5, 6, 8 0.851

040261 01 25-Jan-1994 06:109 3, 5, 6, 8, 9 0.909

040261 02 05-Mar-1995 11:219 2, 4, 6, 7, 9 0.861

040261 03 27-Jan-1997 12:119 5, 6, 7, 8, 9 0.904

040261 04 04-Dec-1997 11:067 1, 3, 5, 6, 7 0.838

040261 05 08-Dec-1998 10:487 3, 4, 5, 6, 7 0.914

040261 06 15-Nov-1999 11:387 1, 2, 4, 5, 7 0.895

040261 07 30-Nov-2000 14:009 3, 4, 5, 6, 7 0.933

040261 08 08-Nov-2001 11:099 1, 3, 4, 6, 7 0.934

040261 09 30-Oct-2002 12:409 1, 2, 3, 4, 9 0.869

040261 10 04-Feb-2004 13:479 1, 2, 5, 6, 7 0.866

040261 11 12-Dec-2004 16:159 1, 4, 5, 6, 7 0.761

040261 12 13-Aug-2006 03:109 4, 5, 6, 8, 9 0.882

040261 13 13-Dec-2007 10:149 2, 3, 4, 7, 9 0.898

040261 14 20-Sep-2008 00:379 1, 2, 3, 6, 7 0.881

040261 15 25-Jan-2010 16:089 1, 2, 3, 5, 9 0.921

040261 16 08-Dec-2011 20:139 3, 5, 7, 8, 9 0.891

040261 17 16-Dec-2012 18:309 2, 3, 4, 5, 9 0.934

040261 18 06-Feb-2014 21:589 1, 2, 3, 7, 9 0.948

040261 19 07-Feb-2014 08:393 1, 2, 3 0.833

040261 20 07-Feb-2014 12:483 1, 2, 3 0.921

040261 21 07-Feb-2014 16:213 1, 2, 3 0.935

040261 22 14-Nov-2014 00:279 1, 2, 3, 7, 9 0.947

040261 23 07-Dec-2015 18:339 2, 4, 6, 7, 8 0.945

040262 01 25-Jan-1994 06:109 4, 5, 6, 8, 9 0.870

040262 02 05-Mar-1995 11:219 1, 4, 5, 7, 9 0.865

040262 03 27-Jan-1997 11:389 2, 3, 5, 6, 7 0.964

040262 04 04-Dec-1997 11:407 2, 3, 4, 5, 7 0.968

040262 05 08-Dec-1998 10:287 1, 2, 3, 4, 5 0.979

040262 06 15-Nov-1999 11:487 2, 3, 4, 5, 6 0.980

040262 07 30-Nov-2000 13:499 2, 5, 6, 8, 9 0.979

040262 08 08-Nov-2001 11:289 2, 3, 5, 8, 9 0.986

040262 09 30-Oct-2002 12:409 1, 2, 3, 4, 6 0.976

040262 10 04-Feb-2004 13:579 2, 3, 4, 6, 7 0.974

040262 11 12-Dec-2004 16:449 2, 3, 4, 6, 7 0.975

040262 12 11-Aug-2006 04:179 1, 4, 5, 8, 9 0.982

040262 13 13-Dec-2007 10:189 2, 3, 5, 7, 9 0.948
131

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

040262 14 20-Sep-2008 00:409 1, 4, 7, 8, 9 0.957

040262 15 25-Jan-2010 16:119 1, 2, 5, 8, 9 0.974

040262 16 08-Dec-2011 20:089 2, 5, 7, 8, 9 0.941

040262 17 16-Dec-2012 18:099 1, 2, 3, 4, 8 0.966

040262 18 06-Feb-2014 23:579 1, 4, 5, 6, 9 0.967

040262 19 07-Feb-2014 09:033 1, 2, 3 0.961

040262 20 07-Feb-2014 13:103 1, 2, 3 0.933

040262 21 07-Feb-2014 16:403 1, 2, 3 0.970

040262 22 14-Nov-2014 03:109 1, 6, 7, 8, 9 0.938

040262 23 07-Dec-2015 18:339 2, 5, 7, 8, 9 0.916

040263 01 25-Jan-1994 06:109 3, 6, 7, 8, 9 0.845

040263 02 05-Mar-1995 11:219 1, 6, 7, 8, 9 0.815

040263 03 27-Jan-1997 11:229 1, 2, 3, 5, 9 0.939

040263 04 04-Dec-1997 11:067 1, 2, 3, 4, 5 0.935

040263 05 08-Dec-1998 10:387 2, 3, 4, 5, 7 0.938

040263 06 15-Nov-1999 11:387 1, 2, 3, 4, 6 0.941

040263 07 30-Nov-2000 13:379 1, 3, 5, 7, 9 0.946

040263 08 08-Nov-2001 11:289 2, 3, 5, 7, 9 0.944

040263 09 30-Oct-2002 12:559 2, 5, 6, 7, 8 0.884

040263 10 04-Feb-2004 13:479 1, 2, 4, 5, 9 0.929

040263 11 12-Dec-2004 16:159 1, 2, 4, 5, 7 0.856

040263 12 11-Aug-2006 04:329 2, 3, 4, 6, 7 0.949

040263 13 13-Dec-2007 10:189 2, 4, 5, 6, 8 0.942

040263 14 20-Sep-2008 00:509 2, 3, 5, 7, 8 0.939

040263 15 25-Jan-2010 16:199 2, 3, 4, 5, 6 0.902

040263 16 08-Dec-2011 20:089 2, 4, 6, 7, 9 0.943

040263 17 16-Dec-2012 18:099 1, 3, 5, 7, 9 0.925

040263 18 07-Feb-2014 00:049 2, 4, 5, 7, 8 0.927

040263 19 07-Feb-2014 09:033 1, 2, 3 0.879

040263 20 07-Feb-2014 13:103 1, 2, 3 0.880

040263 21 07-Feb-2014 16:403 1, 2, 3 0.826

040263 22 14-Nov-2014 03:109 1, 2, 3, 4, 9 0.927

040263 23 07-Dec-2015 18:539 4, 5, 6, 7, 9 0.923

040264 01 25-Jan-1994 06:109 2, 3, 4, 5, 8 0.905

040264 02 05-Mar-1995 11:219 1, 5, 6, 7, 8 0.931

040264 03 27-Jan-1997 11:229 1, 2, 4, 6, 8 0.937

040264 04 04-Dec-1997 11:407 2, 3, 4, 5, 6 0.938

040264 05 08-Dec-1998 10:387 2, 3, 5, 6, 7 0.962

040264 06 15-Nov-1999 11:387 1, 2, 3, 6, 7 0.950

040264 07 30-Nov-2000 13:379 1, 2, 5, 6, 8 0.960

040264 08 08-Nov-2001 11:099 1, 4, 5, 6, 7 0.969

040264 09 30-Oct-2002 12:409 1, 3, 4, 7, 8 0.901

040264 10 04-Feb-2004 14:089 3, 4, 5, 7, 8 0.892

040264 11 12-Dec-2004 16:159 1, 2, 4, 5, 6 0.909

040264 12 13-Aug-2006 00:179 1, 3, 6, 8, 9 0.967

040264 13 13-Dec-2007 12:119 2, 4, 6, 8, 9 0.945

040264 14 20-Sep-2008 02:109 1, 2, 4, 6, 7 0.960

040264 15 25-Jan-2010 17:429 1, 2, 3, 4, 5 0.937

040264 16 08-Dec-2011 21:469 3, 6, 7, 8, 9 0.960

040264 17 16-Dec-2012 19:489 1, 4, 5, 6, 9 0.951

040264 18 07-Feb-2014 01:019 1, 2, 3, 4, 8 0.958
132

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

040264 19 07-Feb-2014 09:033 1, 2, 3 0.961

040264 20 07-Feb-2014 13:103 1, 2, 3 0.911

040264 21 07-Feb-2014 16:403 1, 2, 3 0.950

040264 22 14-Nov-2014 04:119 2, 4, 6, 8, 9 0.959

040264 23 07-Dec-2015 18:239 1, 4, 5, 8, 9 0.946

040265 01 25-Jan-1994 06:109 1, 2, 4, 5, 8 0.910

040265 02 05-Mar-1995 11:219 4, 5, 6, 7, 9 0.882

040265 03 27-Jan-1997 11:229 1, 3, 4, 6, 7 0.955

040265 04 04-Dec-1997 12:137 3, 4, 5, 6, 7 0.924

040265 05 08-Dec-1998 10:287 1, 4, 5, 6, 7 0.949

040265 06 15-Nov-1999 11:387 1, 2, 4, 6, 7 0.936

040265 07 30-Nov-2000 13:499 2, 4, 6, 7, 8 0.976

040265 08 08-Nov-2001 11:289 2, 3, 4, 5, 6 0.963

040265 09 30-Oct-2002 12:559 2, 3, 4, 5, 7 0.922

040265 10 04-Feb-2004 14:089 3, 6, 7, 8, 9 0.934

040265 11 12-Dec-2004 16:159 1, 2, 4, 6, 7 0.914

040265 12 13-Aug-2006 00:279 2, 3, 7, 8, 9 0.976

040265 13 13-Dec-2007 12:209 3, 4, 6, 8, 9 0.966

040265 14 20-Sep-2008 02:109 1, 2, 4, 6, 7 0.963

040265 15 25-Jan-2010 17:429 1, 2, 3, 6, 7 0.977

040265 16 08-Dec-2011 21:289 1, 4, 5, 6, 9 0.972

040265 17 16-Dec-2012 19:489 1, 2, 3, 5, 9 0.968

040265 18 07-Feb-2014 01:019 1, 4, 7, 8, 9 0.973

040265 19 07-Feb-2014 09:033 1, 2, 3 0.948

040265 20 07-Feb-2014 13:103 1, 2, 3 0.943

040265 21 07-Feb-2014 16:403 1, 2, 3 0.965

040265 22 14-Nov-2014 04:069 1, 5, 7, 8, 9 0.966

040265 23 07-Dec-2015 18:339 2, 4, 5, 6, 9 0.968

040266 01 25-Jan-1994 06:109 1, 4, 6, 7, 9 0.890

040266 02 05-Mar-1995 11:219 1, 2, 3, 5, 6 0.887

040266 03 27-Jan-1997 11:229 1, 2, 7, 8, 9 0.943

040266 04 04-Dec-1997 11:067 1, 2, 3, 4, 6 0.902

040266 05 08-Dec-1998 10:287 1, 2, 3, 4, 6 0.972

040266 06 15-Nov-1999 11:387 1, 2, 3, 5, 6 0.944

040266 07 30-Nov-2000 13:379 1, 4, 6, 7, 8 0.957

040266 08 08-Nov-2001 11:289 2, 3, 4, 6, 7 0.965

040266 09 30-Oct-2002 13:069 3, 4, 7, 8, 9 0.901

040266 10 04-Feb-2004 13:479 1, 3, 4, 5, 7 0.950

040266 11 12-Dec-2004 16:159 1, 4, 5, 7, 9 0.937

040266 12 13-Aug-2006 00:179 1, 2, 5, 6, 9 0.947

040266 13 13-Dec-2007 11:599 1, 2, 4, 5, 8 0.961

040266 14 20-Sep-2008 02:109 1, 3, 4, 5, 8 0.953

040266 15 25-Jan-2010 17:429 1, 3, 4, 5, 6 0.938

040266 16 08-Dec-2011 21:389 2, 4, 5, 7, 9 0.954

040266 17 16-Dec-2012 19:489 1, 2, 5, 7, 9 0.948

040266 18 07-Feb-2014 01:019 1, 3, 4, 6, 9 0.961

040266 19 07-Feb-2014 09:033 1, 2, 3 0.970

040266 20 07-Feb-2014 13:103 1, 2, 3 0.914

040266 21 07-Feb-2014 16:403 1, 2, 3 0.943

040266 22 14-Nov-2014 04:069 1, 2, 5, 7, 9 0.940

040266 23 07-Dec-2015 18:339 2, 3, 5, 8, 9 0.945
133

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

040267 01 25-Jan-1994 06:109 1, 3, 6, 7, 9 0.888

040267 02 05-Mar-1995 11:219 4, 5, 6, 7, 8 0.879

040267 03 27-Jan-1997 12:019 4, 5, 6, 8, 9 0.922

040267 04 04-Dec-1997 11:067 1, 2, 3, 4, 6 0.873

040267 05 08-Dec-1998 10:287 1, 2, 4, 5, 6 0.922

040267 06 15-Nov-1999 11:487 2, 3, 4, 5, 7 0.949

040267 07 30-Nov-2000 13:379 1, 2, 3, 7, 9 0.954

040267 08 08-Nov-2001 11:099 1, 4, 6, 7, 9 0.960

040267 09 30-Oct-2002 12:559 2, 3, 5, 6, 8 0.876

040267 10 04-Feb-2004 13:579 2, 3, 5, 7, 9 0.930

040267 11 12-Dec-2004 16:159 1, 2, 5, 6, 7 0.926

040267 12 13-Aug-2006 00:179 1, 2, 4, 6, 9 0.866

040267 S01 13-Aug-2006 02:019 1, 4, 5, 7, 9 0.859

040267 13 13-Dec-2007 11:599 1, 4, 6, 7, 8 0.879

040267 14 20-Sep-2008 02:109 1, 2, 4, 5, 6 0.906

040267 15 25-Jan-2010 17:429 1, 2, 3, 4, 6 0.910

040267 16 08-Dec-2011 22:039 5, 6, 7, 8, 9 0.894

040267 17 16-Dec-2012 19:589 2, 4, 7, 8, 9 0.909

040267 18 07-Feb-2014 01:019 1, 2, 6, 8, 9 0.925

040267 19 07-Feb-2014 09:033 1, 2, 3 0.807

040267 20 07-Feb-2014 13:103 1, 2, 3 0.780

040267 21 07-Feb-2014 16:403 1, 2, 3 0.758

040267 22 14-Nov-2014 04:069 1, 2, 3, 6, 7 0.876

040267 23 07-Dec-2015 18:239 1, 4, 5, 6, 9 0.889

040268 01 25-Jan-1994 06:109 1, 2, 5, 6, 9 0.852

040268 02 05-Mar-1995 11:219 1, 3, 5, 6, 8 0.814

040268 03 27-Jan-1997 12:019 4, 5, 7, 8, 9 0.917

040268 04 04-Dec-1997 11:067 1, 2, 4, 6, 7 0.861

040268 05 08-Dec-1998 10:287 1, 2, 4, 5, 6 0.905

040268 06 15-Nov-1999 11:487 2, 3, 5, 6, 7 0.955

040268 07 30-Nov-2000 13:379 1, 3, 4, 8, 9 0.932

040268 08 08-Nov-2001 11:289 2, 3, 6, 7, 9 0.947

040268 09 30-Oct-2002 12:409 1, 2, 3, 5, 6 0.827

040268 10 04-Feb-2004 13:479 1, 5, 6, 8, 9 0.924

040268 11 12-Dec-2004 16:589 3, 4, 6, 7, 9 0.874

040268 12 13-Aug-2006 00:279 2, 3, 6, 7, 8 0.939

040268 13 13-Dec-2007 12:209 3, 4, 5, 7, 9 0.931

040268 14 20-Sep-2008 02:109 1, 2, 5, 6, 9 0.884

040268 15 25-Jan-2010 17:539 2, 3, 4, 6, 9 0.874

040268 16 08-Dec-2011 21:389 2, 5, 6, 8, 9 0.938

040268 17 16-Dec-2012 19:589 2, 3, 5, 6, 7 0.931

040268 18 07-Feb-2014 01:019 1, 2, 3, 6, 7 0.922

040268 19 07-Feb-2014 09:033 1, 2, 3 0.845

040268 20 07-Feb-2014 13:103 1, 2, 3 0.850

040268 21 07-Feb-2014 16:403 1, 2, 3 0.825

040268 22 14-Nov-2014 04:179 3, 6, 7, 8, 9 0.908

040268 23 07-Dec-2015 18:339 2, 3, 4, 6, 9 0.915

063021 01 01-Feb-1990 17:205 1, 2, 3, 4, 5 0.935

063021 02 20-Sep-1990 11:257 3, 4, 5, 6, 7 0.938

063021 03 12-Mar-1991 14:235 1, 2, 3, 4, 5 0.911

063021 04 29-Feb-1992 17:036 1, 3, 4, 5, 6 0.941
134

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

063021 05 02-Mar-1993 17:049 4, 5, 7, 8, 9 0.916

063021 06 02-Mar-1993 18:335 1, 2, 3, 4, 5 0.941

063021 07 10-Apr-1995 12:349 1, 2, 5, 6, 8 0.942

063021 08 24-Feb-1997 11:119 3, 4, 7, 8, 9 0.957

063021 09 16-Feb-1998 12:027 1, 2, 4, 5, 7 0.937

063021 10 10-Mar-1999 12:537 1, 2, 3, 5, 7 0.928

063021 11 15-Feb-2001 12:279 3, 6, 7, 8, 9 0.950

063021 12 14-Nov-2002 13:249 2, 3, 7, 8, 9 0.887

063021 13 04-Dec-2004 09:479 2, 4, 5, 6, 7 0.881

063021 14 07-Dec-2004 10:369 3, 4, 6, 7, 8 0.888

063021 15 29-Jan-2007 16:089 1, 3, 7, 8, 9 0.888

063021 16 05-Nov-2009 15:119 1, 4, 5, 6, 9 0.909

063021 17 08-Mar-2011 15:059 2, 3, 7, 8, 9 0.894

063021 18 10-Mar-2012 14:349 2, 4, 5, 8, 9 0.480

063021 19 23-Jan-2013 17:149 1, 2, 4, 7, 9 0.545

063021 20 17-Mar-2014 19:509 2, 3, 5, 8, 9 0.652

063021 21 15-Jan-2015 18:529 2, 6, 7, 8, 9 0.707

133019 01 03-Aug-1990 09:389 1, 2, 3, 5, 9 0.977

133019 02 20-May-1992 13:109 2, 3, 4, 5, 9 0.967

133019 03 27-Jul-1992 12:367 2, 3, 4, 6, 7 0.977

133019 04 23-Oct-1992 09:249 2, 4, 5, 6, 8 0.966

133019 05 14-Jan-1993 13:579 2, 3, 4, 5, 8 0.968

133019 06 09-May-1994 09:259 1, 3, 5, 6, 8 0.969

133019 07 26-Jan-1996 06:439 2, 3, 4, 5, 7 0.953

133019 08 26-Jan-1996 12:129 1, 2, 3, 4, 5 0.955

133019 09 05-Apr-1996 07:145 1, 2, 3, 4, 5 0.888

133019 10 05-Apr-1996 13:029 1, 2, 3, 6, 7 0.927

133019 11 13-Aug-1996 10:149 2, 4, 5, 6, 8 0.964

133019 12 13-Aug-1996 12:539 1, 2, 5, 6, 8 0.943

133019 13 17-Oct-1996 07:489 1, 3, 4, 6, 8 0.951

133019 14 17-Oct-1996 15:409 2, 6, 7, 8, 9 0.930

133019 15 16-Oct-1997 09:045 1, 2, 3, 4, 5 0.967

133019 16 16-Oct-1997 12:165 1, 2, 3, 4, 5 0.956

133019 17 29-Jan-1998 07:336 1, 2, 4, 5, 6 0.973

133019 18 29-Jan-1998 13:125 1, 2, 3, 4, 5 0.965

133019 19 27-Apr-1998 08:055 1, 2, 3, 4, 5 0.935

133019 20 27-Apr-1998 12:065 1, 2, 3, 4, 5 0.944

133019 21 06-Aug-1998 10:307 2, 4, 5, 6, 7 0.960

133019 22 09-Dec-1998 12:007 2, 3, 4, 5, 6 0.946

133019 23 14-May-1999 11:188 3, 4, 6, 7, 8 0.961

133019 24 13-Apr-2000 09:377 1, 2, 3, 4, 5 0.962

133019 25 14-Aug-2000 13:557 2, 3, 4, 5, 7 0.972

133019 26 16-Feb-2001 10:567 1, 2, 5, 6, 7 0.977

133019 27 16-Feb-2001 16:557 1, 3, 4, 6, 7 0.962

133019 28 23-May-2001 09:167 2, 3, 4, 6, 7 0.971

133019 29 23-May-2001 15:267 2, 3, 4, 5, 7 0.947

133019 30 06-Aug-2001 07:557 1, 2, 3, 6, 7 0.973

133019 31 06-Aug-2001 13:237 1, 4, 5, 6, 7 0.958

133019 32 14-Mar-2002 08:006 2, 3, 4, 5, 6 0.973

133019 33 14-Mar-2002 13:017 1, 2, 3, 4, 7 0.968

133019 34 10-Dec-2002 10:027 2, 4, 5, 6, 7 0.959
135

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

133019 35 04-Aug-2004 11:559 2, 5, 7, 8, 9 0.963

133019 36 27-Nov-2007 16:119 1, 2, 4, 8, 9 0.940

133019 37 10-Feb-2010 10:459 1, 3, 4, 8, 9 0.947

133019 38 04-Nov-2013 14:309 2, 4, 6, 7, 8 0.819

133019 39 11-Oct-2014 16:439 1, 2, 5, 6, 7 0.835

183002 01 23-Aug-1990 10:485 1, 2, 3, 4, 5 0.943

183002 02 10-Sep-1991 11:007 1, 3, 4, 6, 7 0.929

183002 03 04-Oct-1992 15:376 1, 2, 4, 5, 6 0.961

183002 04 11-Jan-1994 18:419 1, 3, 4, 6, 7 0.959

183002 05 16-Mar-1995 08:269 2, 4, 5, 6, 9 0.956

183002 06 24-Oct-1995 07:485 1, 5, 7, 8, 9 0.975

183002 07 24-Oct-1995 11:425 1, 2, 4, 6, 9 0.965

183002 08 24-Oct-1995 16:015 1, 2, 5, 7, 8 0.960

183002 09 04-Mar-1996 07:235 1, 2, 4, 5, 6 0.929

183002 10 04-Mar-1996 11:365 4, 5, 6, 7, 9 0.933

183002 11 04-Mar-1996 15:455 1, 3, 4, 5, 8 0.652

183002 12 06-Sep-1996 16:395 1, 2, 3, 4, 9 0.922

183002 13 22-May-1997 07:447 2, 3, 4, 5, 6 0.981

183002 14 05-Dec-1997 08:367 3, 4, 5, 6, 7 0.984

183002 15 05-Dec-1997 14:377 1, 2, 3, 4, 6 0.983

183002 16 05-Feb-1998 14:297 1, 3, 4, 6, 7 0.974

183002 17 06-Feb-1998 06:537 2, 3, 4, 5, 6 0.979

183002 18 26-May-1998 07:595 1, 2, 3, 4, 5 0.975

183002 19 26-May-1998 15:135 1, 2, 3, 4, 5 0.961

183002 20 16-Aug-1998 08:017 1, 2, 4, 5, 6 0.981

183002 21 17-Aug-1998 13:077 1, 2, 4, 6, 7 0.961

183002 22 29-Oct-1999 13:067 1, 2, 5, 6, 7 0.968

183002 23 23-Aug-2000 13:597 2, 3, 5, 6, 7 0.977

183002 24 11-Nov-2001 11:597 1, 2, 3, 6, 7 0.960

183002 25 24-Nov-2003 17:099 2, 3, 4, 6, 8 0.963

183002 26 26-Jul-2004 16:067 1, 2, 3, 6, 7 0.960

183002 27 17-Oct-2007 12:349 1, 2, 5, 7, 9 0.960

183002 28 20-Jul-2010 11:466 4, 6, 7, 8, 9 0.956

183002 29 26-Apr-2011 14:379 1, 3, 5, 7, 8 0.959

183002 30 24-Jul-2012 12:439 2, 3, 6, 7, 9 0.968

183002 31 29-Apr-2015 17:267 1, 3, 4, 6, 7 0.926

200201 01 14-Aug-1992 13:178 3, 4, 6, 7, 8 0.925

200201 02 10-Mar-1993 11:055 1, 2, 3, 4, 5 0.891

200201 03 15-May-1994 10:108 1, 3, 6, 7, 8 0.933

200201 04 18-Feb-1995 09:127 1, 2, 4, 5, 7 0.942

200201 05 20-Apr-1996 13:317 1, 3, 4, 5, 7 0.876

200201 06 03-Mar-1997 11:407 1, 2, 4, 6, 7 0.954

200201 07 15-May-1998 10:377 2, 3, 4, 6, 7 0.964

200201 08 15-Mar-1999 08:345 1, 2, 3, 4, 5 0.923

200201 09 01-Mar-2000 11:255 1, 2, 3, 4, 5 0.971

200201 10 10-May-2001 14:206 2, 3, 4, 5, 6 0.974

200201 11 21-Apr-2002 08:227 3, 4, 5, 6, 7 0.957

200201 12 20-Feb-2003 10:527 3, 4, 5, 6, 7 0.973

200201 13 12-Mar-2004 17:048 1, 3, 4, 5, 8 0.963

200201 14 05-Jun-2006 13:247 3, 4, 5, 6, 7 0.949

200201 15 19-Apr-2008 09:428 1, 5, 6, 7, 8 0.966
136

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

200201 16 07-Aug-2009 10:019 4, 5, 7, 8, 9 0.962

200201 17 19-Oct-2010 15:499 1, 3, 4, 6, 9 0.962

200201 18 21-Sep-2012 14:088 2, 3, 4, 5, 8 0.966

200201 19 03-Dec-2013 16:256 1, 2, 3, 4, 6 0.972

200201 20 05-May-2014 14:457 3, 4, 5, 6, 7 0.963

200201 21 06-May-2014 06:575 1, 2, 3, 4, 5 0.953

200201 22 06-May-2014 14:107 1, 2, 3, 6, 7 0.972

200201 23 06-May-2014 20:255 1, 2, 3, 4, 5 0.957

200201 24 09-Dec-2015 13:087 1, 2, 3, 4, 7 0.957

200202 01 14-Aug-1992 13:178 4, 5, 6, 7, 8 0.939

200202 02 10-Mar-1993 11:269 2, 6, 7, 8, 9 0.898

200202 03 15-May-1994 10:108 2, 4, 6, 7, 8 0.920

200202 04 18-Feb-1995 09:127 1, 3, 5, 6, 7 0.852

200202 05 20-Apr-1996 13:317 2, 3, 5, 6, 7 0.729

200202 06 03-Mar-1997 11:407 1, 2, 3, 6, 7 0.925

200202 07 15-May-1998 10:265 1, 2, 3, 4, 5 0.922

200202 08 15-Mar-1999 08:345 1, 2, 3, 4, 5 0.921

200202 09 01-Mar-2000 11:257 1, 2, 4, 6, 7 0.962

200202 10 10-May-2001 14:087 1, 2, 3, 4, 7 0.943

200202 11 21-Apr-2002 08:017 1, 4, 5, 6, 7 0.898

200202 12 20-Feb-2003 10:317 1, 2, 4, 5, 7 0.931

200202 13 12-Mar-2004 17:158 2, 3, 4, 5, 8 0.943

200202 14 05-Jun-2006 12:587 1, 2, 3, 4, 7 0.940

200202 15 19-Apr-2008 09:529 2, 3, 4, 7, 9 0.962

200202 16 07-Aug-2009 09:238 1, 2, 4, 5, 8 0.950

200202 17 19-Oct-2010 15:598 2, 5, 6, 7, 8 0.966

200202 18 21-Sep-2012 13:589 1, 3, 4, 8, 9 0.957

200202 19 03-Dec-2013 16:259 1, 4, 6, 7, 9 0.977

200202 20 05-May-2014 14:359 2, 6, 7, 8, 9 0.973

200202 21 06-May-2014 06:575 1, 2, 3, 4, 5 0.946

200202 22 06-May-2014 13:536 0, 1, 4, 5, 6 0.980

200202 23 06-May-2014 20:255 1, 2, 3, 4, 5 0.966

200202 24 09-Dec-2015 13:237 2, 3, 5, 6, 7 0.976

200203 01 14-Aug-1992 13:178 2, 4, 6, 7, 8 0.895

200203 02 10-Mar-1993 11:419 4, 5, 6, 7, 9 0.857

200203 03 15-May-1994 10:108 1, 4, 6, 7, 8 0.925

200203 04 18-Feb-1995 09:127 1, 3, 4, 6, 7 0.921

200203 05 20-Apr-1996 13:317 3, 4, 5, 6, 7 0.887

200203 06 03-Mar-1997 11:527 2, 4, 5, 6, 7 0.954

200203 07 15-May-1998 10:377 2, 3, 5, 6, 7 0.941

200203 08 15-Mar-1999 08:345 1, 2, 3, 4, 5 0.934

200203 09 01-Mar-2000 11:257 1, 2, 3, 4, 7 0.966

200203 10 10-May-2001 14:086 1, 2, 3, 5, 6 0.958

200203 11 21-Apr-2002 08:017 1, 4, 5, 6, 7 0.907

200203 12 20-Feb-2003 10:316 1, 2, 3, 4, 6 0.939

200203 13 12-Mar-2004 17:049 1, 6, 7, 8, 9 0.942

200203 14 05-Jun-2006 13:146 2, 3, 4, 5, 6 0.944

200203 15 19-Apr-2008 10:038 3, 4, 5, 7, 8 0.955

200203 16 07-Aug-2009 09:349 2, 3, 4, 7, 9 0.944

200203 17 19-Oct-2010 15:499 1, 2, 3, 5, 9 0.948

200203 18 21-Sep-2012 13:589 1, 3, 4, 8, 9 0.954
137

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

200203 19 03-Dec-2013 16:259 1, 2, 6, 8, 9 0.957

200203 20 05-May-2014 14:179 1, 5, 6, 8, 9 0.959

200203 21 06-May-2014 06:575 1, 2, 3, 4, 5 0.917

200203 22 06-May-2014 14:347 3, 4, 5, 6, 7 0.957

200203 23 06-May-2014 20:255 1, 2, 3, 4, 5 0.941

200203 24 09-Dec-2015 13:087 1, 3, 4, 6, 7 0.964

200204 01 14-Aug-1992 13:178 3, 4, 5, 6, 8 0.946

200204 02 10-Mar-1993 11:055 1, 2, 3, 4, 5 0.906

200204 03 15-May-1994 10:108 1, 4, 5, 6, 8 0.926

200204 04 18-Feb-1995 09:128 1, 3, 4, 6, 8 0.931

200204 05 20-Apr-1996 13:315 1, 2, 3, 4, 5 0.815

200204 06 03-Mar-1997 11:405 1, 2, 3, 4, 5 0.956

200204 07 15-May-1998 10:497 3, 4, 5, 6, 7 0.947

200204 08 15-Mar-1999 08:345 1, 2, 3, 4, 5 0.934

200204 09 01-Mar-2000 11:256 1, 2, 3, 5, 6 0.957

200204 10 10-May-2001 14:207 2, 3, 4, 6, 7 0.954

200204 11 21-Apr-2002 08:017 1, 4, 5, 6, 7 0.926

200204 12 20-Feb-2003 10:417 2, 3, 5, 6, 7 0.942

200204 13 12-Mar-2004 17:459 5, 6, 7, 8, 9 0.939

200204 14 05-Jun-2006 12:585 1, 2, 3, 4, 5 0.956

200204 15 19-Apr-2008 10:139 4, 6, 7, 8, 9 0.951

200204 16 07-Aug-2009 09:235 1, 2, 3, 4, 5 0.940

200204 17 19-Oct-2010 15:499 1, 3, 7, 8, 9 0.949

200204 18 21-Sep-2012 13:589 1, 2, 6, 8, 9 0.959

200204 19 03-Dec-2013 16:259 1, 2, 5, 8, 9 0.950

200204 20 05-May-2014 14:357 2, 3, 4, 6, 7 0.960

200204 21 06-May-2014 06:575 1, 2, 3, 4, 5 0.948

200204 22 06-May-2014 13:536 0, 1, 4, 5, 6 0.955

200204 23 06-May-2014 20:255 1, 2, 3, 4, 5 0.936

200204 24 09-Dec-2015 13:086 1, 2, 3, 4, 6 0.959

200205 01 14-Aug-1992 13:178 2, 5, 6, 7, 8 0.926

200205 02 10-Mar-1993 11:059 1, 6, 7, 8, 9 0.879

200205 03 15-May-1994 10:108 4, 5, 6, 7, 8 0.943

200205 04 18-Feb-1995 09:128 1, 3, 5, 7, 8 0.926

200205 05 20-Apr-1996 13:317 2, 3, 5, 6, 7 0.869

200205 06 03-Mar-1997 12:027 3, 4, 5, 6, 7 0.962

200205 07 15-May-1998 10:266 1, 2, 3, 5, 6 0.942

200205 08 15-Mar-1999 08:345 1, 2, 3, 4, 5 0.934

200205 09 01-Mar-2000 11:257 1, 2, 3, 4, 7 0.917

200205 10 10-May-2001 14:207 2, 3, 5, 6, 7 0.963

200205 11 21-Apr-2002 08:017 1, 4, 5, 6, 7 0.885

200205 12 20-Feb-2003 10:417 2, 3, 4, 5, 7 0.938

200205 13 12-Mar-2004 17:159 2, 5, 6, 7, 9 0.943

200205 14 05-Jun-2006 12:585 1, 2, 3, 4, 5 0.957

200205 15 19-Apr-2008 09:428 1, 2, 3, 4, 8 0.951

200205 16 07-Aug-2009 09:237 1, 2, 4, 5, 7 0.919

200205 17 19-Oct-2010 15:498 1, 2, 3, 4, 8 0.955

200205 18 21-Sep-2012 14:089 2, 3, 5, 8, 9 0.933

200205 19 03-Dec-2013 16:258 1, 2, 3, 7, 8 0.920

200205 20 05-May-2014 14:179 1, 2, 3, 6, 9 0.897

200205 21 06-May-2014 06:575 1, 2, 3, 4, 5 0.745
138

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

200205 22 06-May-2014 13:537 0, 3, 4, 6, 7 0.852

200205 23 06-May-2014 20:255 1, 2, 3, 4, 5 0.858

200205 24 09-Dec-2015 13:087 1, 2, 3, 5, 7 0.899

200206 01 14-Aug-1992 13:178 3, 4, 5, 6, 8 0.954

200206 02 10-Mar-1993 11:056 1, 2, 3, 5, 6 0.907

200206 03 15-May-1994 10:109 1, 3, 5, 8, 9 0.938

200206 04 18-Feb-1995 09:127 1, 2, 3, 5, 7 0.916

200206 05 20-Apr-1996 13:317 2, 3, 4, 5, 7 0.862

200206 06 03-Mar-1997 11:527 2, 4, 5, 6, 7 0.953

200206 07 15-May-1998 10:267 1, 2, 4, 5, 7 0.933

200206 08 15-Mar-1999 08:345 1, 2, 3, 4, 5 0.918

200206 09 01-Mar-2000 11:257 1, 3, 4, 6, 7 0.949

200206 10 10-May-2001 14:207 2, 3, 5, 6, 7 0.945

200206 11 21-Apr-2002 08:017 1, 3, 5, 6, 7 0.898

200206 12 20-Feb-2003 10:316 1, 3, 4, 5, 6 0.957

200206 13 12-Mar-2004 17:049 1, 2, 5, 8, 9 0.925

200206 14 05-Jun-2006 12:587 1, 2, 4, 5, 7 0.970

200206 15 19-Apr-2008 09:426 1, 2, 4, 5, 6 0.969

200206 16 07-Aug-2009 10:018 4, 5, 6, 7, 8 0.965

200206 17 19-Oct-2010 15:599 2, 4, 5, 8, 9 0.975

200206 18 21-Sep-2012 14:089 2, 4, 5, 8, 9 0.966

200206 19 03-Dec-2013 16:459 3, 4, 5, 6, 9 0.971

200206 20 05-May-2014 14:179 1, 4, 6, 7, 9 0.978

200206 21 06-May-2014 06:575 1, 2, 3, 4, 5 0.949

200206 22 06-May-2014 13:536 0, 2, 3, 4, 6 0.983

200206 23 06-May-2014 20:255 1, 2, 3, 4, 5 0.941

200206 24 09-Dec-2015 13:087 1, 3, 4, 5, 7 0.973

200207 01 14-Aug-1992 13:178 4, 5, 6, 7, 8 0.934

200207 02 10-Mar-1993 11:059 1, 2, 3, 7, 9 0.891

200207 03 15-May-1994 10:108 3, 4, 5, 7, 8 0.956

200207 04 18-Feb-1995 09:128 2, 3, 4, 6, 8 0.940

200207 05 20-Apr-1996 13:317 1, 2, 5, 6, 7 0.861

200207 06 03-Mar-1997 11:527 2, 3, 5, 6, 7 0.934

200207 07 15-May-1998 10:376 2, 3, 4, 5, 6 0.948

200207 08 15-Mar-1999 08:345 1, 2, 3, 4, 5 0.922

200207 09 01-Mar-2000 11:257 1, 2, 3, 4, 7 0.953

200207 10 10-May-2001 14:086 1, 2, 4, 5, 6 0.962

200207 11 21-Apr-2002 08:017 1, 4, 5, 6, 7 0.901

200207 12 20-Feb-2003 10:417 2, 4, 5, 6, 7 0.945

200207 13 12-Mar-2004 17:048 1, 5, 6, 7, 8 0.958

200207 14 05-Jun-2006 12:585 1, 2, 3, 4, 5 0.952

200207 15 19-Apr-2008 10:038 3, 5, 6, 7, 8 0.960

200207 16 07-Aug-2009 09:239 1, 3, 6, 7, 9 0.946

200207 17 19-Oct-2010 15:497 1, 4, 5, 6, 7 0.965

200207 18 21-Sep-2012 13:589 1, 2, 5, 8, 9 0.965

200207 19 03-Dec-2013 16:259 1, 2, 6, 7, 9 0.961

200207 20 05-May-2014 14:179 1, 3, 5, 7, 9 0.974

200207 21 06-May-2014 06:575 1, 2, 3, 4, 5 0.949

200207 22 06-May-2014 13:536 0, 1, 3, 5, 6 0.972

200207 23 06-May-2014 20:255 1, 2, 3, 4, 5 0.954

200207 24 09-Dec-2015 13:087 1, 2, 4, 6, 7 0.966
139

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

200208 01 14-Aug-1992 13:178 3, 5, 6, 7, 8 0.960

200208 02 10-Mar-1993 11:055 1, 2, 3, 4, 5 0.911

200208 03 15-May-1994 11:009 5, 6, 7, 8, 9 0.961

200208 04 18-Feb-1995 09:128 1, 2, 3, 5, 8 0.967

200208 05 20-Apr-1996 13:317 1, 3, 4, 6, 7 0.861

200208 06 03-Mar-1997 11:406 1, 2, 3, 4, 6 0.973

200208 07 15-May-1998 10:497 3, 4, 5, 6, 7 0.954

200208 08 15-Mar-1999 08:345 1, 2, 3, 4, 5 0.947

200208 09 01-Mar-2000 11:257 1, 2, 3, 5, 7 0.966

200208 10 10-May-2001 14:087 1, 3, 4, 6, 7 0.946

200208 11 21-Apr-2002 08:017 1, 4, 5, 6, 7 0.925

200208 12 20-Feb-2003 10:317 1, 2, 4, 5, 7 0.961

200208 13 12-Mar-2004 17:048 1, 2, 3, 6, 8 0.965

200208 14 05-Jun-2006 12:587 1, 2, 3, 6, 7 0.961

200208 15 19-Apr-2008 10:038 3, 4, 5, 6, 8 0.979

200208 16 07-Aug-2009 09:239 1, 4, 5, 7, 9 0.958

200208 17 19-Oct-2010 15:499 1, 5, 7, 8, 9 0.968

200208 18 21-Sep-2012 14:088 2, 3, 4, 7, 8 0.978

200208 19 03-Dec-2013 16:259 1, 3, 5, 7, 9 0.970

200208 20 05-May-2014 14:359 2, 3, 7, 8, 9 0.975

200208 21 06-May-2014 06:575 1, 2, 3, 4, 5 0.940

200208 22 06-May-2014 13:536 0, 1, 2, 5, 6 0.970

200208 23 06-May-2014 20:255 1, 2, 3, 4, 5 0.949

200208 24 09-Dec-2015 13:087 1, 2, 4, 5, 7 0.958

200209 01 14-Aug-1992 13:178 3, 4, 5, 6, 8 0.901

200209 02 10-Mar-1993 11:055 1, 2, 3, 4, 5 0.881

200209 03 15-May-1994 10:105 1, 2, 3, 4, 5 0.917

200209 04 18-Feb-1995 09:128 1, 3, 6, 7, 8 0.901

200209 05 20-Apr-1996 13:317 2, 3, 4, 5, 7 0.803

200209 06 03-Mar-1997 11:406 1, 3, 4, 5, 6 0.958

200209 07 15-May-1998 10:267 1, 3, 4, 6, 7 0.912

200209 08 15-Mar-1999 08:345 1, 2, 3, 4, 5 0.891

200209 09 01-Mar-2000 11:257 1, 3, 5, 6, 7 0.939

200209 10 10-May-2001 14:085 1, 2, 3, 4, 5 0.914

200209 11 21-Apr-2002 08:017 1, 4, 5, 6, 7 0.887

200209 12 20-Feb-2003 10:416 2, 3, 4, 5, 6 0.912

200209 13 12-Mar-2004 17:159 2, 3, 5, 8, 9 0.936

200209 14 05-Jun-2006 12:586 1, 2, 4, 5, 6 0.915

200209 15 19-Apr-2008 09:427 1, 2, 3, 4, 7 0.940

200209 16 07-Aug-2009 09:447 3, 4, 5, 6, 7 0.905

200209 17 19-Oct-2010 16:289 5, 6, 7, 8, 9 0.920

200209 18 21-Sep-2012 14:209 3, 6, 7, 8, 9 0.929

200209 19 03-Dec-2013 16:259 1, 2, 3, 5, 9 0.929

200209 20 05-May-2014 14:179 1, 2, 3, 7, 9 0.937

200209 21 06-May-2014 06:575 1, 2, 3, 4, 5 0.882

200209 22 06-May-2014 14:237 2, 3, 5, 6, 7 0.948

200209 23 06-May-2014 20:255 1, 2, 3, 4, 5 0.907

200209 24 09-Dec-2015 13:085 1, 2, 3, 4, 5 0.945

200210 01 14-Aug-1992 12:527 1, 3, 4, 6, 7 0.929

200210 02 10-Mar-1993 11:059 1, 6, 7, 8, 9 0.925

200210 03 15-May-1994 10:109 4, 5, 6, 7, 9 0.959
140

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

200210 04 18-Feb-1995 09:128 1, 3, 6, 7, 8 0.937

200210 05 20-Apr-1996 13:316 2, 3, 4, 5, 6 0.827

200210 06 03-Mar-1997 11:526 2, 3, 4, 5, 6 0.957

200210 07 15-May-1998 10:267 1, 2, 5, 6, 7 0.933

200210 08 15-Mar-1999 08:345 1, 2, 3, 4, 5 0.908

200210 09 01-Mar-2000 11:527 2, 3, 4, 6, 7 0.945

200210 10 10-May-2001 14:087 1, 2, 3, 4, 7 0.943

200210 11 21-Apr-2002 08:017 1, 4, 5, 6, 7 0.908

200210 12 20-Feb-2003 10:417 2, 4, 5, 6, 7 0.912

200210 13 12-Mar-2004 17:249 3, 4, 5, 8, 9 0.928

200210 14 05-Jun-2006 12:585 1, 2, 3, 4, 5 0.939

200210 15 19-Apr-2008 09:528 2, 3, 4, 7, 8 0.941

200210 16 07-Aug-2009 09:346 2, 3, 4, 5, 6 0.924

200210 17 19-Oct-2010 15:599 2, 4, 6, 7, 9 0.932

200210 18 21-Sep-2012 14:459 5, 6, 7, 8, 9 0.950

200210 19 03-Dec-2013 16:257 1, 2, 3, 6, 7 0.945

200210 20 05-May-2014 14:457 3, 4, 5, 6, 7 0.952

200210 21 06-May-2014 06:575 1, 2, 3, 4, 5 0.947

200210 22 06-May-2014 13:536 0, 1, 2, 5, 6 0.921

200210 23 06-May-2014 20:255 1, 2, 3, 4, 5 0.830

200210 24 09-Dec-2015 13:086 1, 2, 3, 5, 6 0.929

200211 01 14-Aug-1992 13:177 2, 3, 5, 6, 7 0.919

200211 02 10-Mar-1993 11:059 1, 6, 7, 8, 9 0.892

200211 03 15-May-1994 10:109 1, 3, 4, 7, 9 0.906

200211 04 18-Feb-1995 09:127 1, 3, 4, 5, 7 0.919

200211 05 20-Apr-1996 13:317 1, 2, 4, 5, 7 0.840

200211 06 03-Mar-1997 11:407 1, 2, 3, 5, 7 0.933

200211 07 15-May-1998 10:267 1, 2, 4, 5, 7 0.933

200211 08 15-Mar-1999 08:345 1, 2, 3, 4, 5 0.918

200211 09 01-Mar-2000 11:256 1, 2, 3, 5, 6 0.919

200211 10 10-May-2001 14:207 2, 4, 5, 6, 7 0.961

200211 11 21-Apr-2002 08:017 1, 4, 5, 6, 7 0.886

200211 12 20-Feb-2003 10:316 1, 3, 4, 5, 6 0.920

200211 13 12-Mar-2004 17:159 2, 4, 5, 7, 9 0.912

200211 14 05-Jun-2006 12:587 1, 2, 4, 6, 7 0.932

200211 15 19-Apr-2008 09:427 1, 2, 4, 5, 7 0.944

200211 16 07-Aug-2009 10:019 4, 5, 6, 7, 9 0.915

200211 17 19-Oct-2010 16:099 3, 4, 7, 8, 9 0.927

200211 18 21-Sep-2012 14:088 2, 3, 6, 7, 8 0.934

200211 19 03-Dec-2013 16:568 4, 5, 6, 7, 8 0.941

200211 20 05-May-2014 14:177 1, 2, 3, 4, 7 0.955

200211 21 06-May-2014 06:575 1, 2, 3, 4, 5 0.895

200211 22 06-May-2014 14:106 1, 2, 3, 4, 6 0.948

200211 23 06-May-2014 20:255 1, 2, 3, 4, 5 0.840

200211 24 09-Dec-2015 13:085 1, 2, 3, 4, 5 0.896

200212 01 14-Aug-1992 13:178 3, 5, 6, 7, 8 0.932

200212 02 10-Mar-1993 11:059 1, 6, 7, 8, 9 0.909

200212 03 15-May-1994 10:109 2, 4, 5, 7, 9 0.956

200212 04 18-Feb-1995 09:128 2, 3, 4, 5, 8 0.942

200212 05 20-Apr-1996 13:317 3, 4, 5, 6, 7 0.906

200212 06 03-Mar-1997 12:027 3, 4, 5, 6, 7 0.947
141

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

200212 07 15-May-1998 10:266 1, 2, 3, 5, 6 0.943

200212 08 15-Mar-1999 08:345 1, 2, 3, 4, 5 0.914

200212 09 01-Mar-2000 11:257 1, 3, 4, 6, 7 0.956

200212 10 10-May-2001 14:087 1, 2, 4, 5, 7 0.967

200212 11 21-Apr-2002 08:016 1, 3, 4, 5, 6 0.924

200212 12 20-Feb-2003 10:417 2, 3, 4, 6, 7 0.950

200212 13 12-Mar-2004 17:158 2, 3, 5, 7, 8 0.965

200212 14 05-Jun-2006 12:586 1, 2, 3, 4, 6 0.970

200212 15 19-Apr-2008 09:426 1, 2, 3, 4, 6 0.972

200212 16 07-Aug-2009 10:019 4, 5, 7, 8, 9 0.947

200212 17 19-Oct-2010 15:499 1, 2, 3, 8, 9 0.964

200212 18 21-Sep-2012 13:589 1, 4, 5, 7, 9 0.974

200212 19 03-Dec-2013 16:357 2, 3, 5, 6, 7 0.966

200212 20 05-May-2014 14:459 3, 4, 6, 8, 9 0.973

200212 21 06-May-2014 06:575 1, 2, 3, 4, 5 0.948

200212 22 06-May-2014 13:537 0, 1, 3, 6, 7 0.971

200212 23 06-May-2014 20:255 1, 2, 3, 4, 5 0.949

200212 24 09-Dec-2015 13:237 2, 4, 5, 6, 7 0.956

200259 02 10-Mar-1993 11:059 1, 6, 7, 8, 9 0.891

200259 03 15-May-1994 10:109 4, 5, 6, 7, 9 0.940

200259 04 18-Feb-1995 09:128 4, 5, 6, 7, 8 0.932

200259 05 20-Apr-1996 13:316 2, 3, 4, 5, 6 0.860

200259 06 03-Mar-1997 11:407 1, 2, 3, 4, 7 0.949

200259 07 15-May-1998 10:497 3, 4, 5, 6, 7 0.941

200259 08 15-Mar-1999 08:345 1, 2, 3, 4, 5 0.919

200259 09 01-Mar-2000 11:256 1, 2, 3, 5, 6 0.959

200259 10 10-May-2001 14:085 1, 2, 3, 4, 5 0.955

200259 11 21-Apr-2002 08:017 1, 4, 5, 6, 7 0.905

200259 12 20-Feb-2003 10:317 1, 2, 4, 6, 7 0.943

200259 13 12-Mar-2004 17:049 1, 3, 4, 8, 9 0.934

200259 14 05-Jun-2006 13:147 2, 3, 4, 5, 7 0.951

200259 15 19-Apr-2008 09:528 2, 3, 5, 7, 8 0.952

200259 16 07-Aug-2009 09:239 1, 3, 4, 5, 9 0.927

200259 17 19-Oct-2010 15:598 2, 4, 6, 7, 8 0.925

200259 18 21-Sep-2012 14:209 3, 6, 7, 8, 9 0.931

200259 19 03-Dec-2013 16:259 1, 2, 3, 4, 9 0.948

200259 20 05-May-2014 14:179 1, 3, 6, 8, 9 0.952

200259 21 06-May-2014 06:575 1, 2, 3, 4, 5 0.951

200259 22 06-May-2014 14:106 1, 3, 4, 5, 6 0.964

200259 23 06-May-2014 20:255 1, 2, 3, 4, 5 0.946

200259 24 09-Dec-2015 13:087 1, 2, 4, 5, 7 0.958

273003 01 20-Jun-1990 17:085 1, 2, 3, 4, 5 0.958

273003 02 10-Aug-1991 11:495 2, 3, 4, 8, 9 0.957

273003 03 03-Aug-1992 17:009 4, 5, 6, 8, 9 0.942

273003 04 23-Nov-1993 19:109 2, 4, 5, 6, 8 0.936

273003 05 30-Jul-1994 14:335 1, 2, 3, 4, 5 0.965

273003 06 01-Aug-1997 06:437 2, 3, 4, 5, 7 0.983

273003 07 03-Oct-1998 14:375 1, 2, 3, 4, 5 0.972

273003 08 14-Jun-1999 13:247 1, 2, 4, 5, 6 0.990

273003 09 27-Jul-2000 09:285 1, 2, 3, 4, 5 0.969

273003 10 22-Aug-2001 17:006 2, 3, 4, 5, 6 0.981
142

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

273003 11 16-Oct-2004 12:269 1, 5, 6, 7, 9 0.960

273003 12 28-Jul-2009 16:539 1, 3, 4, 6, 7 0.970

370201 01 30-Mar-1994 10:289 2, 3, 4, 8, 9 0.889

370201 S01 06-Jan-1996 04:354 2, 3, 4, 5 0.923

370201 02 06-Jan-1996 05:469 3, 4, 6, 8, 9 0.953

370201 S02 28-Feb-1996 09:385 1, 2, 3, 4, 5 0.925

370201 03 28-Feb-1996 10:439 1, 2, 3, 7, 9 0.937

370201 S03 28-Feb-1996 18:266 2, 3, 4, 5, 6 0.935

370201 S04 23-Apr-1996 06:575 1, 2, 3, 6, 7 0.920

370201 S05 07-Oct-1997 07:385 1, 2, 3, 4, 5 0.916

370201 04 07-Oct-1997 13:367 1, 3, 4, 6, 7 0.940

370201 S06 17-Jan-1998 08:486 1, 2, 3, 4, 5 0.907

370201 S07 18-Feb-1998 07:185 1, 2, 3, 4, 5 0.890

370201 05 18-Feb-1998 13:237 1, 3, 5, 6, 7 0.943

370201 S08 19-May-1998 08:146 1, 2, 3, 4, 6 0.940

370201 06 19-May-1998 11:089 3, 4, 6, 7, 8 0.931

370201 S09 19-May-1998 14:438 1, 3, 4, 7, 8 0.932

370201 S10 24-Jul-1998 08:075 1, 2, 3, 4, 5 0.933

370201 07 24-Jul-1998 11:467 3, 4, 5, 6, 7 0.940

370201 08 04-Nov-1998 08:456 1, 2, 3, 4, 5 0.961

370201 S11 04-Nov-1998 14:036 1, 2, 3, 5, 6 0.962

370201 09 11-Nov-1999 00:149 3, 4, 5, 6, 9 0.936

370201 S12 13-Mar-2000 08:069 3, 4, 5, 6, 7 0.942

370201 10 13-Mar-2000 14:029 1, 3, 4, 5, 6 0.943

370201 S13 06-Jul-2000 12:305 1, 2, 3, 4, 5 0.908

370201 11 08-Nov-2000 11:289 2, 4, 5, 7, 8 0.945

370201 S14 23-Jan-2001 07:497 2, 3, 4, 6, 7 0.962

370201 S15 23-Jan-2001 14:497 1, 2, 3, 4, 5 0.947

370201 S16 17-May-2001 07:097 2, 4, 5, 6, 7 0.952

370201 S17 17-May-2001 13:287 1, 3, 4, 5, 6 0.954

370201 S18 14-Jul-2001 07:116 1, 2, 4, 5, 6 0.945

370201 12 14-Jul-2001 09:119 1, 3, 4, 6, 9 0.948

370201 S19 14-Jul-2001 13:315 1, 2, 3, 4, 5 0.944

370201 S20 11-Oct-2001 06:565 1, 2, 3, 4, 5 0.948

370201 13 11-Oct-2001 08:457 1, 2, 3, 4, 5 0.951

370201 S21 11-Oct-2001 14:037 1, 3, 5, 6, 7 0.936

370201 S22 10-Jan-2002 07:007 3, 4, 5, 6, 7 0.931

370201 S23 10-Jan-2002 13:187 2, 3, 4, 5, 7 0.940

370201 S24 23-May-2002 08:027 1, 2, 3, 4, 5 0.900

370201 14 23-May-2002 11:029 3, 5, 6, 7, 8 0.933

370201 S25 23-May-2002 13:435 1, 2, 3, 4, 5 0.893

370201 S26 16-Aug-2002 06:087 1, 2, 3, 4, 6 0.907

370201 S27 16-Aug-2002 13:305 1, 2, 3, 4, 5 0.933

370201 S28 18-Sep-2002 06:259 1, 4, 5, 8, 9 0.954

370201 15 19-Sep-2002 17:319 1, 4, 5, 6, 8 0.917

370201 S29 18-Dec-2002 06:557 1, 2, 3, 6, 7 0.916

370201 S30 18-Dec-2002 12:545 1, 2, 3, 4, 5 0.888

370201 S31 22-Jan-2003 07:297 2, 3, 4, 6, 7 0.924

370201 S32 22-Jan-2003 12:515 1, 2, 3, 4, 5 0.876

370201 16 22-Jan-2003 15:429 1, 2, 7, 8, 9 0.933

370201 S33 01-Jun-2003 06:117 2, 4, 5, 6, 7 0.929
143

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

370201 17 01-Jun-2003 11:389 2, 3, 5, 6, 9 0.958

370201 S34 01-Jun-2003 13:257 2, 3, 5, 6, 7 0.940

370202 01 30-Mar-1994 10:289 2, 3, 4, 7, 9 0.822

370202 02 06-Jan-1996 05:469 2, 3, 4, 6, 8 0.948

370202 03 28-Feb-1996 10:589 2, 3, 4, 6, 7 0.932

370202 04 07-Oct-1997 13:367 1, 3, 4, 5, 7 0.953

370202 05 18-Feb-1998 13:577 3, 4, 5, 6, 7 0.934

370202 06 19-May-1998 10:369 1, 2, 4, 5, 9 0.932

370202 07 24-Jul-1998 12:029 4, 5, 6, 8, 9 0.941

370202 08 04-Nov-1998 08:456 1, 2, 3, 4, 5 0.954

370202 09 10-Nov-1999 23:549 1, 3, 6, 7, 9 0.965

370202 10 13-Mar-2000 14:029 1, 2, 3, 4, 5 0.944

370202 11 08-Nov-2000 11:289 4, 5, 6, 7, 8 0.949

370202 12 14-Jul-2001 09:119 1, 2, 3, 4, 5 0.949

370202 13 11-Oct-2001 08:457 1, 2, 3, 4, 5 0.945

370202 14 23-May-2002 11:029 3, 4, 5, 6, 7 0.923

370202 15 19-Sep-2002 17:489 2, 5, 6, 7, 8 0.950

370202 16 22-Jan-2003 15:429 1, 2, 3, 4, 6 0.947

370202 17 01-Jun-2003 11:389 2, 4, 6, 7, 8 0.954

370203 01 30-Mar-1994 10:289 2, 3, 4, 8, 9 0.923

370203 02 06-Jan-1996 05:469 1, 4, 5, 7, 8 0.972

370203 03 28-Feb-1996 10:589 2, 3, 4, 5, 6 0.967

370203 04 07-Oct-1997 13:367 1, 2, 3, 4, 7 0.963

370203 05 18-Feb-1998 13:407 2, 3, 4, 6, 7 0.965

370203 06 19-May-1998 11:239 4, 5, 7, 8, 9 0.957

370203 07 24-Jul-1998 11:319 2, 3, 4, 8, 9 0.968

370203 08 04-Nov-1998 08:456 1, 2, 3, 4, 5 0.961

370203 09 11-Nov-1999 00:149 3, 4, 5, 7, 8 0.973

370203 10 13-Mar-2000 14:249 3, 5, 6, 7, 9 0.962

370203 11 08-Nov-2000 11:289 2, 3, 4, 5, 8 0.967

370203 12 14-Jul-2001 09:199 3, 4, 5, 6, 7 0.972

370203 13 11-Oct-2001 08:457 1, 2, 3, 4, 5 0.952

370203 14 23-May-2002 10:079 2, 3, 4, 5, 6 0.933

370203 15 19-Sep-2002 17:319 1, 3, 4, 6, 9 0.966

370203 16 22-Jan-2003 15:429 1, 2, 3, 4, 5 0.938

370203 17 01-Jun-2003 11:289 1, 3, 6, 7, 8 0.954

370203 18 07-Nov-2003 09:169 1, 3, 5, 8, 9 0.947

370203 19 14-Nov-2004 16:099 3, 4, 5, 7, 9 0.966

370203 20 14-Jun-2006 16:169 3, 4, 5, 7, 9 0.969

370203 21 30-Nov-2006 12:419 1, 5, 6, 7, 8 0.940

370203 22 18-Mar-2009 15:519 1, 3, 4, 7, 8 0.973

370203 23 18-Apr-2010 15:039 1, 4, 5, 6, 7 0.980

370203 24 27-Apr-2011 19:389 1, 3, 4, 5, 6 0.959

370203 25 10-Dec-2012 13:247 1, 4, 5, 6, 7 0.969

370203 26 24-Jun-2014 13:235 1, 2, 3, 4, 5 0.942

370203 27 24-Jun-2014 16:426 1, 3, 4, 5, 6 0.936

370203 28 24-Jun-2014 19:205 1, 2, 3, 4, 5 0.925

370203 29 25-Jun-2014 06:084 1, 2, 3, 4 0.964

370203 30 09-Mar-2015 16:527 2, 3, 4, 5, 7 0.973

370204 01 30-Mar-1994 10:289 1, 2, 7, 8, 9 0.881

370204 03 28-Feb-1996 10:537 1, 2, 3, 4, 7 0.894
144

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

370204 04 07-Oct-1997 13:437 1, 2, 4, 5, 6 0.952

370204 05 18-Feb-1998 13:457 2, 3, 4, 5, 6 0.961

370204 06 19-May-1998 10:415 1, 2, 3, 4, 5 0.881

370204 07 24-Jul-1998 11:196 1, 3, 4, 5, 6 0.952

370204 08 04-Nov-1998 11:476 1, 2, 4, 5, 6 0.966

370204 09 11-Nov-1999 04:175 1, 2, 3, 4, 5 0.932

370204 10 13-Mar-2000 17:465 1, 2, 3, 4, 5 0.963

370204 11 08-Nov-2000 12:575 1, 2, 3, 4, 5 0.956

370204 12 14-Jul-2001 10:397 1, 4, 5, 6, 7 0.926

370204 13 11-Oct-2001 08:457 1, 2, 3, 4, 5 0.959

370204 14 23-May-2002 11:029 5, 6, 7, 8, 9 0.930

370204 15 19-Sep-2002 18:159 4, 5, 6, 7, 9 0.958

370204 16 22-Jan-2003 16:279 4, 5, 6, 7, 9 0.952

370204 17 01-Jun-2003 08:037 1, 2, 4, 5, 7 0.948

370204 18 08-Nov-2003 13:595 1, 2, 3, 4, 5 0.924

370204 19 14-Nov-2004 11:029 1, 2, 3, 6, 7 0.964

370204 20 14-Jun-2006 16:019 2, 3, 4, 5, 8 0.966

370204 21 30-Nov-2006 13:019 2, 3, 5, 6, 9 0.933

370204 22 18-Mar-2009 16:219 3, 4, 5, 6, 7 0.974

370204 23 18-Apr-2010 15:039 1, 3, 4, 5, 7 0.964

370204 24 27-Apr-2011 19:389 1, 2, 3, 5, 7 0.964

370204 25 10-Dec-2012 13:307 1, 2, 3, 4, 6 0.976

370204 26 24-Jun-2014 13:235 1, 2, 3, 4, 5 0.938

370204 27 24-Jun-2014 16:426 1, 2, 3, 4, 6 0.957

370204 28 24-Jun-2014 19:205 1, 2, 3, 4, 5 0.918

370204 29 25-Jun-2014 06:084 1, 2, 3, 4 0.964

370204 30 09-Mar-2015 16:337 1, 2, 5, 6, 7 0.974

370205 01 30-Mar-1994 10:289 2, 3, 4, 8, 9 0.886

370205 02 06-Jan-1996 05:469 2, 3, 4, 6, 7 0.942

370205 03 28-Feb-1996 10:439 1, 4, 7, 8, 9 0.926

370205 S03 28-Feb-1996 18:166 1, 3, 4, 5, 6 0.906

370205 04 07-Oct-1997 13:369 1, 2, 4, 5, 6 0.906

370205 05 18-Feb-1998 13:237 1, 3, 4, 5, 6 0.923

370205 06 19-May-1998 11:089 3, 4, 5, 7, 8 0.916

370205 S09 19-May-1998 14:438 1, 3, 4, 6, 7 0.910

370205 07 24-Jul-1998 11:147 1, 2, 3, 4, 5 0.911

370205 08 04-Nov-1998 08:456 1, 2, 4, 5, 6 0.910

370205 09 10-Nov-1999 23:549 1, 4, 5, 6, 9 0.906

370205 10 13-Mar-2000 14:149 2, 3, 4, 6, 7 0.884

370205 11 08-Nov-2000 11:169 1, 3, 5, 8, 9 0.878

370205 S16 17-May-2001 07:097 1, 2, 3, 4, 5 0.945

370205 S17 17-May-2001 13:287 1, 3, 4, 5, 7 0.944

370205 12 14-Jul-2001 09:119 1, 2, 4, 6, 7 0.922

370205 13 11-Oct-2001 08:457 1, 2, 3, 4, 7 0.913

370205 14 23-May-2002 10:079 1, 3, 5, 6, 8 0.853

370205 15 19-Sep-2002 17:319 1, 3, 6, 8, 9 0.845

370205 16 22-Jan-2003 15:429 1, 2, 3, 7, 8 0.900

370205 17 01-Jun-2003 11:389 2, 4, 5, 7, 8 0.933

370206 01 30-Mar-1994 10:289 1, 2, 3, 4, 5 0.867

370206 02 06-Jan-1996 05:469 1, 2, 4, 5, 7 0.941

370206 03 28-Feb-1996 10:439 1, 2, 3, 4, 9 0.930
145

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

370206 04 07-Oct-1997 13:367 1, 2, 4, 5, 7 0.934

370206 05 18-Feb-1998 13:577 3, 4, 5, 6, 7 0.905

370206 06 19-May-1998 10:369 1, 2, 3, 7, 8 0.928

370206 07 24-Jul-1998 11:149 1, 2, 4, 6, 9 0.936

370206 08 04-Nov-1998 08:456 1, 2, 3, 4, 6 0.939

370206 09 10-Nov-1999 23:549 1, 2, 5, 7, 9 0.940

370206 10 13-Mar-2000 14:029 1, 2, 3, 4, 5 0.921

370206 11 08-Nov-2000 11:169 1, 2, 4, 5, 8 0.930

370206 12 14-Jul-2001 09:119 1, 2, 3, 4, 5 0.933

370206 13 11-Oct-2001 08:457 1, 2, 3, 4, 5 0.921

370206 14 23-May-2002 10:079 2, 3, 4, 8, 9 0.905

370206 15 19-Sep-2002 17:319 1, 3, 4, 5, 6 0.944

370206 16 22-Jan-2003 15:579 2, 3, 4, 6, 8 0.935

370206 17 01-Jun-2003 12:089 5, 6, 7, 8, 9 0.922

370207 01 30-Mar-1994 10:289 3, 4, 5, 8, 9 0.944

370207 02 06-Jan-1996 05:469 1, 2, 3, 5, 8 0.973

370207 03 28-Feb-1996 10:589 2, 6, 7, 8, 9 0.974

370207 04 07-Oct-1997 13:557 2, 4, 5, 6, 7 0.966

370207 05 18-Feb-1998 13:407 2, 3, 5, 6, 7 0.967

370207 06 19-May-1998 11:089 3, 4, 6, 8, 9 0.953

370207 07 24-Jul-1998 11:469 3, 6, 7, 8, 9 0.964

370207 08 04-Nov-1998 08:456 1, 2, 3, 4, 6 0.972

370207 09 10-Nov-1999 23:549 1, 3, 4, 8, 9 0.970

370207 10 13-Mar-2000 14:249 3, 4, 5, 7, 8 0.959

370207 11 08-Nov-2000 11:289 2, 4, 6, 8, 9 0.960

370207 12 14-Jul-2001 09:199 3, 4, 5, 6, 9 0.951

370207 13 11-Oct-2001 08:457 1, 2, 3, 4, 5 0.969

370207 14 23-May-2002 11:029 4, 6, 7, 8, 9 0.938

370207 15 19-Sep-2002 18:019 3, 5, 7, 8, 9 0.965

370207 16 22-Jan-2003 15:429 1, 2, 3, 4, 5 0.952

370207 17 01-Jun-2003 11:289 1, 4, 7, 8, 9 0.963

370207 18 07-Nov-2003 09:169 1, 2, 3, 4, 5 0.949

370207 19 14-Nov-2004 16:299 5, 6, 7, 8, 9 0.963

370207 20 14-Jun-2006 16:169 3, 5, 6, 7, 8 0.945

370207 21 30-Nov-2006 12:419 1, 3, 4, 5, 7 0.959

370207 22 18-Mar-2009 15:519 1, 2, 3, 5, 6 0.962

370207 23 18-Apr-2010 15:269 3, 6, 7, 8, 9 0.971

370207 24 27-Apr-2011 19:539 2, 3, 7, 8, 9 0.960

370207 25 10-Dec-2012 13:247 1, 3, 4, 5, 7 0.961

370207 26 24-Jun-2014 13:235 1, 2, 3, 4, 5 0.944

370207 27 24-Jun-2014 16:426 1, 2, 3, 4, 6 0.926

370207 28 24-Jun-2014 19:205 1, 2, 3, 4, 5 0.932

370207 29 25-Jun-2014 06:084 1, 2, 3, 4 0.975

370207 30 09-Mar-2015 16:337 1, 3, 5, 6, 7 0.956

370208 01 30-Mar-1994 10:289 1, 6, 7, 8, 9 0.867

370208 02 06-Jan-1996 05:469 2, 3, 5, 7, 9 0.961

370208 03 28-Feb-1996 10:439 1, 2, 5, 7, 8 0.952

370208 S03 28-Feb-1996 18:227 1, 2, 5, 6, 7 0.944

370208 04 07-Oct-1997 14:127 3, 4, 5, 6, 7 0.943

370208 05 18-Feb-1998 13:237 1, 2, 4, 6, 7 0.933

370208 06 19-May-1998 10:369 1, 4, 6, 8, 9 0.949
146

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

370208 07 24-Jul-1998 11:319 2, 3, 4, 6, 7 0.938

370208 08 04-Nov-1998 08:456 1, 2, 3, 4, 5 0.928

370208 09 10-Nov-1999 23:549 1, 3, 4, 5, 8 0.946

370208 10 13-Mar-2000 14:149 2, 3, 4, 5, 8 0.930

370208 11 08-Nov-2000 11:169 1, 2, 4, 7, 9 0.944

370208 S16 17-May-2001 08:375 1, 2, 3, 4, 5 0.962

370208 S17 17-May-2001 13:355 1, 2, 3, 4, 5 0.926

370208 12 14-Jul-2001 09:199 3, 4, 5, 6, 9 0.939

370208 13 11-Oct-2001 08:457 1, 2, 3, 4, 5 0.944

370208 14 23-May-2002 11:029 3, 4, 6, 7, 9 0.914

370208 15 19-Sep-2002 17:319 1, 2, 3, 6, 9 0.941

370208 16 22-Jan-2003 15:429 1, 2, 3, 6, 9 0.927

370208 17 01-Jun-2003 11:289 1, 2, 5, 7, 8 0.953

370208 18 07-Nov-2003 09:279 2, 3, 4, 8, 9 0.927

370208 19 14-Nov-2004 15:589 2, 4, 5, 6, 7 0.950

370208 20 14-Jun-2006 16:019 2, 4, 6, 7, 8 0.927

370208 21 30-Nov-2006 13:439 5, 6, 7, 8, 9 0.922

370208 22 18-Mar-2009 15:519 1, 2, 5, 6, 7 0.952

370208 23 18-Apr-2010 15:039 1, 2, 3, 5, 8 0.942

370208 24 27-Apr-2011 19:389 1, 2, 3, 4, 5 0.973

370208 25 10-Dec-2012 13:247 1, 2, 4, 6, 7 0.944

370208 26 24-Jun-2014 13:235 1, 2, 3, 4, 5 0.902

370208 27 24-Jun-2014 16:576 2, 3, 4, 5, 6 0.942

370208 28 24-Jun-2014 19:205 1, 2, 3, 4, 5 0.952

370208 29 25-Jun-2014 06:084 1, 2, 3, 4 0.964

370208 30 09-Mar-2015 16:337 1, 3, 4, 6, 7 0.930

370209 01 30-Mar-1994 10:289 2, 3, 4, 8, 9 0.889

370209 02 06-Jan-1996 05:469 2, 3, 5, 8, 9 0.938

370209 03 28-Feb-1996 10:589 2, 4, 5, 6, 7 0.927

370209 S03 28-Feb-1996 18:166 1, 2, 3, 4, 5 0.919

370209 04 07-Oct-1997 13:367 1, 3, 4, 5, 7 0.919

370209 05 18-Feb-1998 13:407 2, 3, 4, 5, 6 0.917

370209 06 19-May-1998 11:089 3, 4, 5, 8, 9 0.903

370209 S09 19-May-1998 14:438 1, 3, 5, 7, 8 0.907

370209 07 24-Jul-1998 11:147 1, 2, 4, 5, 6 0.932

370209 08 04-Nov-1998 08:456 1, 2, 4, 5, 6 0.909

370209 09 10-Nov-1999 23:549 1, 2, 5, 7, 8 0.925

370209 10 13-Mar-2000 14:149 2, 3, 4, 5, 7 0.940

370209 11 08-Nov-2000 11:169 1, 3, 4, 7, 8 0.908

370209 12 14-Jul-2001 09:199 3, 4, 6, 7, 9 0.931

370209 13 11-Oct-2001 08:457 1, 2, 3, 4, 5 0.901

370209 14 23-May-2002 10:079 2, 3, 6, 7, 9 0.923

370209 15 19-Sep-2002 17:489 2, 4, 6, 8, 9 0.927

370209 16 22-Jan-2003 15:579 2, 3, 7, 8, 9 0.918

370209 17 01-Jun-2003 11:289 1, 2, 5, 6, 9 0.935

370210 01 30-Mar-1994 10:289 2, 3, 5, 8, 9 0.861

370210 02 06-Jan-1996 05:469 3, 6, 7, 8, 9 0.953

370210 03 28-Feb-1996 11:319 4, 6, 7, 8, 9 0.935

370210 S03 28-Feb-1996 18:166 1, 3, 4, 5, 6 0.918

370210 04 07-Oct-1997 14:127 3, 4, 5, 6, 7 0.951

370210 05 18-Feb-1998 13:407 2, 3, 5, 6, 7 0.934
147

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

370210 06 19-May-1998 11:399 5, 6, 7, 8, 9 0.931

370210 S09 19-May-1998 14:438 1, 2, 3, 5, 8 0.944

370210 07 24-Jul-1998 11:149 1, 2, 4, 6, 8 0.935

370210 08 04-Nov-1998 08:456 1, 2, 4, 5, 6 0.932

370210 09 10-Nov-1999 23:549 1, 4, 5, 6, 9 0.948

370210 10 13-Mar-2000 14:029 1, 2, 3, 4, 5 0.922

370210 11 08-Nov-2000 11:289 4, 5, 7, 8, 9 0.939

370210 12 14-Jul-2001 09:119 1, 3, 4, 5, 6 0.935

370210 13 11-Oct-2001 08:457 1, 2, 3, 4, 5 0.917

370210 14 23-May-2002 11:029 4, 6, 7, 8, 9 0.910

370210 15 19-Sep-2002 17:489 2, 3, 4, 5, 6 0.923

370210 16 22-Jan-2003 15:429 1, 2, 4, 7, 8 0.925

370210 17 01-Jun-2003 11:289 1, 2, 3, 4, 7 0.948

370211 01 30-Mar-1994 10:289 2, 3, 5, 7, 9 0.936

370211 02 06-Jan-1996 05:469 1, 2, 3, 4, 8 0.948

370211 03 28-Feb-1996 10:589 2, 3, 4, 7, 8 0.951

370211 04 07-Oct-1997 13:367 1, 2, 3, 4, 5 0.939

370211 05 18-Feb-1998 13:407 2, 3, 4, 5, 6 0.950

370211 06 19-May-1998 10:529 2, 3, 4, 6, 9 0.934

370211 07 24-Jul-1998 11:319 2, 3, 4, 7, 8 0.962

370211 08 04-Nov-1998 08:456 1, 3, 4, 5, 6 0.936

370211 09 10-Nov-1999 23:549 1, 2, 6, 7, 9 0.942

370211 10 13-Mar-2000 14:029 1, 3, 4, 5, 9 0.921

370211 11 08-Nov-2000 11:169 1, 2, 3, 7, 9 0.935

370211 12 14-Jul-2001 09:119 1, 3, 4, 7, 9 0.947

370211 13 11-Oct-2001 08:457 1, 2, 3, 4, 5 0.960

370211 14 23-May-2002 10:079 1, 2, 5, 7, 8 0.881

370211 15 19-Sep-2002 17:319 1, 2, 3, 4, 5 0.920

370211 16 22-Jan-2003 15:429 1, 3, 4, 6, 9 0.913

370211 17 01-Jun-2003 11:289 1, 2, 3, 4, 8 0.932

370211 18 07-Nov-2003 09:169 1, 2, 3, 4, 9 0.940

370211 19 14-Nov-2004 15:589 2, 3, 4, 6, 8 0.928

370211 20 14-Jun-2006 16:169 3, 4, 5, 6, 7 0.907

370211 21 30-Nov-2006 12:419 1, 3, 5, 7, 9 0.812

370211 22 18-Mar-2009 16:219 3, 4, 6, 8, 9 0.952

370211 23 18-Apr-2010 15:039 1, 2, 5, 6, 9 0.947

370211 24 27-Apr-2011 19:389 1, 2, 6, 7, 9 0.922

370211 25 10-Dec-2012 13:247 1, 2, 3, 4, 7 0.920

370211 26 24-Jun-2014 13:235 1, 2, 3, 4, 5 0.880

370211 27 24-Jun-2014 16:426 1, 2, 4, 5, 6 0.890

370211 28 24-Jun-2014 19:205 1, 2, 3, 4, 5 0.908

370211 29 25-Jun-2014 06:084 1, 2, 3, 4 0.876

370211 30 09-Mar-2015 16:337 1, 4, 5, 6, 7 0.902

370212 01 30-Mar-1994 10:289 2, 3, 6, 8, 9 0.880

370212 02 06-Jan-1996 05:469 1, 3, 4, 6, 8 0.931

370212 03 28-Feb-1996 10:439 1, 2, 7, 8, 9 0.912

370212 04 07-Oct-1997 14:127 3, 4, 5, 6, 7 0.900

370212 05 18-Feb-1998 13:237 1, 2, 3, 6, 7 0.917

370212 06 19-May-1998 10:369 1, 2, 5, 7, 9 0.903

370212 07 24-Jul-1998 11:319 2, 3, 4, 6, 7 0.919

370212 08 04-Nov-1998 08:456 1, 2, 3, 4, 5 0.918
148

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

370212 09 10-Nov-1999 23:549 1, 2, 3, 4, 9 0.920

370212 10 13-Mar-2000 14:029 1, 2, 3, 4, 5 0.909

370212 11 08-Nov-2000 11:169 1, 3, 6, 7, 8 0.876

370212 S16 17-May-2001 08:375 1, 2, 3, 4, 5 0.940

370212 S17 17-May-2001 13:355 1, 2, 3, 4, 5 0.961

370212 12 14-Jul-2001 09:199 3, 5, 6, 8, 9 0.904

370212 13 11-Oct-2001 08:457 1, 2, 3, 4, 5 0.935

370212 14 23-May-2002 10:079 1, 2, 3, 5, 7 0.892

370212 15 19-Sep-2002 17:489 2, 3, 4, 6, 7 0.947

370212 16 22-Jan-2003 15:429 1, 2, 3, 4, 5 0.903

370212 17 01-Jun-2003 11:389 2, 3, 4, 6, 7 0.910

370212 18 07-Nov-2003 09:169 1, 2, 3, 4, 5 0.884

370212 19 14-Nov-2004 15:489 1, 3, 4, 6, 8 0.923

370212 20 14-Jun-2006 16:319 4, 5, 7, 8, 9 0.933

370212 21 30-Nov-2006 12:419 1, 3, 4, 5, 7 0.889

370212 22 18-Mar-2009 16:379 4, 5, 7, 8, 9 0.906

370212 23 18-Apr-2010 15:149 2, 3, 4, 6, 8 0.905

370212 24 27-Apr-2011 19:389 1, 2, 3, 4, 6 0.935

370212 25 10-Dec-2012 13:247 1, 2, 3, 5, 6 0.902

370212 26 24-Jun-2014 13:235 1, 2, 3, 4, 5 0.875

370212 27 24-Jun-2014 16:426 1, 2, 4, 5, 6 0.904

370212 28 24-Jun-2014 19:205 1, 2, 3, 4, 5 0.865

370212 29 25-Jun-2014 06:084 1, 2, 3, 4 0.926

370212 30 09-Mar-2015 16:337 1, 2, 4, 6, 7 0.938

370259 01 30-Mar-1994 10:289 5, 6, 7, 8, 9 0.850

370259 02 06-Jan-1996 05:469 1, 3, 5, 8, 9 0.937

370259 03 28-Feb-1996 10:439 1, 3, 4, 5, 7 0.933

370259 S03 28-Feb-1996 18:166 1, 2, 3, 4, 6 0.931

370259 04 07-Oct-1997 13:557 2, 3, 4, 6, 7 0.957

370259 05 18-Feb-1998 13:237 1, 2, 5, 6, 7 0.940

370259 06 19-May-1998 10:369 1, 2, 4, 5, 7 0.911

370259 07 24-Jul-1998 11:317 2, 3, 4, 5, 6 0.947

370259 08 04-Nov-1998 08:456 1, 2, 3, 4, 5 0.956

370259 09 10-Nov-1999 23:549 1, 2, 3, 4, 8 0.924

370259 10 13-Mar-2000 14:249 3, 5, 6, 7, 9 0.904

370259 11 08-Nov-2000 11:169 1, 4, 5, 6, 9 0.914

370259 12 14-Jul-2001 09:199 3, 4, 6, 7, 8 0.931

370259 13 11-Oct-2001 08:457 1, 2, 3, 4, 5 0.955

370259 14 23-May-2002 10:079 1, 2, 3, 4, 7 0.929

370259 15 19-Sep-2002 17:319 1, 3, 4, 5, 8 0.893

370259 16 22-Jan-2003 15:579 2, 3, 6, 7, 8 0.884

370259 17 01-Jun-2003 11:289 1, 4, 5, 6, 8 0.935

370259 18 08-Nov-2003 12:575 1, 2, 3, 4, 5 0.929

370259 19 14-Nov-2004 15:469 1, 2, 3, 5, 8 0.943

370259 20 14-Jun-2006 16:019 2, 3, 5, 6, 7 0.952

370259 21 30-Nov-2006 12:419 1, 3, 4, 8, 9 0.879

370259 22 18-Mar-2009 15:519 1, 2, 4, 6, 7 0.949

370259 23 18-Apr-2010 15:149 2, 4, 5, 6, 7 0.939

370259 24 27-Apr-2011 19:539 2, 3, 4, 5, 9 0.918

370259 25 10-Dec-2012 13:207 1, 3, 5, 6, 7 0.938

370259 26 24-Jun-2014 13:235 1, 2, 3, 4, 5 0.905
149

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

370259 27 24-Jun-2014 16:426 1, 2, 3, 4, 5 0.884

370259 28 24-Jun-2014 19:205 1, 2, 3, 4, 5 0.898

370259 29 25-Jun-2014 06:084 1, 2, 3, 4 0.856

370259 30 09-Mar-2015 16:337 1, 4, 5, 6, 7 0.937

370260 01 30-Mar-1994 10:289 1, 2, 4, 5, 8 0.952

370260 02 06-Jan-1996 05:469 1, 2, 4, 8, 9 0.971

370260 03 28-Feb-1996 10:439 1, 3, 4, 7, 9 0.957

370260 04 07-Oct-1997 13:557 2, 3, 4, 5, 7 0.941

370260 05 18-Feb-1998 13:237 1, 2, 5, 6, 7 0.972

370260 06 19-May-1998 10:529 2, 6, 7, 8, 9 0.947

370260 07 24-Jul-1998 11:149 1, 2, 4, 7, 8 0.963

370260 08 04-Nov-1998 08:456 1, 2, 3, 4, 5 0.943

370260 09 11-Nov-1999 00:049 2, 3, 4, 5, 9 0.965

370260 10 13-Mar-2000 14:029 1, 3, 5, 6, 8 0.957

370260 11 08-Nov-2000 11:169 1, 3, 4, 5, 8 0.951

370260 12 14-Jul-2001 09:199 3, 4, 6, 7, 9 0.951

370260 13 11-Oct-2001 08:457 1, 2, 3, 4, 5 0.958

370260 14 23-May-2002 10:079 2, 3, 4, 6, 7 0.939

370260 15 19-Sep-2002 17:319 1, 4, 5, 6, 7 0.958

370260 16 22-Jan-2003 15:429 1, 3, 4, 6, 9 0.937

370260 17 01-Jun-2003 11:589 4, 5, 6, 7, 8 0.943

370260 18 07-Nov-2003 09:369 3, 4, 5, 8, 9 0.927

370260 19 14-Nov-2004 15:589 2, 6, 7, 8, 9 0.961

370260 20 14-Jun-2006 15:429 1, 3, 7, 8, 9 0.964

370260 21 30-Nov-2006 12:419 1, 3, 5, 6, 9 0.925

370260 22 18-Mar-2009 15:519 1, 2, 3, 5, 7 0.955

370260 23 18-Apr-2010 15:149 2, 3, 4, 6, 8 0.953

370260 24 27-Apr-2011 19:389 1, 3, 5, 6, 7 0.957

370260 25 10-Dec-2012 13:247 1, 2, 5, 6, 7 0.951

370260 26 24-Jun-2014 13:235 1, 2, 3, 4, 5 0.932

370260 27 24-Jun-2014 16:426 1, 2, 4, 5, 6 0.928

370260 28 24-Jun-2014 19:205 1, 2, 3, 4, 5 0.824

370260 29 25-Jun-2014 06:084 1, 2, 3, 4 0.934

370260 30 09-Mar-2015 16:337 1, 3, 5, 6, 7 0.931

390201 02 27-Dec-1996 10:227 1, 3, 5, 6, 7 0.957

390201 03 08-Dec-1997 09:217 1, 3, 4, 5, 7 0.966

390201 04 12-Nov-1998 09:397 2, 3, 4, 5, 7 0.973

390201 05 20-Oct-1999 08:447 1, 2, 3, 4, 5 0.954

390201 06 16-Aug-2000 09:177 1, 2, 3, 4, 5 0.966

390201 07 04-Nov-2001 08:307 3, 4, 5, 6, 7 0.970

390201 08 06-Dec-2002 11:267 1, 2, 3, 4, 6 0.978

390201 09 29-Apr-2003 14:159 1, 2, 3, 8, 9 0.976

390201 10 04-Feb-2004 15:129 3, 6, 7, 8, 9 0.976

390201 11 05-May-2005 12:209 1, 3, 5, 6, 8 0.975

390201 12 08-Aug-2006 12:109 2, 3, 4, 5, 6 0.977

390202 02 27-Dec-1996 10:357 2, 3, 5, 6, 7 0.945

390202 03 08-Dec-1997 09:217 1, 2, 3, 4, 6 0.965

390202 04 12-Nov-1998 09:397 2, 3, 4, 5, 6 0.978

390202 05 20-Oct-1999 09:047 3, 4, 5, 6, 7 0.976

390202 06 16-Aug-2000 09:557 2, 3, 4, 5, 7 0.977

390202 07 04-Nov-2001 08:187 2, 3, 4, 5, 6 0.969
150

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

390202 08 06-Dec-2002 11:267 1, 2, 4, 6, 7 0.982

390202 09 29-Apr-2003 14:199 2, 4, 5, 7, 8 0.981

390202 10 04-Feb-2004 14:549 1, 5, 7, 8, 9 0.987

390202 11 05-May-2005 12:299 2, 3, 4, 6, 8 0.981

390202 12 08-Aug-2006 12:109 2, 4, 7, 8, 9 0.980

390203 02 27-Dec-1996 10:357 2, 3, 4, 6, 7 0.922

390203 03 08-Dec-1997 09:217 1, 2, 5, 6, 7 0.959

390203 04 12-Nov-1998 09:247 1, 2, 4, 6, 7 0.948

390203 05 20-Oct-1999 08:447 1, 3, 4, 5, 6 0.953

390203 06 16-Aug-2000 09:177 1, 2, 4, 5, 6 0.944

390203 07 04-Nov-2001 08:187 2, 3, 4, 6, 7 0.937

390203 08 06-Dec-2002 11:267 1, 3, 4, 5, 6 0.958

390203 09 29-Apr-2003 14:159 1, 2, 4, 6, 7 0.947

390203 10 04-Feb-2004 15:209 4, 5, 6, 7, 8 0.964

390203 11 05-May-2005 12:299 2, 3, 4, 5, 8 0.939

390203 12 08-Aug-2006 12:219 3, 5, 6, 7, 8 0.935

390203 13 23-Jul-2008 14:219 2, 3, 4, 6, 9 0.940

390203 14 21-Oct-2009 14:329 1, 4, 5, 6, 8 0.939

390203 15 11-Aug-2010 10:589 3, 4, 5, 8, 9 0.969

390203 16 18-Oct-2011 10:419 2, 3, 5, 7, 8 0.964

390203 17 22-May-2012 13:379 1, 3, 5, 6, 7 0.955

390203 18 03-Jun-2014 14:277 1, 3, 4, 5, 6 0.944

390203 19 29-Jul-2014 19:555 1, 2, 3, 4, 5 0.940

390203 20 30-Jul-2014 06:066 2, 3, 4, 5, 6 0.944

390203 21 30-Jul-2014 13:015 1, 2, 3, 4, 5 0.915

390204 S01 15-Aug-1996 13:157 2, 3, 4, 5, 7 0.923

390204 02 27-Dec-1996 10:227 1, 2, 3, 5, 7 0.911

390204 03 08-Dec-1997 09:347 2, 3, 5, 6, 7 0.938

390204 S02 07-Mar-1998 06:125 1, 2, 3, 4, 5 0.937

390204 S03 07-Mar-1998 11:205 1, 2, 3, 4, 5 0.920

390204 S04 07-Mar-1998 15:065 1, 2, 3, 4, 5 0.941

390204 S05 28-May-1998 06:237 2, 3, 4, 6, 7 0.954

390204 S06 28-May-1998 15:067 1, 2, 4, 5, 7 0.934

390204 S07 13-Aug-1998 03:227 1, 3, 4, 5, 6 0.946

390204 S08 13-Aug-1998 07:317 2, 3, 4, 6, 7 0.945

390204 04 12-Nov-1998 09:247 1, 2, 3, 4, 5 0.958

390204 S09 12-Nov-1998 15:017 1, 3, 4, 6, 7 0.946

390204 S10 10-Mar-1999 06:255 1, 2, 3, 4, 5 0.909

390204 S11 10-Mar-1999 14:005 1, 2, 3, 4, 5 0.949

390204 S12 22-Jun-1999 06:147 1, 3, 4, 5, 7 0.927

390204 S13 22-Jun-1999 15:327 3, 4, 5, 6, 7 0.953

390204 05 20-Oct-1999 08:547 2, 3, 4, 5, 6 0.964

390204 S14 17-Jun-2000 05:237 1, 4, 5, 6, 7 0.957

390204 S15 17-Jun-2000 14:357 1, 4, 5, 6, 7 0.964

390204 06 16-Aug-2000 09:177 1, 2, 3, 4, 6 0.956

390204 07 04-Nov-2001 08:307 3, 4, 5, 6, 7 0.955

390204 08 06-Dec-2002 11:367 2, 3, 4, 5, 7 0.967

390204 09 29-Apr-2003 14:199 2, 4, 5, 6, 9 0.943

390204 10 04-Feb-2004 15:129 3, 4, 6, 7, 8 0.961

390204 11 05-May-2005 12:379 3, 4, 5, 7, 8 0.957

390204 12 08-Aug-2006 12:109 2, 4, 5, 7, 8 0.957
151

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

390205 02 27-Dec-1996 10:227 1, 2, 3, 6, 7 0.932

390205 03 08-Dec-1997 09:217 1, 2, 3, 4, 5 0.955

390205 04 12-Nov-1998 09:247 1, 2, 3, 4, 5 0.965

390205 05 20-Oct-1999 08:447 1, 2, 3, 4, 5 0.968

390205 06 16-Aug-2000 09:177 1, 3, 4, 5, 7 0.974

390205 07 04-Nov-2001 07:597 1, 3, 4, 5, 6 0.968

390205 08 06-Dec-2002 11:267 1, 2, 4, 6, 7 0.963

390205 09 29-Apr-2003 14:159 1, 3, 4, 5, 7 0.977

390205 10 04-Feb-2004 14:549 1, 3, 5, 6, 7 0.976

390205 11 05-May-2005 12:209 1, 2, 4, 7, 8 0.968

390205 12 08-Aug-2006 12:109 2, 4, 5, 6, 7 0.969

390206 02 27-Dec-1996 10:227 1, 2, 4, 5, 6 0.937

390206 03 08-Dec-1997 09:217 1, 2, 3, 4, 7 0.963

390206 04 12-Nov-1998 09:247 1, 3, 4, 5, 7 0.976

390206 05 20-Oct-1999 08:447 1, 2, 3, 4, 6 0.964

390206 06 16-Aug-2000 09:177 1, 3, 4, 5, 7 0.953

390206 07 04-Nov-2001 07:597 1, 2, 3, 4, 5 0.950

390206 08 06-Dec-2002 11:267 1, 2, 3, 5, 6 0.891

390206 09 29-Apr-2003 14:199 2, 3, 4, 6, 7 0.919

390206 10 04-Feb-2004 14:549 1, 3, 4, 6, 7 0.936

390206 11 05-May-2005 12:209 1, 2, 5, 7, 8 0.900

390206 12 08-Aug-2006 11:399 1, 2, 3, 6, 8 0.813

390207 02 27-Dec-1996 10:227 1, 2, 3, 5, 7 0.946

390207 03 08-Dec-1997 09:217 1, 2, 4, 5, 7 0.965

390207 04 12-Nov-1998 09:247 1, 2, 3, 4, 5 0.964

390207 05 20-Oct-1999 08:447 1, 2, 3, 5, 7 0.966

390207 06 16-Aug-2000 09:557 2, 3, 4, 5, 6 0.966

390207 07 04-Nov-2001 07:597 1, 2, 3, 4, 5 0.943

390207 08 06-Dec-2002 11:467 3, 4, 5, 6, 7 0.956

390207 09 29-Apr-2003 14:159 1, 2, 7, 8, 9 0.958

390207 10 04-Feb-2004 14:549 1, 5, 6, 8, 9 0.932

390207 11 05-May-2005 12:379 3, 4, 6, 8, 9 0.964

390207 12 08-Aug-2006 12:109 2, 4, 5, 7, 8 0.956

390207 13 23-Jul-2008 14:139 1, 2, 4, 5, 7 0.955

390207 14 21-Oct-2009 14:329 1, 3, 4, 8, 9 0.944

390207 15 11-Aug-2010 10:409 1, 3, 5, 7, 8 0.975

390207 16 18-Oct-2011 10:489 3, 4, 6, 8, 9 0.967

390207 17 22-May-2012 13:379 1, 4, 6, 8, 9 0.966

390207 18 03-Jun-2014 14:277 1, 2, 3, 4, 5 0.968

390207 19 29-Jul-2014 19:556 1, 2, 4, 5, 6 0.941

390207 20 30-Jul-2014 05:576 1, 2, 4, 5, 6 0.949

390207 21 30-Jul-2014 13:015 1, 2, 3, 4, 5 0.954

390208 02 27-Dec-1996 10:357 2, 4, 5, 6, 7 0.944

390208 03 08-Dec-1997 09:347 2, 3, 4, 5, 7 0.959

390208 04 12-Nov-1998 09:247 1, 3, 4, 6, 7 0.950

390208 05 20-Oct-1999 08:447 1, 3, 5, 6, 7 0.957

390208 06 16-Aug-2000 09:177 1, 3, 4, 5, 7 0.958

390208 07 04-Nov-2001 08:307 3, 4, 5, 6, 7 0.949

390208 08 06-Dec-2002 11:267 1, 2, 5, 6, 7 0.945

390208 09 29-Apr-2003 14:199 2, 3, 5, 6, 9 0.968

390208 10 04-Feb-2004 15:129 3, 5, 6, 8, 9 0.970
152

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

390208 11 05-May-2005 12:299 2, 4, 5, 6, 8 0.945

390208 12 08-Aug-2006 12:109 2, 4, 5, 6, 7 0.947

390208 13 23-Jul-2008 14:139 1, 2, 4, 5, 9 0.938

390208 14 21-Oct-2009 14:469 2, 3, 4, 6, 8 0.912

390208 15 11-Aug-2010 10:589 3, 5, 7, 8, 9 0.962

390208 16 18-Oct-2011 10:349 1, 6, 7, 8, 9 0.959

390208 17 22-May-2012 13:379 1, 4, 7, 8, 9 0.955

390208 18 03-Jun-2014 14:277 1, 2, 3, 4, 7 0.961

390208 19 29-Jul-2014 19:556 1, 2, 3, 5, 6 0.968

390208 20 30-Jul-2014 05:576 1, 2, 3, 5, 6 0.941

390208 21 30-Jul-2014 13:016 1, 3, 4, 5, 6 0.948

390209 02 27-Dec-1996 10:227 1, 3, 4, 6, 7 0.915

390209 03 08-Dec-1997 09:217 1, 2, 4, 5, 7 0.941

390209 04 12-Nov-1998 09:247 1, 2, 3, 4, 6 0.943

390209 05 20-Oct-1999 08:447 1, 2, 3, 5, 6 0.935

390209 06 16-Aug-2000 09:177 1, 2, 4, 6, 7 0.945

390209 07 04-Nov-2001 08:307 3, 4, 5, 6, 7 0.942

390209 08 06-Dec-2002 11:367 2, 3, 4, 6, 7 0.935

390209 09 29-Apr-2003 14:379 3, 4, 6, 8, 9 0.947

390209 10 04-Feb-2004 15:019 2, 3, 4, 5, 6 0.943

390209 11 05-May-2005 12:209 1, 3, 5, 7, 9 0.953

390209 12 08-Aug-2006 12:109 2, 3, 4, 6, 9 0.952

390209 13 23-Jul-2008 14:139 1, 4, 5, 8, 9 0.943

390209 14 21-Oct-2009 14:539 3, 4, 5, 6, 8 0.952

390209 15 11-Aug-2010 10:409 1, 2, 3, 7, 8 0.961

390209 16 18-Oct-2011 10:349 1, 5, 7, 8, 9 0.963

390209 17 22-May-2012 13:379 1, 5, 7, 8, 9 0.974

390210 02 27-Dec-1996 10:227 1, 2, 3, 4, 7 0.931

390210 03 08-Dec-1997 09:217 1, 3, 4, 5, 7 0.970

390210 04 12-Nov-1998 09:247 1, 2, 5, 6, 7 0.932

390210 05 20-Oct-1999 08:447 1, 3, 5, 6, 7 0.945

390210 06 16-Aug-2000 09:177 1, 2, 3, 5, 7 0.945

390210 07 04-Nov-2001 07:597 1, 2, 3, 5, 6 0.950

390210 08 06-Dec-2002 11:267 1, 2, 4, 5, 6 0.940

390210 09 29-Apr-2003 14:449 4, 5, 7, 8, 9 0.964

390210 10 04-Feb-2004 15:209 4, 5, 6, 7, 8 0.947

390210 11 05-May-2005 12:209 1, 4, 6, 7, 8 0.946

390210 12 08-Aug-2006 12:219 3, 4, 5, 7, 8 0.947

390211 02 27-Dec-1996 10:227 1, 2, 3, 4, 5 0.940

390211 03 08-Dec-1997 09:217 1, 2, 4, 5, 7 0.955

390211 04 12-Nov-1998 09:247 1, 2, 3, 4, 5 0.973

390211 05 20-Oct-1999 08:447 1, 3, 4, 5, 7 0.961

390211 06 16-Aug-2000 09:177 1, 3, 4, 6, 7 0.955

390211 07 04-Nov-2001 08:307 3, 4, 5, 6, 7 0.962

390211 08 06-Dec-2002 11:267 1, 3, 4, 6, 7 0.961

390211 09 29-Apr-2003 14:379 3, 4, 6, 8, 9 0.955

390211 10 04-Feb-2004 15:019 2, 3, 6, 7, 9 0.951

390211 11 05-May-2005 12:379 3, 5, 6, 7, 9 0.964

390211 12 08-Aug-2006 11:399 1, 2, 4, 7, 8 0.943

390211 13 23-Jul-2008 14:139 1, 3, 4, 5, 9 0.974

390211 14 21-Oct-2009 14:329 1, 3, 5, 6, 9 0.949
153

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

390211 15 11-Aug-2010 10:509 2, 5, 6, 7, 8 0.973

390211 16 18-Oct-2011 10:349 1, 3, 6, 7, 9 0.959

390211 17 22-May-2012 13:449 2, 3, 5, 7, 9 0.961

390211 18 03-Jun-2014 14:277 1, 3, 4, 5, 6 0.969

390211 19 29-Jul-2014 19:555 1, 2, 3, 4, 5 0.953

390211 20 30-Jul-2014 05:576 1, 2, 3, 4, 5 0.949

390211 21 30-Jul-2014 13:015 1, 2, 3, 4, 5 0.950

390212 02 27-Dec-1996 10:227 1, 2, 3, 6, 7 0.938

390212 03 08-Dec-1997 09:347 2, 3, 4, 5, 6 0.964

390212 04 12-Nov-1998 09:247 1, 2, 3, 4, 5 0.956

390212 05 20-Oct-1999 08:447 1, 2, 3, 4, 7 0.944

390212 06 16-Aug-2000 10:087 3, 4, 5, 6, 7 0.952

390212 07 04-Nov-2001 08:187 2, 4, 5, 6, 7 0.963

390212 08 06-Dec-2002 11:367 2, 3, 4, 6, 7 0.939

390212 09 29-Apr-2003 14:159 1, 4, 5, 7, 9 0.962

390212 10 04-Feb-2004 14:549 1, 2, 3, 4, 5 0.952

390212 11 05-May-2005 12:299 2, 3, 5, 6, 8 0.958

390212 12 08-Aug-2006 12:219 3, 5, 6, 7, 8 0.949

390212 17 22-May-2012 13:379 1, 2, 6, 8, 9 0.956

390212 18 03-Jun-2014 14:277 1, 2, 3, 4, 5 0.904

390212 19 29-Jul-2014 19:556 1, 2, 4, 5, 6 0.958

390212 20 30-Jul-2014 05:576 1, 2, 3, 4, 6 0.930

390212 21 30-Jul-2014 13:016 1, 2, 3, 5, 6 0.959

390259 02 27-Dec-1996 10:357 2, 3, 4, 5, 7 0.913

390259 03 08-Dec-1997 09:217 1, 3, 5, 6, 7 0.941

390259 04 12-Nov-1998 09:247 1, 2, 3, 4, 5 0.944

390259 05 20-Oct-1999 09:047 3, 4, 5, 6, 7 0.947

390259 06 16-Aug-2000 09:557 2, 4, 5, 6, 7 0.947

390259 07 04-Nov-2001 08:187 2, 3, 4, 5, 6 0.937

390259 08 06-Dec-2002 11:467 3, 4, 5, 6, 7 0.934

390259 09 29-Apr-2003 14:449 4, 5, 6, 7, 8 0.934

390259 10 04-Feb-2004 15:129 3, 4, 5, 7, 8 0.952

390259 11 05-May-2005 12:379 3, 4, 5, 7, 9 0.960

390260 02 27-Dec-1996 10:227 1, 2, 3, 4, 7 0.946

390260 03 08-Dec-1997 09:217 1, 2, 3, 4, 6 0.955

390260 04 12-Nov-1998 09:247 1, 3, 4, 6, 7 0.947

390260 05 20-Oct-1999 08:447 1, 2, 4, 6, 7 0.949

390260 06 16-Aug-2000 09:177 1, 2, 3, 4, 6 0.943

390260 07 04-Nov-2001 07:597 1, 2, 4, 5, 6 0.948

390260 08 06-Dec-2002 11:267 1, 3, 4, 6, 7 0.944

390260 09 29-Apr-2003 14:159 1, 2, 3, 6, 8 0.943

390260 10 04-Feb-2004 15:129 3, 4, 5, 7, 9 0.956

390260 11 05-May-2005 12:379 3, 5, 6, 8, 9 0.953

390260 12 08-Aug-2006 12:219 3, 4, 6, 7, 9 0.938

390260 13 23-Jul-2008 14:219 2, 5, 6, 7, 9 0.947

390260 14 21-Oct-2009 14:329 1, 2, 3, 7, 9 0.924

390260 15 11-Aug-2010 10:509 2, 3, 4, 7, 8 0.951

390260 16 18-Oct-2011 10:419 2, 3, 4, 7, 9 0.941

390260 17 22-May-2012 13:379 1, 2, 3, 4, 8 0.941

390260 18 03-Jun-2014 14:277 1, 3, 4, 5, 6 0.942

390260 19 29-Jul-2014 20:066 2, 3, 4, 5, 6 0.953
154

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

390260 20 30-Jul-2014 05:576 1, 2, 3, 4, 6 0.949

390260 21 30-Jul-2014 13:016 1, 2, 3, 5, 6 0.958

390261 02 27-Dec-1996 10:227 1, 4, 5, 6, 7 0.938

390261 03 08-Dec-1997 09:347 2, 4, 5, 6, 7 0.965

390261 04 12-Nov-1998 09:247 1, 2, 4, 5, 6 0.944

390261 05 20-Oct-1999 09:047 3, 4, 5, 6, 7 0.966

390261 06 16-Aug-2000 09:177 1, 3, 4, 5, 6 0.950

390261 07 04-Nov-2001 07:597 1, 2, 3, 4, 7 0.951

390261 08 06-Dec-2002 11:367 2, 3, 4, 5, 6 0.959

390261 09 29-Apr-2003 14:159 1, 4, 5, 6, 7 0.949

390261 10 04-Feb-2004 14:549 1, 2, 3, 5, 7 0.964

390261 11 05-May-2005 12:299 2, 3, 5, 7, 9 0.967

390261 12 08-Aug-2006 12:109 2, 4, 6, 8, 9 0.939

390261 13 23-Jul-2008 14:139 1, 3, 5, 6, 9 0.963

390261 14 21-Oct-2009 14:329 1, 2, 7, 8, 9 0.943

390261 15 11-Aug-2010 11:169 5, 6, 7, 8, 9 0.966

390261 16 18-Oct-2011 10:349 1, 3, 5, 6, 7 0.961

390261 17 22-May-2012 13:379 1, 3, 4, 6, 7 0.966

390261 18 03-Jun-2014 14:277 1, 2, 3, 6, 7 0.968

390261 19 29-Jul-2014 19:555 1, 2, 3, 4, 5 0.940

390261 20 30-Jul-2014 05:576 1, 2, 3, 4, 6 0.954

390261 21 30-Jul-2014 13:015 1, 2, 3, 4, 5 0.943

390262 02 27-Dec-1996 10:227 1, 2, 4, 5, 6 0.928

390262 03 08-Dec-1997 09:427 3, 4, 5, 6, 7 0.960

390262 04 12-Nov-1998 09:247 1, 2, 3, 6, 7 0.955

390262 05 20-Oct-1999 09:047 3, 4, 5, 6, 7 0.952

390262 06 16-Aug-2000 09:557 2, 3, 4, 6, 7 0.953

390262 07 04-Nov-2001 08:187 2, 4, 5, 6, 7 0.950

390262 08 06-Dec-2002 11:367 2, 3, 4, 6, 7 0.920

390262 10 04-Feb-2004 15:299 5, 6, 7, 8, 9 0.956

390262 11 05-May-2005 12:299 2, 4, 5, 8, 9 0.950

390262 12 08-Aug-2006 12:219 3, 4, 6, 8, 9 0.886

390262 13 23-Jul-2008 14:139 1, 2, 3, 5, 6 0.917

390262 14 21-Oct-2009 14:329 1, 4, 5, 6, 7 0.933

390262 15 11-Aug-2010 10:409 1, 2, 3, 5, 9 0.941

390262 16 18-Oct-2011 10:349 1, 2, 4, 5, 7 0.934

390262 17 22-May-2012 13:379 1, 3, 4, 5, 9 0.938

390262 18 03-Jun-2014 14:277 1, 2, 3, 4, 5 0.928

390262 19 29-Jul-2014 20:066 2, 3, 4, 5, 6 0.933

390262 20 30-Jul-2014 05:576 1, 2, 3, 5, 6 0.926

390262 21 30-Jul-2014 13:016 1, 3, 4, 5, 6 0.941

390263 02 27-Dec-1996 10:227 1, 2, 3, 5, 7 0.917

390263 03 08-Dec-1997 09:347 2, 4, 5, 6, 7 0.955

390263 04 12-Nov-1998 09:247 1, 2, 4, 5, 6 0.950

390263 05 20-Oct-1999 08:547 2, 3, 4, 5, 6 0.943

390263 06 16-Aug-2000 09:177 1, 3, 4, 6, 7 0.951

390263 07 04-Nov-2001 08:187 2, 4, 5, 6, 7 0.955

390263 08 06-Dec-2002 11:267 1, 2, 3, 6, 7 0.951

390263 10 04-Feb-2004 14:549 1, 5, 7, 8, 9 0.968

390263 11 05-May-2005 12:379 3, 5, 6, 7, 8 0.954

390263 12 08-Aug-2006 12:109 2, 3, 4, 7, 8 0.950
155

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

390263 13 23-Jul-2008 14:139 1, 2, 3, 7, 9 0.943

390263 14 21-Oct-2009 14:469 2, 3, 6, 8, 9 0.944

390263 15 11-Aug-2010 10:509 2, 6, 7, 8, 9 0.959

390263 16 18-Oct-2011 10:419 2, 3, 6, 7, 8 0.962

390263 17 22-May-2012 13:379 1, 2, 4, 5, 9 0.956

390263 18 03-Jun-2014 14:427 2, 3, 4, 6, 7 0.931

390263 19 29-Jul-2014 20:066 2, 3, 4, 5, 6 0.941

390263 20 30-Jul-2014 05:576 1, 2, 3, 5, 6 0.953

390263 21 30-Jul-2014 13:016 1, 2, 3, 5, 6 0.936

390264 02 27-Dec-1996 10:227 1, 2, 5, 6, 7 0.872

390264 03 08-Dec-1997 09:217 1, 2, 3, 5, 6 0.921

390264 04 12-Nov-1998 09:247 1, 2, 3, 4, 6 0.962

390264 05 20-Oct-1999 08:447 1, 4, 5, 6, 7 0.937

390264 06 16-Aug-2000 09:557 2, 3, 4, 5, 7 0.922

390264 07 04-Nov-2001 07:597 1, 2, 3, 6, 7 0.944

390264 08 06-Dec-2002 11:367 2, 3, 4, 5, 6 0.951

390264 10 04-Feb-2004 14:549 1, 4, 6, 7, 9 0.946

390264 11 05-May-2005 12:209 1, 4, 6, 8, 9 0.934

390264 17 22-May-2012 13:449 2, 3, 5, 7, 9 0.958

390265 02 27-Dec-1996 10:227 1, 2, 3, 5, 7 0.960

390265 03 08-Dec-1997 09:347 2, 3, 4, 5, 7 0.975

390265 04 12-Nov-1998 09:247 1, 2, 3, 6, 7 0.981

390265 05 20-Oct-1999 08:547 2, 3, 4, 5, 7 0.963

390265 06 16-Aug-2000 09:557 2, 3, 4, 5, 6 0.972

390265 07 04-Nov-2001 07:597 1, 3, 4, 5, 6 0.965

390265 08 06-Dec-2002 11:467 3, 4, 5, 6, 7 0.976

390265 09 29-Apr-2003 14:159 1, 2, 3, 4, 7 0.970

390265 10 04-Feb-2004 15:129 3, 4, 5, 7, 9 0.976

390265 11 05-May-2005 12:209 1, 5, 7, 8, 9 0.981

390265 12 08-Aug-2006 11:399 1, 2, 4, 6, 8 0.967

390265 13 23-Jul-2008 14:139 1, 2, 4, 7, 9 0.972

390265 14 21-Oct-2009 14:539 3, 4, 6, 7, 8 0.969

390265 15 11-Aug-2010 10:589 3, 5, 6, 8, 9 0.984

390265 16 18-Oct-2011 10:349 1, 2, 3, 5, 6 0.979

390265 17 22-May-2012 13:379 1, 3, 4, 5, 9 0.982

390265 18 03-Jun-2014 14:277 1, 2, 3, 4, 6 0.976

390265 19 29-Jul-2014 19:555 1, 2, 3, 4, 5 0.969

390265 20 30-Jul-2014 05:576 1, 2, 3, 4, 6 0.969

390265 21 30-Jul-2014 13:015 1, 2, 3, 4, 5 0.954

493011 01 02-Aug-1989 11:565 1, 2, 3, 4, 5 0.939

493011 02 01-Sep-1990 07:499 4, 5, 6, 7, 9 0.959

493011 03 22-Oct-1991 15:376 2, 3, 5, 6, 7 0.953

493011 04 12-Nov-1992 17:067 1, 3, 5, 6, 7 0.966

493011 05 15-Nov-1993 15:539 3, 5, 6, 7, 9 0.964

493011 06 13-Jan-1994 10:527 1, 2, 3, 4, 6 0.962

493011 07 16-Apr-1994 01:189 1, 2, 5, 6, 7 0.971

493011 08 14-Jul-1994 20:399 2, 3, 4, 5, 7 0.921

493011 09 13-Nov-1994 13:549 2, 3, 5, 7, 8 0.971

493011 10 15-Feb-1995 12:397 1, 3, 4, 5, 7 0.960

493011 11 18-May-1995 11:509 4, 5, 6, 7, 8 0.933

493011 12 05-Dec-1996 07:499 1, 2, 3, 7, 9 0.984
156

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

493011 13 05-Dec-1996 14:099 3, 4, 5, 8, 9 0.983

493011 14 02-Mar-1997 09:489 4, 6, 7, 8, 9 0.987

493011 15 02-Mar-1997 13:569 1, 2, 7, 8, 9 0.977

493011 16 25-Apr-1997 07:099 1, 4, 5, 7, 8 0.991

493011 17 25-Apr-1997 12:109 3, 4, 6, 8, 9 0.977

493011 18 01-Aug-1997 09:215 1, 2, 3, 4, 5 0.984

493011 19 01-Aug-1997 14:285 1, 2, 3, 4, 5 0.974

493011 20 17-Sep-1997 09:155 1, 2, 3, 4, 5 0.972

493011 21 17-Sep-1997 12:425 1, 2, 3, 4, 5 0.970

493011 22 01-Dec-1998 12:037 3, 4, 5, 6, 7 0.976

493011 23 13-Jul-1999 14:337 2, 3, 4, 6, 7 0.966

493011 24 09-Sep-2001 07:527 1, 3, 4, 6, 7 0.990

493011 25 26-Jan-2004 16:119 1, 3, 4, 7, 9 0.985

493011 26 06-Oct-2004 13:539 2, 4, 5, 6, 7 0.991

493011 27 20-Dec-2004 11:539 1, 4, 5, 6, 9 0.982

493011 28 09-Oct-2007 15:169 4, 5, 6, 7, 8 0.984

493011 29 26-Oct-2010 14:009 1, 6, 7, 8, 9 0.992

493011 30 23-Oct-2012 16:259 3, 4, 6, 7, 8 0.563

493011 31 20-May-2014 21:299 2, 3, 7, 8, 9 0.768

493011 32 18-May-2015 19:579 2, 5, 6, 7, 8 0.808

530201 01 18-Nov-1995 13:189 1, 2, 4, 5, 7 0.927

530201 02 06-Oct-1997 16:485 1, 2, 3, 4, 5 0.907

530201 03 15-May-1998 14:277 2, 3, 4, 5, 6 0.879

530201 04 07-May-1999 12:527 1, 3, 5, 6, 7 0.886

530201 05 29-Jun-2000 13:409 3, 5, 6, 7, 9 0.919

530201 06 07-Aug-2001 10:339 1, 2, 3, 5, 6 0.934

530201 07 05-Aug-2002 10:569 2, 3, 5, 6, 8 0.936

530201 08 20-Aug-2003 15:329 2, 3, 4, 6, 9 0.939

530201 09 23-Jul-2004 13:419 1, 2, 4, 5, 9 0.908

530201 10 24-Jun-2005 18:219 1, 2, 5, 6, 9 0.849

530201 11 07-Jun-2006 18:129 2, 3, 6, 7, 8 0.901

530201 12 19-Jul-2007 17:559 1, 2, 3, 4, 5 0.887

530201 13 12-Jun-2008 13:249 1, 5, 6, 8, 9 0.867

530201 14 30-Apr-2009 14:309 1, 3, 4, 6, 9 0.907

530201 15 29-Jul-2010 11:369 4, 5, 6, 7, 8 0.841

530201 16 05-Feb-2011 12:339 1, 2, 4, 5, 6 0.903

530201 17 14-May-2012 21:489 1, 5, 7, 8, 9 0.846

530201 18 17-May-2013 06:439 1, 2, 3, 4, 6 0.860

530201 19 17-May-2013 10:059 1, 2, 6, 8, 9 0.870

530201 20 17-May-2013 15:419 4, 5, 7, 8, 9 0.867

530201 21 16-Apr-2015 00:219 1, 4, 5, 6, 7 0.776

530202 01 18-Nov-1995 13:189 3, 4, 6, 7, 9 0.863

530202 02 06-Oct-1997 16:485 1, 2, 3, 4, 5 0.833

530202 03 15-May-1998 14:147 1, 2, 3, 4, 5 0.863

530202 04 07-May-1999 13:027 2, 3, 4, 6, 7 0.930

530202 05 29-Jun-2000 13:279 2, 4, 5, 6, 9 0.913

530202 06 07-Aug-2001 10:439 2, 3, 4, 5, 7 0.941

530202 07 05-Aug-2002 10:469 1, 2, 4, 6, 8 0.943

530202 08 20-Aug-2003 15:169 1, 2, 4, 6, 7 0.900

530202 09 23-Jul-2004 14:129 4, 5, 6, 7, 9 0.912

530202 10 24-Jun-2005 18:219 1, 2, 3, 8, 9 0.888
157

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

530202 11 07-Jun-2006 17:599 1, 3, 6, 7, 8 0.903

530202 12 19-Jul-2007 17:559 1, 2, 3, 4, 7 0.861

530202 13 12-Jun-2008 12:299 2, 5, 6, 8, 9 0.890

530202 14 30-Apr-2009 13:339 1, 4, 5, 7, 8 0.886

530202 15 29-Jul-2010 10:089 1, 2, 4, 5, 7 0.865

530202 16 05-Feb-2011 12:009 4, 6, 7, 8, 9 0.893

530202 17 14-May-2012 20:579 2, 3, 5, 7, 8 0.911

530202 18 16-May-2013 07:039 2, 4, 7, 8, 9 0.923

530202 19 16-May-2013 10:019 1, 5, 6, 7, 8 0.903

530202 20 16-May-2013 15:079 1, 2, 3, 6, 8 0.883

530202 21 16-Apr-2015 00:329 2, 3, 5, 6, 8 0.867

530203 01 18-Nov-1995 13:189 1, 3, 5, 6, 7 0.853

530203 02 06-Oct-1997 16:485 1, 2, 3, 4, 5 0.851

530203 03 15-May-1998 14:277 2, 4, 5, 6, 7 0.841

530203 04 07-May-1999 12:527 1, 2, 3, 6, 7 0.869

530203 05 29-Jun-2000 13:139 1, 4, 6, 7, 8 0.923

530203 06 07-Aug-2001 10:339 1, 2, 6, 7, 9 0.938

530203 07 05-Aug-2002 11:069 3, 4, 6, 8, 9 0.932

530203 08 20-Aug-2003 15:379 3, 4, 5, 6, 8 0.934

530203 09 23-Jul-2004 13:419 1, 2, 3, 6, 8 0.888

530203 10 24-Jun-2005 18:219 1, 3, 5, 6, 8 0.888

530203 11 07-Jun-2006 18:229 3, 4, 5, 7, 9 0.858

530203 12 19-Jul-2007 17:559 1, 2, 3, 4, 5 0.828

530203 13 12-Jun-2008 12:419 4, 5, 6, 8, 9 0.815

530203 14 30-Apr-2009 13:339 1, 2, 4, 7, 9 0.841

530203 15 29-Jul-2010 10:089 1, 3, 6, 8, 9 0.851

530203 16 05-Feb-2011 11:459 1, 2, 3, 4, 7 0.845

530203 17 14-May-2012 20:529 1, 3, 4, 7, 9 0.807

530203 18 16-May-2013 07:039 2, 4, 5, 7, 9 0.854

530203 19 16-May-2013 10:099 2, 3, 4, 5, 7 0.849

530203 20 16-May-2013 15:079 1, 2, 3, 8, 9 0.873

530203 21 16-Apr-2015 00:329 2, 4, 5, 8, 9 0.773

530204 01 18-Nov-1995 13:189 2, 5, 6, 7, 8 0.895

530204 02 06-Oct-1997 16:485 1, 2, 3, 4, 5 0.937

530204 03 15-May-1998 14:277 2, 3, 4, 5, 6 0.867

530204 04 07-May-1999 13:027 2, 3, 4, 6, 7 0.949

530204 05 29-Jun-2000 13:139 1, 2, 3, 4, 8 0.935

530204 06 07-Aug-2001 10:339 1, 2, 6, 7, 9 0.946

530204 07 05-Aug-2002 10:569 2, 3, 4, 5, 6 0.943

530204 08 20-Aug-2003 15:329 2, 3, 4, 6, 7 0.943

530204 09 23-Jul-2004 13:419 1, 2, 4, 6, 7 0.930

530204 10 24-Jun-2005 18:359 2, 3, 7, 8, 9 0.925

530204 11 07-Jun-2006 18:129 2, 5, 6, 8, 9 0.925

530204 12 19-Jul-2007 17:559 1, 2, 3, 4, 5 0.932

530204 13 12-Jun-2008 12:299 2, 3, 4, 7, 8 0.933

530204 14 30-Apr-2009 13:389 2, 3, 5, 7, 9 0.919

530204 15 29-Jul-2010 11:279 3, 4, 5, 6, 7 0.916

530204 16 05-Feb-2011 12:339 1, 2, 3, 4, 8 0.924

530204 17 14-May-2012 21:039 3, 4, 5, 6, 8 0.915

530204 18 17-May-2013 07:379 4, 5, 6, 7, 8 0.940

530204 19 17-May-2013 10:299 3, 4, 6, 7, 9 0.911
158

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

530204 20 17-May-2013 15:049 1, 2, 3, 5, 8 0.939

530204 21 16-Apr-2015 00:329 2, 4, 6, 7, 9 0.922

530205 01 18-Nov-1995 13:189 2, 3, 4, 5, 6 0.930

530205 02 06-Oct-1997 16:485 1, 2, 3, 4, 5 0.912

530205 03 15-May-1998 14:277 2, 4, 5, 6, 7 0.827

530205 04 07-May-1999 12:527 1, 3, 4, 6, 7 0.938

530205 05 29-Jun-2000 13:139 1, 2, 4, 6, 8 0.932

530205 06 07-Aug-2001 10:339 1, 2, 3, 7, 9 0.930

530205 07 05-Aug-2002 11:069 3, 4, 6, 7, 8 0.958

530205 08 20-Aug-2003 15:169 1, 2, 3, 5, 7 0.927

530205 09 23-Jul-2004 13:539 2, 5, 6, 7, 8 0.929

530205 10 24-Jun-2005 18:219 1, 2, 4, 5, 6 0.906

530205 11 07-Jun-2006 17:599 1, 2, 3, 4, 8 0.922

530205 12 19-Jul-2007 17:559 1, 2, 3, 7, 8 0.900

530205 13 12-Jun-2008 13:349 2, 5, 7, 8, 9 0.903

530205 14 30-Apr-2009 14:309 1, 2, 3, 6, 7 0.881

530205 15 29-Jul-2010 11:179 2, 5, 7, 8, 9 0.867

530205 16 05-Feb-2011 12:339 1, 2, 5, 7, 8 0.879

530205 17 14-May-2012 21:489 1, 2, 5, 6, 7 0.841

530205 18 17-May-2013 06:439 1, 3, 4, 6, 9 0.874

530205 19 17-May-2013 10:059 1, 3, 5, 6, 8 0.866

530205 20 17-May-2013 15:419 4, 5, 6, 7, 8 0.850

530205 21 16-Apr-2015 00:429 3, 5, 6, 8, 9 0.833

530206 01 18-Nov-1995 13:189 3, 4, 5, 8, 9 0.886

530206 02 06-Oct-1997 16:485 1, 2, 3, 4, 5 0.951

530206 03 15-May-1998 14:277 2, 3, 4, 5, 7 0.922

530206 04 07-May-1999 13:027 2, 3, 4, 5, 6 0.966

530206 05 29-Jun-2000 13:409 3, 4, 5, 6, 8 0.972

530206 06 07-Aug-2001 10:339 1, 2, 4, 5, 6 0.953

530206 07 05-Aug-2002 11:069 3, 4, 5, 6, 7 0.962

530206 08 20-Aug-2003 15:169 1, 2, 3, 6, 7 0.961

530206 09 23-Jul-2004 14:129 4, 6, 7, 8, 9 0.974

530206 10 24-Jun-2005 18:219 1, 3, 4, 5, 7 0.951

530206 11 07-Jun-2006 17:599 1, 4, 6, 8, 9 0.957

530206 12 19-Jul-2007 17:559 1, 2, 3, 4, 8 0.943

530206 13 12-Jun-2008 13:349 2, 4, 6, 7, 8 0.965

530206 14 30-Apr-2009 14:419 2, 3, 4, 5, 8 0.944

530206 15 29-Jul-2010 11:369 4, 5, 6, 7, 9 0.938

530206 16 05-Feb-2011 12:339 1, 3, 5, 7, 9 0.908

530206 17 14-May-2012 21:489 1, 2, 3, 7, 9 0.917

530206 18 17-May-2013 07:099 3, 5, 7, 8, 9 0.889

530206 19 17-May-2013 10:059 1, 5, 6, 7, 9 0.887

530206 20 17-May-2013 15:419 4, 5, 6, 8, 9 0.887

530206 21 16-Apr-2015 01:049 5, 6, 7, 8, 9 0.916

530207 01 18-Nov-1995 13:189 3, 4, 5, 6, 8 0.895

530207 02 06-Oct-1997 16:485 1, 2, 3, 4, 5 0.940

530207 03 15-May-1998 14:387 3, 4, 5, 6, 7 0.856

530207 04 07-May-1999 13:027 2, 4, 5, 6, 7 0.931

530207 05 29-Jun-2000 13:139 1, 3, 7, 8, 9 0.934

530207 06 07-Aug-2001 11:039 4, 5, 7, 8, 9 0.946

530207 07 05-Aug-2002 10:569 2, 3, 4, 8, 9 0.951
159

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

530207 08 20-Aug-2003 15:379 3, 4, 5, 6, 9 0.933

530207 09 23-Jul-2004 13:539 2, 3, 4, 7, 9 0.908

530207 10 24-Jun-2005 18:219 1, 2, 3, 5, 9 0.889

530207 11 07-Jun-2006 17:599 1, 3, 4, 5, 9 0.922

530207 12 19-Jul-2007 18:089 2, 5, 6, 8, 9 0.903

530207 13 12-Jun-2008 13:349 2, 3, 4, 5, 6 0.929

530207 14 30-Apr-2009 14:419 2, 3, 5, 6, 8 0.893

530207 15 29-Jul-2010 11:279 3, 4, 6, 8, 9 0.886

530207 16 05-Feb-2011 12:339 1, 3, 4, 5, 8 0.814

530207 17 14-May-2012 21:489 1, 3, 4, 5, 9 0.895

530207 18 17-May-2013 06:439 1, 2, 5, 6, 7 0.920

530207 19 17-May-2013 10:059 1, 2, 4, 8, 9 0.896

530207 20 17-May-2013 15:049 1, 2, 6, 7, 8 0.872

530207 21 16-Apr-2015 00:219 1, 5, 6, 7, 9 0.768

530208 01 18-Nov-1995 13:189 2, 4, 6, 7, 9 0.845

530208 02 06-Oct-1997 16:485 1, 2, 3, 4, 5 0.909

530208 03 15-May-1998 14:147 1, 2, 3, 4, 5 0.854

530208 04 07-May-1999 13:027 2, 3, 4, 5, 7 0.916

530208 05 29-Jun-2000 13:139 1, 4, 7, 8, 9 0.948

530208 06 07-Aug-2001 10:339 1, 2, 5, 8, 9 0.942

530208 07 05-Aug-2002 10:569 2, 3, 5, 6, 8 0.943

530208 08 20-Aug-2003 15:169 1, 3, 4, 5, 9 0.957

530208 09 23-Jul-2004 13:539 2, 3, 4, 6, 8 0.956

530208 10 24-Jun-2005 18:219 1, 3, 5, 6, 7 0.946

530208 11 07-Jun-2006 17:599 1, 2, 5, 6, 8 0.955

530208 12 19-Jul-2007 17:559 1, 2, 4, 5, 7 0.949

530208 13 12-Jun-2008 13:249 1, 2, 4, 5, 8 0.957

530208 14 30-Apr-2009 14:309 1, 2, 4, 8, 9 0.952

530208 15 29-Jul-2010 11:369 4, 5, 6, 7, 8 0.947

530208 16 05-Feb-2011 12:429 2, 4, 5, 6, 8 0.948

530208 17 14-May-2012 22:279 4, 6, 7, 8, 9 0.943

530208 18 17-May-2013 07:099 3, 4, 5, 6, 7 0.959

530208 19 17-May-2013 10:179 2, 3, 4, 8, 9 0.939

530208 20 17-May-2013 15:179 2, 3, 6, 7, 8 0.949

530208 21 16-Apr-2015 00:219 1, 2, 4, 5, 9 0.927

530209 01 18-Nov-1995 13:189 1, 2, 4, 6, 7 0.817

530209 02 06-Oct-1997 16:485 1, 2, 3, 4, 5 0.815

530209 03 15-May-1998 14:147 1, 2, 3, 5, 7 0.843

530209 04 07-May-1999 13:027 2, 3, 4, 5, 7 0.898

530209 05 29-Jun-2000 13:529 4, 5, 6, 8, 9 0.899

530209 06 07-Aug-2001 10:339 1, 4, 5, 7, 9 0.902

530209 07 05-Aug-2002 10:569 2, 5, 7, 8, 9 0.864

530209 08 20-Aug-2003 15:329 2, 3, 4, 6, 8 0.924

530209 09 23-Jul-2004 13:539 2, 3, 4, 5, 7 0.919

530209 10 24-Jun-2005 18:219 1, 2, 4, 6, 8 0.849

530209 11 07-Jun-2006 18:129 2, 3, 6, 7, 8 0.911

530209 12 19-Jul-2007 17:559 1, 2, 4, 7, 8 0.887

530209 13 12-Jun-2008 12:419 4, 5, 6, 7, 8 0.930

530209 14 30-Apr-2009 13:389 2, 4, 5, 7, 9 0.914

530209 15 29-Jul-2010 10:199 3, 6, 7, 8, 9 0.910

530209 16 05-Feb-2011 12:009 4, 5, 6, 8, 9 0.868
160

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

530209 17 14-May-2012 20:579 2, 5, 6, 7, 9 0.888

530209 18 16-May-2013 06:539 1, 2, 3, 4, 7 0.894

530209 19 16-May-2013 10:189 3, 4, 6, 8, 9 0.882

530209 20 16-May-2013 15:079 1, 3, 5, 6, 8 0.853

530209 21 16-Apr-2015 00:219 1, 2, 4, 5, 6 0.825

530210 01 18-Nov-1995 13:189 2, 3, 6, 7, 9 0.777

530210 02 06-Oct-1997 16:485 1, 2, 3, 4, 5 0.804

530210 03 15-May-1998 14:277 2, 3, 5, 6, 7 0.843

530210 04 07-May-1999 12:527 1, 3, 4, 5, 6 0.841

530210 05 29-Jun-2000 13:279 2, 3, 4, 7, 8 0.924

530210 06 07-Aug-2001 10:439 2, 3, 4, 7, 9 0.863

530210 07 05-Aug-2002 10:469 1, 2, 4, 6, 9 0.905

530210 08 20-Aug-2003 15:329 2, 3, 5, 7, 9 0.893

530210 09 23-Jul-2004 13:539 2, 3, 5, 7, 8 0.862

530210 10 24-Jun-2005 18:219 1, 3, 4, 5, 8 0.805

530210 11 07-Jun-2006 17:599 1, 3, 6, 7, 8 0.867

530210 12 19-Jul-2007 18:089 2, 3, 4, 5, 7 0.861

530210 13 12-Jun-2008 12:249 1, 2, 5, 6, 9 0.901

530210 14 30-Apr-2009 13:389 2, 4, 5, 6, 8 0.904

530210 15 29-Jul-2010 10:199 3, 4, 7, 8, 9 0.839

530210 16 05-Feb-2011 11:509 2, 3, 4, 6, 9 0.921

530210 17 14-May-2012 20:529 1, 4, 6, 8, 9 0.846

530210 18 16-May-2013 07:039 2, 3, 4, 5, 8 0.879

530210 19 16-May-2013 10:269 4, 6, 7, 8, 9 0.879

530210 20 16-May-2013 15:219 2, 4, 7, 8, 9 0.851

530210 21 16-Apr-2015 00:329 2, 3, 6, 7, 8 0.877

530211 01 18-Nov-1995 13:189 1, 3, 5, 8, 9 0.785

530211 02 06-Oct-1997 16:485 1, 2, 3, 4, 5 0.724

530211 03 15-May-1998 14:277 2, 4, 5, 6, 7 0.720

530211 04 07-May-1999 12:527 1, 2, 5, 6, 7 0.856

530211 05 29-Jun-2000 13:139 1, 4, 6, 7, 9 0.866

530211 06 07-Aug-2001 10:339 1, 2, 4, 6, 7 0.908

530211 07 05-Aug-2002 11:179 4, 5, 7, 8, 9 0.874

530211 08 20-Aug-2003 15:329 2, 3, 6, 7, 8 0.892

530211 09 23-Jul-2004 13:539 2, 3, 6, 7, 8 0.872

530211 10 24-Jun-2005 19:069 3, 5, 6, 7, 8 0.816

530211 11 07-Jun-2006 18:129 2, 3, 4, 7, 8 0.830

530211 12 19-Jul-2007 17:559 1, 3, 4, 5, 9 0.843

530211 13 12-Jun-2008 12:249 1, 2, 5, 7, 9 0.801

530211 14 30-Apr-2009 13:389 2, 4, 6, 7, 9 0.853

530211 15 29-Jul-2010 10:089 1, 2, 4, 5, 7 0.819

530211 16 05-Feb-2011 11:509 2, 3, 4, 6, 7 0.778

530211 17 14-May-2012 20:579 2, 3, 4, 5, 9 0.804

530211 18 16-May-2013 07:119 3, 5, 6, 7, 8 0.861

530211 19 16-May-2013 10:019 1, 3, 4, 5, 8 0.849

530211 20 16-May-2013 15:219 2, 3, 4, 7, 9 0.811

530211 21 16-Apr-2015 00:219 1, 2, 6, 7, 9 0.784

530212 01 18-Nov-1995 13:189 2, 5, 6, 7, 8 0.901

530212 02 06-Oct-1997 16:485 1, 2, 3, 4, 5 0.921

530212 03 15-May-1998 14:387 3, 4, 5, 6, 7 0.873

530212 04 07-May-1999 13:027 2, 3, 4, 6, 7 0.901
161

Section Visit Date Time

Available 

Repeats

Selected 

Repeats

Composite 

Correlation

530212 05 29-Jun-2000 13:27 9 2, 3, 7, 8, 9 0.941

530212 06 07-Aug-2001 10:53 9 3, 4, 5, 6, 8 0.934

530212 07 05-Aug-2002 10:56 9 2, 4, 5, 8, 9 0.931

530212 08 20-Aug-2003 15:16 9 1, 2, 7, 8, 9 0.928

530212 09 23-Jul-2004 13:53 9 2, 3, 4, 5, 6 0.936

530212 10 24-Jun-2005 18:21 9 1, 3, 6, 7, 8 0.887

530212 11 07-Jun-2006 17:59 9 1, 2, 4, 7, 9 0.929

530212 12 19-Jul-2007 18:40 9 5, 6, 7, 8, 9 0.887

530212 13 12-Jun-2008 12:24 9 1, 4, 6, 7, 8 0.917

530212 14 30-Apr-2009 13:38 9 2, 5, 7, 8, 9 0.932

530212 15 29-Jul-2010 10:08 9 1, 2, 3, 4, 7 0.889

530212 16 05-Feb-2011 11:45 9 1, 4, 5, 8, 9 0.884

530212 17 14-May-2012 20:57 9 2, 4, 5, 7, 8 0.900

530212 18 16-May-2013 07:03 9 2, 3, 4, 5, 7 0.930

530212 19 16-May-2013 10:01 9 1, 2, 3, 6, 9 0.893

530212 20 16-May-2013 15:07 9 1, 3, 6, 7, 9 0.908

530212 21 16-Apr-2015 00:32 9 2, 3, 6, 7, 9 0.878

530259 01 18-Nov-1995 13:18 9 3, 4, 5, 6, 7 0.849

530259 02 06-Oct-1997 16:48 5 1, 2, 3, 4, 5 0.884

530259 03 15-May-1998 14:14 7 1, 2, 3, 4, 7 0.655

530259 04 07-May-1999 12:52 7 1, 2, 4, 5, 6 0.894

530259 05 29-Jun-2000 13:13 9 1, 2, 7, 8, 9 0.916

530259 06 07-Aug-2001 10:43 9 2, 3, 4, 5, 7 0.892

530259 07 05-Aug-2002 10:46 9 1, 3, 5, 8, 9 0.942

530259 08 20-Aug-2003 15:32 9 2, 3, 4, 6, 8 0.907

530259 09 23-Jul-2004 13:41 9 1, 2, 3, 5, 7 0.902

530259 10 24-Jun-2005 18:21 9 1, 2, 3, 5, 6 0.775

530259 11 07-Jun-2006 18:22 9 3, 4, 5, 7, 8 0.850

530259 12 19-Jul-2007 17:55 9 1, 2, 3, 4, 5 0.863

530259 13 12-Jun-2008 12:24 9 1, 2, 5, 7, 9 0.850

530259 14 30-Apr-2009 13:38 9 2, 4, 5, 8, 9 0.882

530259 15 29-Jul-2010 10:08 9 1, 3, 4, 6, 7 0.828

530259 16 05-Feb-2011 12:00 9 4, 5, 7, 8, 9 0.856

530259 17 14-May-2012 20:57 9 2, 4, 6, 7, 9 0.809

530259 18 16-May-2013 07:03 9 2, 5, 7, 8, 9 0.907

530259 19 16-May-2013 10:26 9 4, 5, 7, 8, 9 0.877

530259 20 16-May-2013 15:07 9 1, 3, 4, 7, 8 0.843

530259 21 16-Apr-2015 00:21 9 1, 2, 3, 5, 8 0.844

163

APPENDIX D. ROUGHNESS VALUES

This appendix lists the left IRI, right IRI, MRI, and HRI values for each visit of each section. In 

most cases, the roughness values are the average for five repeat runs. The five runs were selected 

from a group of as many as nine runs by automated comparison of profiles as described in 

appendix C. SD values are also provided for left and right IRI to reveal cases of high variability 

among the five measurements. However, the screening procedure used to select five runs usually 

helped reduce the level of scatter.

The discussion of roughness in the main report emphasizes the left and right IRI. Nevertheless, 

other indices provide useful additional information. MRI is the average of the left and right IRI 

value. HRI is calculated by converting the IRI filter into a half-car model.(94) The conversion is 

accomplished by collapsing the left and right profile into a single profile in which each point is 

the average of the corresponding left and right elevation. The IRI filter is then applied to the 

resulting signal. The HRI is similar to the IRI except that side-to-side deviations in profile are 

eliminated. The result is that the HRI value for a pair of profiles will always be lower than the 

corresponding MRI value. Comparing the HRI and MRI values provide a crude indication of the 

significance of roll (i.e., side-by-side variation in profiles) to the overall roughness. When HRI is 

low compared to MRI, roll is significant. This is common among asphalt pavements.(95) Certain 

types of pavement distress, such as longitudinal cracking, may also cause significant differences 

between HRI and MRI.

Figure 81 compares the HRI to MRI for profile measurements of PCC sections. The comparison 

includes 9,359 pairs of roughness values and excludes AC sections 040260 and 040261. The 

figure shows a best-fit line with a zero intercept and a line of equality. The slope of the line is 

0.910, which produced a root mean square (RMS) residual of 3.41 inches/mi. A typical range for 

concrete pavement is 0.90 through 0.95. Note that a better linear fit was found without forcing a 

zero intercept. A simple linear fit produced a slope of 0.958 and an intercept of −5.03 inches/mi. 

This line had an RMS residual of 3.18 inches/mi.

Table 47 provides roughness values and lists the date of each measurement and age of each 

section. On the SPS-2 sections, the age is the time elapsed since the project was opened to traffic. 

On the GPS-3 sections, the age is the time elapsed since the construction date. Figure 82 through 

figure 166 show left and right IRI versus age for the 85 test sections and use equivalent scaling 

for the roughness axis. Figures for sections from the same SPS-2 project use the same age scale. 

The figures show annotations along the age axis for maintenance and rehabilitation.
164

Source: FHWA. 

Figure 81. Graph. Comparison of HRI and MRI. 

Table 47. Roughness values. 

Section Visit Date Time 

Age 

(years) 

Left IRI 

Average 

(Inches/

mi) 

Left IRI 

SD 

(Inches/

mi) 

Right 

IRI 

Average 

(Inches/

mi) 

Right 

IRI SD 

(Inches/

mi) 

MRI 

(Inches/

mi) 

HRI 

(Inches/

mi) 

040213 01 25-Jan-1994 06:10 0.32 90.7 1.8 97.2 1.6 93.9 86.0 

040213 02 05-Mar-1995 11:21 1.42 72.5 0.9 83.5 1.7 78.0 69.3 

040213 03 27-Jan-1997 11:22 3.33 103.3 0.9 110.2 1.1 106.7 100.8 

040213 04 04-Dec-1997 11:06 4.18 103.7 2.7 117.1 2.0 110.4 105.2 

040213 05 08-Dec-1998 10:28 5.19 108.2 1.1 116.6 1.5 112.4 106.9 

040213 06 15-Nov-1999 11:38 6.12 118.2 0.5 130.0 1.0 124.1 118.2 

040213 07 30-Nov-2000 14:10 7.17 107.2 1.1 119.3 1.4 113.2 106.4 

040213 08 08-Nov-2001 11:09 8.11 117.9 1.2 132.5 1.5 125.2 118.7 

040213 09 30-Oct-2002 12:40 9.08 125.5 0.7 120.2 2.6 122.9 117.3 

040213 10 04-Feb-2004 13:47 10.35 111.8 1.5 106.1 3.2 109.0 102.7 

040213 11 12-Dec-2004 16:58 11.20 103.3 1.1 120.3 4.8 111.8 105.1 

040213 12 11-Aug-2006 04:17 12.86 140.5 0.9 178.2 5.3 159.3 149.8 

040213 13 13-Dec-2007 10:08 14.20 114.5 0.8 147.8 6.9 131.1 121.4 

040213 14 20-Sep-2008 00:40 14.97 128.6 1.1 167.0 6.6 147.8 137.3 

040213 15 25-Jan-2010 16:11 16.32 111.9 1.2 199.4 3.3 155.6 141.1 

040213 16 08-Dec-2011 20:00 18.19 120.9 0.8 227.3 23.1 174.1 156.5 

040213 17 16-Dec-2012 18:50 19.21 119.6 1.7 145.1 10.7 132.4 121.7 
165

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

040213 18 06-Feb-2014 23:57 20.35 119.5 0.9 168.2 3.4 143.8 128.0

040213 19 07-Feb-2014 09:03 20.35 119.6 0.6 171.3 4.7 145.5 129.8

040213 20 07-Feb-2014 13:10 20.35 107.2 0.4 170.9 7.0 139.1 123.0

040213 21 07-Feb-2014 16:40 20.36 99.2 1.1 154.5 10.9 126.8 112.9

040213 22 14-Nov-2014 03:22 21.12 130.2 5.1 120.6 2.0 125.4 119.6

040213 23 07-Dec-2015 18:33 22.18 107.3 1.6 239.6 44.4 173.4 154.4

040214 01 25-Jan-1994 06:10 0.32 85.7 1.9 80.4 2.0 83.0 79.7

040214 02 05-Mar-1995 11:21 1.42 55.3 0.5 59.4 1.7 57.3 50.4

040214 03 27-Jan-1997 11:38 3.33 76.2 3.2 64.1 2.6 70.2 65.0

040214 04 04-Dec-1997 11:06 4.18 69.9 2.6 68.9 2.2 69.4 64.3

040214 05 08-Dec-1998 10:28 5.19 70.1 2.8 67.5 2.4 68.8 63.5

040214 06 15-Nov-1999 11:38 6.12 81.7 2.9 73.6 2.2 77.6 71.5

040214 07 30-Nov-2000 13:37 7.17 80.7 0.8 71.2 1.2 76.0 69.6

040214 08 08-Nov-2001 11:09 8.11 78.7 2.5 79.4 0.5 79.1 73.0

040214 09 30-Oct-2002 12:40 9.08 94.9 3.5 78.6 0.9 86.7 78.3

040214 10 04-Feb-2004 13:57 10.35 101.1 3.1 87.3 1.4 94.2 85.9

040214 11 12-Dec-2004 17:14 11.20 81.1 4.0 83.9 1.0 82.5 75.5

040214 12 13-Aug-2006 03:02 12.87 81.2 1.8 83.2 0.9 82.2 75.4

040214 13 13-Dec-2007 10:35 14.20 102.1 1.2 93.6 1.7 97.8 90.1

040214 14 20-Sep-2008 00:37 14.97 94.8 3.3 86.1 1.9 90.4 83.6

040214 15 25-Jan-2010 16:08 16.32 101.5 2.3 99.8 0.5 100.6 94.6

040214 16 08-Dec-2011 19:57 18.19 102.8 2.2 94.7 1.4 98.8 92.3

040214 17 16-Dec-2012 18:47 19.21 109.6 3.6 97.4 1.4 103.5 96.1

040214 18 06-Feb-2014 21:58 20.35 112.6 2.1 108.3 0.9 110.4 102.2

040214 19 07-Feb-2014 08:39 20.35 113.4 6.7 105.9 0.8 109.7 100.6

040214 20 07-Feb-2014 12:48 20.35 117.2 5.7 107.4 3.7 112.3 104.1

040214 21 07-Feb-2014 16:21 20.36 125.4 1.6 118.5 2.2 121.9 115.0

040214 22 14-Nov-2014 00:37 21.12 107.5 1.2 100.2 0.8 103.8 96.1

040214 23 07-Dec-2015 18:33 22.18 120.2 1.8 111.9 1.2 116.0 108.3

040215 01 25-Jan-1994 06:10 0.32 89.6 0.6 91.3 1.3 90.5 80.4

040215 02 05-Mar-1995 11:21 1.42 81.8 0.8 96.8 3.3 89.3 80.1

040215 S01 05-Dec-1995 09:14 2.18 94.3 1.2 103.2 1.3 98.7 89.2

040215 S02 05-Dec-1995 14:56 2.18 87.6 0.7 96.3 2.6 91.9 82.5

040215 S03 02-May-1996 09:30 2.59 91.7 2.1 99.0 1.4 95.4 85.5

040215 S04 02-May-1996 14:58 2.59 83.8 1.6 95.4 2.8 89.6 79.4

040215 S05 12-Aug-1996 09:40 2.86 90.5 2.7 97.7 1.6 94.1 82.9

040215 S06 12-Aug-1996 14:15 2.87 84.4 2.4 93.8 2.0 89.1 78.5

040215 03 27-Jan-1997 12:11 3.33 97.5 0.7 102.5 1.4 100.0 91.5

040215 04 04-Dec-1997 11:06 4.18 100.2 3.7 104.7 2.1 102.5 94.1

040215 S07 15-Jan-1998 11:35 4.29 88.8 0.8 100.7 2.3 94.7 85.8

040215 S08 15-Jan-1998 16:43 4.29 87.2 0.7 103.0 0.9 95.1 86.7

040215 S09 13-Apr-1998 10:13 4.53 92.3 0.9 98.7 1.6 95.5 86.1

040215 S10 13-Apr-1998 15:19 4.53 91.5 1.2 98.5 1.6 95.0 84.9

040215 S11 09-Jul-1998 08:22 4.77 96.0 1.8 107.1 2.3 101.5 91.3

040215 S12 09-Jul-1998 12:10 4.77 92.6 0.7 104.8 1.9 98.7 88.5

040215 S13 30-Sep-1998 11:58 5.00 104.6 1.1 113.8 2.4 109.2 100.4

040215 S14 30-Sep-1998 14:39 5.00 99.0 2.3 111.9 1.6 105.5 96.2

040215 05 08-Dec-1998 10:28 5.19 109.4 1.2 109.7 2.1 109.6 101.1
166

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

040215 06 15-Nov-1999 11:38 6.12 113.8 1.9 122.7 1.6 118.2 110.2

040215 07 30-Nov-2000 13:37 7.17 110.6 1.0 118.9 0.4 114.7 106.7

040215 08 08-Nov-2001 11:48 8.11 120.9 0.5 126.3 0.7 123.6 115.9

040215 S15 09-Dec-2001 09:20 8.19 125.1 0.3 128.9 0.7 127.0 119.7

040215 S16 09-Dec-2001 14:57 8.19 115.7 0.9 120.4 0.6 118.0 110.6

040215 S17 24-Jan-2002 10:16 8.32 121.9 1.2 126.7 0.9 124.3 117.0

040215 S18 24-Jan-2002 15:00 8.32 111.5 0.4 119.3 0.9 115.4 107.5

040215 S19 15-Mar-2002 09:40 8.45 130.2 1.2 133.3 1.3 131.8 124.6

040215 S20 15-Mar-2002 14:34 8.45 116.6 0.7 121.6 2.8 119.1 111.5

040215 S21 09-Oct-2002 09:00 9.02 140.9 1.4 133.6 2.9 137.3 131.2

040215 S22 09-Oct-2002 13:46 9.02 121.8 1.4 124.5 1.5 123.2 116.8

040215 09 30-Oct-2002 13:06 9.08 131.8 5.9 123.3 1.0 127.6 120.2

040215 S23 20-Dec-2002 09:05 9.22 138.8 0.8 131.8 1.2 135.3 128.8

040215 S24 20-Dec-2002 13:23 9.22 126.2 4.2 121.0 1.5 123.6 116.2

040215 S25 07-Mar-2003 09:28 9.43 125.5 1.6 119.8 2.2 122.7 116.3

040215 S26 07-Mar-2003 13:59 9.43 113.4 0.7 112.6 2.1 113.0 105.5

040215 S27 25-Jul-2003 04:24 9.81 122.0 0.3 131.4 1.3 126.7 120.2

040215 S28 25-Jul-2003 08:42 9.81 119.4 0.9 126.5 0.9 123.0 116.4

040215 S29 24-Nov-2003 09:41 10.15 124.4 1.7 127.8 1.0 126.1 119.5

040215 S30 24-Nov-2003 14:22 10.15 117.9 1.2 120.5 2.3 119.2 112.6

040215 S31 14-Dec-2003 10:32 10.20 119.9 0.7 126.5 1.1 123.2 116.4

040215 S32 14-Dec-2003 15:16 10.20 116.3 1.1 120.0 1.4 118.1 111.4

040215 10 04-Feb-2004 13:47 10.35 131.3 3.4 118.8 2.3 125.1 116.2

040215 S33 22-Apr-2004 04:58 10.56 133.6 0.4 139.8 2.1 136.7 130.6

040215 S34 22-Apr-2004 10:01 10.56 118.6 0.9 122.4 1.6 120.5 114.2

040215 S35 15-Jul-2004 04:17 10.79 132.8 1.3 142.7 1.6 137.8 132.0

040215 S36 15-Jul-2004 09:07 10.79 130.0 0.2 136.2 0.9 133.1 127.1

040215 S37 09-Sep-2004 04:01 10.94 135.4 0.1 145.6 0.6 140.5 134.6

040215 S38 09-Sep-2004 08:34 10.94 132.8 0.7 142.6 1.5 137.7 131.6

040215 11 12-Dec-2004 16:15 11.20 108.6 2.2 121.0 1.3 114.8 107.6

040215 12 13-Aug-2006 00:24 12.87 136.5 0.6 142.0 0.8 139.3 134.0

040215 13 13-Dec-2007 12:08 14.20 123.2 0.5 123.8 1.0 123.5 117.2

040215 14 20-Sep-2008 02:06 14.97 134.8 0.9 142.7 1.5 138.8 132.9

040215 15 25-Jan-2010 17:50 16.32 124.2 1.5 129.6 1.0 126.9 120.0

040215 16 08-Dec-2011 21:26 18.19 134.3 1.8 136.3 1.7 135.3 129.3

040215 17 16-Dec-2012 19:55 19.21 130.3 1.5 129.5 1.2 129.9 124.1

040215 18 06-Feb-2014 23:02 20.35 129.1 1.6 132.4 1.0 130.8 125.0

040215 19 07-Feb-2014 08:39 20.35 137.0 1.8 136.0 3.7 136.5 130.6

040215 20 07-Feb-2014 12:48 20.35 123.8 1.1 127.8 1.8 125.8 119.4

040215 21 07-Feb-2014 16:21 20.36 113.0 2.0 118.5 1.8 115.7 108.6

040215 22 14-Nov-2014 01:24 21.12 135.8 1.7 133.8 2.0 134.8 129.2

040215 23 07-Dec-2015 18:23 22.18 118.0 1.6 123.1 1.9 120.6 113.8

040216 01 25-Jan-1994 06:10 0.32 89.3 1.4 86.9 2.2 88.1 80.6

040216 02 05-Mar-1995 11:21 1.42 82.6 1.5 88.8 1.7 85.7 75.5

040216 03 27-Jan-1997 11:22 3.33 87.3 3.7 84.5 0.8 85.9 75.7

040216 04 04-Dec-1997 11:06 4.18 86.2 0.7 84.6 2.5 85.4 76.4

040216 05 08-Dec-1998 10:28 5.19 88.4 0.9 87.3 1.8 87.8 78.0

040216 06 15-Nov-1999 11:48 6.12 92.7 2.7 85.7 0.6 89.2 79.3

040216 07 30-Nov-2000 13:49 7.17 85.3 1.3 88.5 0.8 86.9 77.8
167

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

040216 08 08-Nov-2001 11:28 8.11 84.6 1.2 90.8 1.3 87.7 78.5

040216 09 30-Oct-2002 12:40 9.08 98.3 3.7 93.1 1.2 95.7 80.5

040216 10 04-Feb-2004 13:47 10.35 99.6 3.1 100.0 1.6 99.8 84.2

040216 11 12-Dec-2004 16:15 11.20 91.1 4.6 97.8 1.6 94.4 84.4

040216 12 13-Aug-2006 00:13 12.87 89.0 1.5 99.2 1.5 94.1 85.2

040216 13 13-Dec-2007 12:08 14.20 98.3 1.7 101.6 1.4 100.0 88.5

040216 14 20-Sep-2008 02:16 14.97 100.5 2.8 98.1 0.4 99.3 85.6

040216 15 25-Jan-2010 17:37 16.32 93.7 1.0 105.9 1.8 99.8 90.4

040216 16 08-Dec-2011 21:44 18.19 101.6 1.0 100.6 0.9 101.1 85.8

040216 17 16-Dec-2012 19:46 19.21 103.6 1.4 100.5 0.9 102.0 86.0

040216 18 06-Feb-2014 23:08 20.35 103.0 1.2 100.0 1.2 101.5 86.7

040216 19 07-Feb-2014 08:39 20.35 103.9 0.8 99.6 1.7 101.7 86.2

040216 20 07-Feb-2014 12:48 20.35 96.4 1.2 102.5 2.3 99.4 89.2

040216 21 07-Feb-2014 16:21 20.36 97.4 1.4 104.5 2.1 101.0 91.1

040216 22 14-Nov-2014 01:24 21.12 104.1 1.0 99.0 1.7 101.6 84.7

040216 23 07-Dec-2015 18:43 22.18 94.6 2.4 101.9 1.0 98.3 88.6

040217 01 25-Jan-1994 06:10 0.32 93.3 0.5 81.7 1.1 87.5 79.1

040217 02 05-Mar-1995 11:21 1.42 60.8 1.4 69.6 2.3 65.2 56.0

040217 03 27-Jan-1997 11:48 3.33 83.2 0.7 77.5 1.3 80.4 70.6

040217 04 04-Dec-1997 11:40 4.18 78.6 3.7 80.2 2.7 79.4 71.8

040217 05 08-Dec-1998 10:28 5.19 81.8 3.2 78.4 2.8 80.1 71.8

040217 06 15-Nov-1999 11:38 6.12 92.8 2.2 81.4 0.9 87.1 77.4

040217 07 30-Nov-2000 14:10 7.17 84.5 1.6 74.6 0.6 79.6 69.7

040217 08 08-Nov-2001 11:09 8.11 86.8 2.2 77.1 1.7 82.0 73.6

040217 09 30-Oct-2002 12:40 9.08 87.4 1.4 74.3 0.8 80.8 70.9

040217 10 04-Feb-2004 13:47 10.35 88.8 3.2 66.8 1.7 77.8 65.3

040217 11 12-Dec-2004 16:15 11.20 84.4 4.4 74.6 1.9 79.5 69.9

040217 12 11-Aug-2006 04:17 12.86 105.7 1.7 88.8 1.9 97.3 89.5

040217 13 13-Dec-2007 10:18 14.20 80.9 2.4 74.3 1.7 77.6 66.0

040217 14 20-Sep-2008 00:40 14.97 110.4 3.5 82.0 2.0 96.2 86.6

040217 15 25-Jan-2010 16:11 16.32 81.4 1.5 75.5 2.9 78.5 68.7

040217 16 08-Dec-2011 20:25 18.19 96.8 2.5 75.3 2.8 86.1 75.0

040217 17 16-Dec-2012 18:09 19.21 90.0 2.2 72.6 2.0 81.3 71.0

040217 18 07-Feb-2014 00:04 20.35 95.7 2.4 76.2 1.9 85.9 75.2

040217 19 07-Feb-2014 09:03 20.35 94.5 1.9 76.1 1.3 85.3 75.2

040217 20 07-Feb-2014 13:10 20.35 79.4 0.9 74.5 1.5 77.0 67.6

040217 21 07-Feb-2014 16:40 20.36 75.7 1.6 67.8 1.1 71.8 60.6

040217 22 14-Nov-2014 03:22 21.12 109.4 3.2 79.0 1.8 94.2 82.2

040217 23 07-Dec-2015 18:33 22.18 78.7 1.6 73.6 1.8 76.2 64.6

040218 01 25-Jan-1994 06:10 0.32 91.9 3.8 84.6 1.9 88.3 83.0

040218 02 05-Mar-1995 11:21 1.42 65.4 1.5 58.8 1.1 62.1 53.1

040218 03 27-Jan-1997 11:22 3.33 73.6 1.5 56.1 0.4 64.8 58.5

040218 04 04-Dec-1997 11:06 4.18 72.8 1.6 60.6 2.4 66.7 59.1

040218 05 08-Dec-1998 10:28 5.19 73.8 0.9 60.3 1.2 67.1 60.2

040218 06 15-Nov-1999 11:48 6.12 79.0 1.9 65.1 0.7 72.0 65.0

040218 07 30-Nov-2000 14:00 7.17 73.6 1.1 60.6 0.7 67.1 60.6

040218 08 08-Nov-2001 11:09 8.11 70.8 1.0 62.3 0.6 66.5 58.7

040218 09 30-Oct-2002 12:55 9.08 85.8 4.7 56.0 0.9 70.9 63.8
168

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

040218 10 04-Feb-2004 13:47 10.35 82.9 3.1 56.1 1.3 69.5 61.9

040218 11 12-Dec-2004 16:15 11.20 72.4 1.4 64.6 1.9 68.5 59.8

040218 12 13-Aug-2006 03:51 12.87 77.0 1.3 71.4 0.6 74.2 66.3

040218 13 13-Dec-2007 10:14 14.20 84.0 2.5 69.0 1.7 76.5 68.0

040218 14 20-Sep-2008 00:37 14.97 80.9 1.1 76.1 0.7 78.5 69.9

040218 15 25-Jan-2010 16:08 16.32 78.7 1.3 70.5 1.3 74.6 65.5

040218 16 08-Dec-2011 19:57 18.19 90.4 1.5 78.7 1.3 84.6 74.9

040218 17 16-Dec-2012 18:30 19.21 91.0 1.4 76.7 0.8 83.8 74.2

040218 18 06-Feb-2014 22:21 20.35 88.8 0.9 76.6 0.4 82.7 72.9

040218 19 07-Feb-2014 08:39 20.35 91.9 0.8 79.4 0.5 85.7 75.9

040218 20 07-Feb-2014 12:48 20.35 87.3 7.6 75.8 1.1 81.5 70.8

040218 21 07-Feb-2014 16:21 20.36 79.8 2.7 72.8 1.0 76.3 66.0

040218 22 14-Nov-2014 00:27 21.12 95.1 3.4 79.3 0.7 87.2 76.8

040218 23 07-Dec-2015 18:33 22.18 87.9 1.2 74.9 0.7 81.4 71.6

040219 01 25-Jan-1994 06:10 0.32 77.5 1.5 89.6 2.1 83.6 75.0

040219 02 05-Mar-1995 11:21 1.42 67.2 1.2 84.0 1.4 75.6 65.7

040219 03 27-Jan-1997 11:38 3.33 77.0 1.6 95.0 1.4 86.0 77.5

040219 04 04-Dec-1997 11:06 4.18 88.2 3.9 96.4 1.7 92.3 84.1

040219 05 08-Dec-1998 10:28 5.19 82.4 3.1 102.0 2.1 92.2 84.9

040219 06 15-Nov-1999 11:48 6.12 88.8 2.5 105.3 2.3 97.1 89.9

040219 07 30-Nov-2000 13:49 7.17 79.3 0.4 100.5 1.2 89.9 82.4

040219 08 08-Nov-2001 11:09 8.11 87.1 1.9 110.1 3.2 98.6 92.1

040219 09 30-Oct-2002 12:40 9.08 100.4 1.6 102.5 1.5 101.4 93.0

040219 10 04-Feb-2004 13:47 10.35 100.8 4.4 99.1 1.6 100.0 91.4

040219 11 12-Dec-2004 17:14 11.20 91.4 2.7 111.0 2.1 101.2 94.3

040219 12 13-Aug-2006 00:13 12.87 117.9 1.5 136.7 1.4 127.3 121.6

040219 13 13-Dec-2007 12:08 14.20 90.0 1.2 102.3 1.1 96.2 89.4

040219 14 20-Sep-2008 02:06 14.97 118.9 2.4 135.1 3.3 127.0 121.4

040219 15 25-Jan-2010 18:09 16.32 98.0 2.6 113.9 1.4 106.0 99.3

040219 16 08-Dec-2011 21:35 18.19 108.4 2.1 116.2 0.9 112.3 105.6

040219 17 16-Dec-2012 19:55 19.21 103.0 1.7 112.7 0.9 107.9 101.0

040219 18 06-Feb-2014 23:02 20.35 101.4 2.5 120.6 0.8 111.0 105.2

040219 19 07-Feb-2014 08:39 20.35 112.2 1.3 120.7 2.4 116.5 110.1

040219 20 07-Feb-2014 12:48 20.35 98.5 2.8 111.0 2.1 104.8 98.2

040219 21 07-Feb-2014 16:21 20.36 83.4 2.4 101.8 1.9 92.6 85.7

040219 22 14-Nov-2014 01:24 21.12 111.4 1.9 117.5 0.9 114.5 107.5

040219 23 07-Dec-2015 18:33 22.18 97.9 2.6 104.7 3.5 101.3 93.9

040220 01 25-Jan-1994 06:10 0.32 76.8 2.1 80.3 1.8 78.5 73.9

040220 02 05-Mar-1995 11:21 1.42 66.1 1.5 72.2 1.3 69.2 62.4

040220 03 27-Jan-1997 11:22 3.33 66.5 3.7 72.3 1.7 69.4 64.3

040220 04 04-Dec-1997 11:06 4.18 69.8 1.7 72.1 1.8 71.0 66.3

040220 05 08-Dec-1998 10:38 5.19 68.7 0.6 73.1 1.4 70.9 66.5

040220 06 15-Nov-1999 11:38 6.12 69.0 1.1 77.1 1.4 73.0 67.7

040220 07 30-Nov-2000 13:37 7.17 77.0 4.7 69.3 1.3 73.1 68.4

040220 08 08-Nov-2001 11:09 8.11 68.0 0.8 77.9 0.5 73.0 67.9

040220 09 30-Oct-2002 12:40 9.08 82.5 2.0 69.6 1.1 76.1 71.3

040220 10 04-Feb-2004 13:57 10.35 90.0 4.4 69.7 0.4 79.8 73.5

040220 11 12-Dec-2004 16:15 11.20 73.3 1.6 80.7 1.8 77.0 71.2
169

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

040220 12 13-Aug-2006 03:46 12.87 75.4 1.6 82.7 1.0 79.0 73.7

040220 13 13-Dec-2007 10:14 14.20 86.4 2.0 85.3 1.7 85.9 80.3

040220 14 20-Sep-2008 00:47 14.97 91.8 2.2 79.6 0.8 85.7 80.1

040220 15 25-Jan-2010 16:08 16.32 80.2 2.5 84.0 1.7 82.1 76.6

040220 16 08-Dec-2011 20:13 18.19 102.2 2.1 91.7 1.2 97.0 91.1

040220 17 16-Dec-2012 18:30 19.21 99.8 3.0 89.9 1.5 94.9 89.3

040220 18 06-Feb-2014 21:58 20.35 99.4 0.8 85.5 1.4 92.5 86.4

040220 19 07-Feb-2014 08:39 20.35 100.6 5.2 89.1 1.6 94.8 89.0

040220 20 07-Feb-2014 12:48 20.35 98.2 3.6 87.0 0.9 92.6 86.7

040220 21 07-Feb-2014 16:21 20.36 84.9 5.5 83.5 3.0 84.2 78.5

040220 22 14-Nov-2014 00:37 21.12 95.8 3.7 87.3 1.4 91.6 85.4

040220 23 07-Dec-2015 18:43 22.18 89.7 4.2 86.3 0.7 88.0 82.3

040221 01 25-Jan-1994 06:10 0.32 72.6 1.9 73.2 1.7 72.9 65.3

040221 02 05-Mar-1995 11:21 1.42 56.0 0.7 60.0 1.4 58.0 47.7

040221 03 27-Jan-1997 11:22 3.33 77.8 1.6 78.2 0.4 78.0 70.8

040221 04 04-Dec-1997 11:06 4.18 82.1 3.3 83.9 2.3 83.0 77.1

040221 05 08-Dec-1998 10:28 5.19 84.8 2.7 82.5 0.9 83.6 77.5

040221 06 15-Nov-1999 11:38 6.12 84.7 1.8 87.7 1.0 86.2 79.3

040221 07 30-Nov-2000 13:37 7.17 76.4 1.2 81.9 1.6 79.2 71.2

040221 08 08-Nov-2001 11:09 8.11 84.1 2.0 85.3 0.9 84.7 78.9

040221 09 30-Oct-2002 12:40 9.08 90.6 6.6 77.9 2.5 84.3 77.2

040221 10 04-Feb-2004 13:47 10.35 76.4 1.5 74.5 3.7 75.4 68.0

040221 11 12-Dec-2004 16:44 11.20 79.5 3.0 80.3 1.3 79.9 72.8

040221 12 11-Aug-2006 04:17 12.86 100.9 1.0 99.6 1.1 100.2 94.2

040221 13 13-Dec-2007 10:08 14.20 81.3 1.3 81.6 1.5 81.5 74.4

040221 14 20-Sep-2008 00:40 14.97 96.6 1.3 94.9 1.8 95.7 88.8

040221 15 25-Jan-2010 16:19 16.32 82.5 1.5 85.0 1.5 83.7 76.7

040221 16 08-Dec-2011 20:17 18.19 93.3 2.9 85.8 2.4 89.6 83.9

040221 17 16-Dec-2012 18:57 19.21 87.1 2.8 78.5 0.5 82.8 76.7

040221 18 07-Feb-2014 00:18 20.35 90.8 1.4 82.1 2.7 86.5 80.3

040221 19 07-Feb-2014 09:03 20.35 91.4 3.6 89.0 3.3 90.2 83.4

040221 20 07-Feb-2014 13:10 20.35 79.1 0.7 81.5 3.2 80.3 73.3

040221 21 07-Feb-2014 16:40 20.36 73.7 1.2 74.5 1.5 74.1 66.1

040221 22 14-Nov-2014 03:10 21.12 89.0 1.2 77.6 1.4 83.3 76.7

040221 23 07-Dec-2015 18:23 22.18 75.8 2.3 79.9 2.5 77.9 69.9

040222 01 25-Jan-1994 06:10 0.32 72.2 1.2 71.2 1.8 71.7 64.6

040222 02 05-Mar-1995 11:21 1.42 57.4 1.4 55.5 1.0 56.4 46.8

040222 03 27-Jan-1997 11:22 3.33 72.3 0.9 55.3 0.7 63.8 55.3

040222 04 04-Dec-1997 11:06 4.18 63.4 2.9 62.5 1.9 62.9 54.7

040222 05 08-Dec-1998 10:38 5.19 66.0 0.4 62.6 1.3 64.3 55.7

040222 06 15-Nov-1999 12:00 6.12 79.6 2.4 63.4 1.1 71.5 63.8

040222 07 30-Nov-2000 13:49 7.17 77.4 1.9 60.0 0.4 68.7 61.3

040222 08 08-Nov-2001 11:28 8.11 68.0 1.6 63.6 0.8 65.8 57.2

040222 09 30-Oct-2002 12:40 9.08 88.4 4.3 57.4 0.7 72.9 63.7

040222 10 04-Feb-2004 13:47 10.35 86.3 7.3 58.2 0.8 72.3 63.8

040222 11 12-Dec-2004 16:44 11.20 68.8 3.0 65.8 1.0 67.3 58.5

040222 12 13-Aug-2006 03:46 12.87 71.8 1.0 73.1 1.6 72.4 63.1

040222 13 13-Dec-2007 10:14 14.20 91.0 2.3 69.8 0.8 80.4 73.2
170

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

040222 14 20-Sep-2008 00:47 14.97 78.3 2.2 74.9 1.6 76.6 68.9

040222 15 25-Jan-2010 16:17 16.32 75.9 1.8 70.6 1.7 73.2 64.2

040222 16 08-Dec-2011 19:57 18.19 98.0 3.3 82.8 1.7 90.4 83.5

040222 17 16-Dec-2012 18:30 19.21 98.4 1.7 78.8 1.7 88.6 81.4

040222 18 06-Feb-2014 22:05 20.35 98.6 1.3 81.8 0.5 90.2 83.4

040222 19 07-Feb-2014 08:39 20.35 103.3 7.0 84.4 4.5 93.8 86.7

040222 20 07-Feb-2014 12:48 20.35 90.1 1.9 68.2 3.2 79.2 71.5

040222 21 07-Feb-2014 16:21 20.36 79.5 1.0 61.0 0.4 70.3 62.2

040222 22 14-Nov-2014 00:43 21.12 96.6 0.9 79.5 0.9 88.0 80.8

040222 23 07-Dec-2015 19:04 22.18 89.2 2.3 71.4 0.5 80.3 72.8

040223 01 25-Jan-1994 06:10 0.32 72.8 1.5 80.9 3.2 76.9 66.1

040223 02 05-Mar-1995 11:21 1.42 68.5 0.8 79.5 1.4 74.0 63.0

040223 03 27-Jan-1997 12:01 3.33 80.0 1.5 84.7 1.2 82.4 71.3

040223 04 04-Dec-1997 11:06 4.18 84.1 1.5 88.1 2.2 86.1 76.6

040223 05 08-Dec-1998 10:28 5.19 88.7 2.2 91.9 1.5 90.3 81.6

040223 06 15-Nov-1999 11:38 6.12 89.0 1.7 95.2 1.4 92.1 84.0

040223 07 30-Nov-2000 13:37 7.17 81.5 1.3 93.7 0.8 87.6 79.1

040223 08 08-Nov-2001 11:38 8.11 87.1 1.8 99.4 1.1 93.2 85.2

040223 09 30-Oct-2002 12:55 9.08 108.1 1.8 88.6 0.8 98.3 90.3

040223 10 04-Feb-2004 13:57 10.35 100.3 5.3 85.4 1.3 92.8 84.5

040223 11 12-Dec-2004 17:28 11.20 91.2 2.5 99.2 1.1 95.2 87.7

040223 12 13-Aug-2006 00:24 12.87 111.9 1.6 120.8 1.3 116.3 110.0

040223 13 13-Dec-2007 12:08 14.20 97.2 1.6 96.6 2.2 96.9 90.1

040223 14 20-Sep-2008 02:27 14.97 123.1 2.4 119.0 0.9 121.0 115.4

040223 15 25-Jan-2010 18:00 16.32 101.1 2.9 103.4 1.2 102.3 95.6

040223 16 08-Dec-2011 21:26 18.19 111.9 1.5 110.3 1.3 111.1 105.4

040223 17 16-Dec-2012 19:46 19.21 107.1 1.4 107.8 0.9 107.5 101.4

040223 18 06-Feb-2014 23:02 20.35 107.4 0.9 111.6 0.4 109.5 103.6

040223 19 07-Feb-2014 08:39 20.35 117.1 3.6 111.0 2.5 114.1 108.2

040223 20 07-Feb-2014 12:48 20.35 97.7 2.1 106.1 0.8 101.9 95.8

040223 21 07-Feb-2014 16:21 20.36 84.3 0.3 94.2 1.2 89.3 81.6

040223 22 14-Nov-2014 01:29 21.12 123.5 2.9 105.4 1.0 114.5 108.4

040223 23 07-Dec-2015 18:23 22.18 89.5 0.6 99.3 2.2 94.4 86.9

040224 01 25-Jan-1994 06:10 0.32 64.8 0.5 67.7 1.7 66.2 60.8

040224 02 05-Mar-1995 11:21 1.42 60.5 1.3 72.5 2.9 66.5 60.9

040224 03 27-Jan-1997 11:38 3.33 72.5 3.2 69.0 0.8 70.8 65.7

040224 04 04-Dec-1997 11:06 4.18 63.6 5.5 70.6 2.3 67.1 60.8

040224 05 08-Dec-1998 10:28 5.19 63.8 5.5 75.1 3.3 69.5 63.5

040224 06 15-Nov-1999 11:48 6.12 79.9 5.2 71.1 1.4 75.5 70.8

040224 07 30-Nov-2000 13:49 7.17 83.2 4.3 69.5 0.4 76.4 71.8

040224 08 08-Nov-2001 11:28 8.11 66.4 3.2 76.9 0.8 71.7 66.5

040224 09 30-Oct-2002 12:40 9.08 84.2 2.7 72.1 1.0 78.1 72.5

040224 10 04-Feb-2004 13:57 10.35 114.6 2.1 70.2 0.8 92.4 86.2

040224 11 12-Dec-2004 16:15 11.20 70.9 4.9 79.0 1.8 75.0 69.7

040224 12 13-Aug-2006 00:13 12.87 78.9 3.6 74.4 1.1 76.7 72.2

040224 13 13-Dec-2007 12:17 14.20 78.0 1.9 77.6 1.2 77.8 73.2

040224 14 20-Sep-2008 02:41 14.97 90.2 5.9 78.4 1.2 84.3 78.8

040224 15 25-Jan-2010 17:37 16.32 85.4 5.3 84.0 1.7 84.7 80.2
171

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

040224 16 08-Dec-2011 21:44 18.19 112.1 1.5 94.1 1.0 103.1 98.2

040224 17 16-Dec-2012 19:46 19.21 109.8 1.6 92.2 1.0 101.0 96.4

040224 18 06-Feb-2014 23:08 20.35 110.9 1.0 91.5 0.8 101.2 96.3

040224 19 07-Feb-2014 08:39 20.35 115.1 1.8 95.5 2.4 105.3 100.7

040224 20 07-Feb-2014 12:48 20.35 104.2 4.8 85.5 1.6 94.9 89.8

040224 21 07-Feb-2014 16:21 20.36 81.4 7.7 77.0 1.4 79.2 73.9

040224 22 14-Nov-2014 01:39 21.12 121.5 1.5 87.4 1.2 104.5 99.2

040224 23 07-Dec-2015 18:43 22.18 98.5 5.2 85.7 2.2 92.1 87.0

040260 01 25-Jan-1994 06:10 0.32 56.8 0.3 69.0 1.8 62.9 49.9

040260 02 05-Mar-1995 11:21 1.42 61.2 0.8 74.8 2.8 68.0 54.1

040260 03 27-Jan-1997 11:22 3.33 64.1 0.9 70.0 2.7 67.0 51.2

040260 04 04-Dec-1997 12:13 4.18 62.4 1.5 70.2 1.3 66.3 51.5

040260 05 08-Dec-1998 10:28 5.19 61.2 1.8 68.7 1.5 65.0 50.1

040260 06 15-Nov-1999 11:48 6.12 63.1 1.4 68.0 1.4 65.6 50.9

040260 07 30-Nov-2000 13:37 7.17 62.2 0.8 67.6 0.8 64.9 50.7

040260 08 08-Nov-2001 11:28 8.11 62.0 0.6 70.1 1.4 66.1 51.4

040260 09 30-Oct-2002 12:40 9.08 65.5 1.3 61.0 1.0 63.3 48.6

040260 10 04-Feb-2004 13:47 10.35 65.8 1.5 61.5 2.2 63.6 49.0

040260 11 12-Dec-2004 16:15 11.20 80.4 19.8 70.8 2.1 75.6 58.9

040260 12 13-Aug-2006 00:17 12.87 89.0 2.9 71.9 2.4 80.5 61.3

040260 13 13-Dec-2007 11:59 14.20 106.8 6.8 68.0 2.2 87.4 69.7

040260 14 20-Sep-2008 02:10 14.97 112.1 3.9 74.1 2.0 93.1 74.2

040260 15 25-Jan-2010 17:42 16.32 121.7 3.0 79.8 1.4 100.7 79.1

040260 16 08-Dec-2011 21:28 18.19 186.7 12.7 77.1 1.4 131.9 115.1

040260 17 16-Dec-2012 19:48 19.21 144.0 4.3 103.7 61.5 123.8 104.5

040260 18 07-Feb-2014 01:16 20.35 136.8 3.6 85.3 2.4 111.1 90.8

040260 19 07-Feb-2014 09:03 20.35 140.9 1.0 80.4 2.1 110.7 90.2

040260 20 07-Feb-2014 13:10 20.35 141.4 6.6 87.0 5.7 114.2 92.8

040260 21 07-Feb-2014 16:40 20.36 137.2 3.5 89.3 6.2 113.2 92.7

040260 22 14-Nov-2014 04:06 21.12 142.1 5.0 76.4 4.8 109.2 88.8

040260 23 07-Dec-2015 18:43 22.18 143.9 1.8 85.9 4.0 114.9 94.6

040261 01 25-Jan-1994 06:10 0.32 40.2 0.4 53.2 1.5 46.7 38.6

040261 02 05-Mar-1995 11:21 1.42 38.4 0.7 60.0 1.8 49.2 39.8

040261 03 27-Jan-1997 12:11 3.33 40.3 0.5 60.0 1.4 50.1 39.9

040261 04 04-Dec-1997 11:06 4.18 41.1 0.5 58.0 2.2 49.6 39.4

040261 05 08-Dec-1998 10:48 5.19 39.1 0.9 60.0 0.9 49.6 40.1

040261 06 15-Nov-1999 11:38 6.12 38.4 1.1 58.6 1.3 48.5 39.2

040261 07 30-Nov-2000 14:00 7.17 37.9 0.4 58.6 0.7 48.2 39.5

040261 08 08-Nov-2001 11:09 8.11 40.4 0.5 60.3 1.1 50.4 40.4

040261 09 30-Oct-2002 12:40 9.08 36.7 0.5 54.8 1.8 45.7 36.5

040261 10 04-Feb-2004 13:47 10.35 37.5 0.4 54.9 1.4 46.2 36.7

040261 11 12-Dec-2004 16:15 11.20 40.7 2.5 61.3 1.0 51.0 41.2

040261 12 13-Aug-2006 03:10 12.87 42.9 1.0 66.3 1.2 54.6 43.5

040261 13 13-Dec-2007 10:14 14.20 43.5 0.5 72.9 2.3 58.2 47.5

040261 14 20-Sep-2008 00:37 14.97 46.3 1.1 82.8 3.5 64.6 52.3

040261 15 25-Jan-2010 16:08 16.32 57.1 0.7 111.4 2.6 84.2 69.2

040261 16 08-Dec-2011 20:13 18.19 68.6 0.7 144.7 5.2 106.6 89.1

040261 17 16-Dec-2012 18:30 19.21 75.6 0.9 135.1 6.7 105.3 85.4
172

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

040261 18 06-Feb-2014 21:58 20.35 83.4 1.4 149.3 2.5 116.3 93.3

040261 19 07-Feb-2014 08:39 20.35 82.3 5.4 148.8 10.1 115.5 92.9

040261 20 07-Feb-2014 12:48 20.35 86.6 2.0 148.5 1.9 117.6 93.3

040261 21 07-Feb-2014 16:21 20.36 88.2 1.6 148.2 2.7 118.2 94.5

040261 22 14-Nov-2014 00:27 21.12 86.1 0.6 135.8 6.7 110.9 87.4

040261 23 07-Dec-2015 18:33 22.18 83.8 1.9 144.4 4.5 114.1 89.8

040262 01 25-Jan-1994 06:10 0.32 72.5 1.0 67.1 1.2 69.8 62.3

040262 02 05-Mar-1995 11:21 1.42 67.0 0.6 70.5 1.3 68.7 58.7

040262 03 27-Jan-1997 11:38 3.33 112.3 0.9 110.1 1.3 111.2 105.3

040262 04 04-Dec-1997 11:40 4.18 122.1 1.4 117.8 1.4 120.0 114.6

040262 05 08-Dec-1998 10:28 5.19 137.1 1.3 137.9 0.3 137.5 131.8

040262 06 15-Nov-1999 11:48 6.12 143.6 0.6 150.4 1.1 147.0 142.0

040262 07 30-Nov-2000 13:49 7.17 138.6 1.4 154.7 1.1 146.7 141.0

040262 08 08-Nov-2001 11:28 8.11 156.9 1.3 174.2 0.7 165.6 160.0

040262 09 30-Oct-2002 12:40 9.08 156.2 0.8 174.9 1.2 165.6 157.0

040262 10 04-Feb-2004 13:57 10.35 158.7 0.9 172.2 1.5 165.5 155.5

040262 11 12-Dec-2004 16:44 11.20 163.6 2.3 194.0 1.8 178.8 171.2

040262 12 11-Aug-2006 04:17 12.86 195.6 0.8 225.8 0.8 210.7 201.5

040262 13 13-Dec-2007 10:18 14.20 186.7 2.1 234.9 4.6 210.8 199.6

040262 14 20-Sep-2008 00:40 14.97 205.3 0.6 250.3 3.8 227.8 215.9

040262 15 25-Jan-2010 16:11 16.32 196.1 1.1 230.8 3.8 213.4 202.9

040262 16 08-Dec-2011 20:08 18.19 210.3 1.9 251.7 3.8 231.0 218.3

040262 17 16-Dec-2012 18:09 19.21 214.3 1.4 248.3 3.0 231.3 219.7

040262 18 06-Feb-2014 23:57 20.35 217.1 0.9 253.3 2.7 235.2 222.9

040262 19 07-Feb-2014 09:03 20.35 218.6 1.6 249.9 3.7 234.2 222.8

040262 20 07-Feb-2014 13:10 20.35 212.3 1.9 251.3 5.7 231.8 218.1

040262 21 07-Feb-2014 16:40 20.36 203.2 1.9 236.3 1.5 219.7 207.5

040262 22 14-Nov-2014 03:10 21.12 217.3 3.0 242.1 1.7 229.7 215.7

040262 23 07-Dec-2015 18:33 22.18 214.2 1.5 254.0 7.0 234.1 218.7

040263 01 25-Jan-1994 06:10 0.32 68.5 0.9 69.7 1.9 69.1 60.8

040263 02 05-Mar-1995 11:21 1.42 59.4 2.0 67.8 1.4 63.6 53.6

040263 03 27-Jan-1997 11:22 3.33 79.6 0.7 73.5 0.7 76.6 68.6

040263 04 04-Dec-1997 11:06 4.18 81.0 1.5 78.6 2.1 79.8 72.1

040263 05 08-Dec-1998 10:38 5.19 82.1 1.2 81.9 2.3 82.0 74.0

040263 06 15-Nov-1999 11:38 6.12 89.9 0.3 80.9 1.3 85.4 77.0

040263 07 30-Nov-2000 13:37 7.17 81.9 1.7 77.8 1.6 79.9 71.7

040263 08 08-Nov-2001 11:28 8.11 86.2 2.4 83.1 0.3 84.6 77.2

040263 09 30-Oct-2002 12:55 9.08 92.3 2.5 84.1 1.5 88.2 78.7

040263 10 04-Feb-2004 13:47 10.35 91.1 1.7 84.0 1.7 87.6 75.7

040263 11 12-Dec-2004 16:15 11.20 84.5 3.9 80.4 1.8 82.5 73.8

040263 12 11-Aug-2006 04:32 12.86 104.3 1.4 95.9 1.9 100.1 92.3

040263 13 13-Dec-2007 10:18 14.20 92.4 2.1 82.1 1.7 87.3 78.5

040263 14 20-Sep-2008 00:50 14.97 103.3 2.3 94.0 2.0 98.7 89.7

040263 15 25-Jan-2010 16:19 16.32 88.2 1.4 79.4 1.3 83.8 75.6

040263 16 08-Dec-2011 20:08 18.19 101.0 1.8 94.1 0.9 97.5 87.4

040263 17 16-Dec-2012 18:09 19.21 95.7 1.5 84.7 1.3 90.2 79.6

040263 18 07-Feb-2014 00:04 20.35 96.3 1.0 83.9 2.1 90.1 79.6

040263 19 07-Feb-2014 09:03 20.35 93.7 3.4 84.2 1.8 88.9 79.2
173

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

040263 20 07-Feb-2014 13:10 20.35 85.0 3.6 77.2 0.8 81.1 71.4

040263 21 07-Feb-2014 16:40 20.36 86.0 2.8 73.9 3.7 80.0 69.7

040263 22 14-Nov-2014 03:10 21.12 94.5 1.8 82.2 1.5 88.3 75.4

040263 23 07-Dec-2015 18:53 22.18 86.7 3.1 72.9 0.9 79.8 69.5

040264 01 25-Jan-1994 06:10 0.32 105.3 1.9 112.9 2.4 109.1 92.7

040264 02 05-Mar-1995 11:21 1.42 93.2 1.5 117.6 2.1 105.4 89.4

040264 03 27-Jan-1997 11:22 3.33 113.3 1.4 122.4 2.5 117.9 98.4

040264 04 04-Dec-1997 11:40 4.18 114.9 2.4 126.0 1.1 120.4 102.6

040264 05 08-Dec-1998 10:38 5.19 113.5 2.0 133.3 1.7 123.4 106.1

040264 06 15-Nov-1999 11:38 6.12 121.2 1.8 130.4 2.5 125.8 107.6

040264 07 30-Nov-2000 13:37 7.17 119.3 0.7 128.5 2.7 123.9 106.6

040264 08 08-Nov-2001 11:09 8.11 118.5 1.5 140.1 3.3 129.3 113.3

040264 09 30-Oct-2002 12:40 9.08 123.1 4.8 126.5 1.2 124.8 108.6

040264 10 04-Feb-2004 14:08 10.35 121.7 5.5 125.1 3.7 123.4 107.4

040264 11 12-Dec-2004 16:15 11.20 123.3 4.6 136.4 4.3 129.8 114.6

040264 12 13-Aug-2006 00:17 12.87 140.6 1.4 142.7 0.4 141.6 126.8

040264 13 13-Dec-2007 12:11 14.20 136.1 1.7 133.9 2.8 135.0 119.5

040264 14 20-Sep-2008 02:10 14.97 150.3 1.5 149.1 1.3 149.7 135.8

040264 15 25-Jan-2010 17:42 16.32 128.7 3.6 145.2 3.1 137.0 122.5

040264 16 08-Dec-2011 21:46 18.19 140.0 1.2 147.4 1.7 143.7 129.9

040264 17 16-Dec-2012 19:48 19.21 143.4 2.0 144.1 1.0 143.8 128.8

040264 18 07-Feb-2014 01:01 20.35 146.6 2.0 143.7 2.0 145.2 131.5

040264 19 07-Feb-2014 09:03 20.35 147.1 2.1 146.0 1.5 146.5 132.5

040264 20 07-Feb-2014 13:10 20.35 132.3 3.5 142.7 1.6 137.5 122.8

040264 21 07-Feb-2014 16:40 20.36 128.6 0.6 131.1 2.1 129.8 112.2

040264 22 14-Nov-2014 04:11 21.12 150.9 2.7 140.2 2.3 145.6 129.7

040264 23 07-Dec-2015 18:23 22.18 125.6 3.0 141.4 1.6 133.5 118.8

040265 01 25-Jan-1994 06:10 0.32 83.6 2.1 88.7 2.4 86.1 72.1

040265 02 05-Mar-1995 11:21 1.42 80.7 2.1 96.3 2.1 88.5 73.0

040265 03 27-Jan-1997 11:22 3.33 96.3 1.9 105.9 0.8 101.1 87.8

040265 04 04-Dec-1997 12:13 4.18 98.5 2.5 114.8 3.2 106.7 94.3

040265 05 08-Dec-1998 10:28 5.19 106.7 2.1 123.5 2.1 115.1 103.9

040265 06 15-Nov-1999 11:38 6.12 109.0 1.4 127.5 0.9 118.3 105.8

040265 07 30-Nov-2000 13:49 7.17 107.2 0.7 133.4 0.6 120.3 108.8

040265 08 08-Nov-2001 11:28 8.11 117.7 1.6 146.4 0.5 132.0 122.0

040265 09 30-Oct-2002 12:55 9.08 114.4 2.6 141.2 0.8 127.8 114.3

040265 10 04-Feb-2004 14:08 10.35 112.6 2.3 145.8 3.9 129.2 116.8

040265 11 12-Dec-2004 16:15 11.20 115.8 2.1 159.3 4.0 137.5 127.2

040265 12 13-Aug-2006 00:27 12.87 136.0 1.5 169.3 1.3 152.7 143.2

040265 13 13-Dec-2007 12:20 14.20 123.9 0.8 169.3 1.3 146.6 134.9

040265 14 20-Sep-2008 02:10 14.97 143.9 1.7 182.8 1.5 163.3 154.3

040265 15 25-Jan-2010 17:42 16.32 133.9 1.0 181.0 0.6 157.4 146.3

040265 16 08-Dec-2011 21:28 18.19 139.9 1.5 184.9 1.8 162.4 151.9

040265 17 16-Dec-2012 19:48 19.21 141.3 1.8 186.9 1.6 164.1 153.7

040265 18 07-Feb-2014 01:01 20.35 140.4 1.0 184.2 0.8 162.3 151.5

040265 19 07-Feb-2014 09:03 20.35 143.7 1.8 185.9 3.1 164.8 154.2

040265 20 07-Feb-2014 13:10 20.35 137.9 2.3 187.9 2.8 162.9 151.2

040265 21 07-Feb-2014 16:40 20.36 130.5 0.9 183.1 1.4 156.8 143.4
174

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

040265 22 14-Nov-2014 04:06 21.12 158.8 4.1 182.5 1.0 170.7 156.9

040265 23 07-Dec-2015 18:33 22.18 138.5 1.4 191.4 2.2 164.9 152.7

040266 01 25-Jan-1994 06:10 0.32 81.6 1.3 92.4 1.7 87.0 77.8

040266 02 05-Mar-1995 11:21 1.42 79.0 1.2 95.1 2.5 87.0 78.0

040266 03 27-Jan-1997 11:22 3.33 87.0 1.5 94.1 0.4 90.5 79.5

040266 04 04-Dec-1997 11:06 4.18 88.3 1.5 100.1 3.2 94.2 85.8

040266 05 08-Dec-1998 10:28 5.19 91.5 1.6 102.1 0.5 96.8 88.9

040266 06 15-Nov-1999 11:38 6.12 95.4 3.5 103.5 0.8 99.5 89.0

040266 07 30-Nov-2000 13:37 7.17 89.1 0.7 101.0 0.6 95.0 86.8

040266 08 08-Nov-2001 11:28 8.11 99.3 0.9 109.5 1.5 104.4 96.5

040266 09 30-Oct-2002 13:06 9.08 119.2 5.0 110.0 0.9 114.6 105.0

040266 10 04-Feb-2004 13:47 10.35 105.0 1.1 104.6 1.5 104.8 94.4

040266 11 12-Dec-2004 16:15 11.20 98.1 1.7 109.1 2.2 103.6 97.1

040266 12 13-Aug-2006 00:17 12.87 123.0 3.4 125.7 1.7 124.3 117.1

040266 13 13-Dec-2007 11:59 14.20 114.6 1.5 109.9 1.0 112.2 102.5

040266 14 20-Sep-2008 02:10 14.97 134.2 0.9 130.3 0.7 132.2 124.3

040266 15 25-Jan-2010 17:42 16.32 105.9 1.9 112.8 1.1 109.3 102.6

040266 16 08-Dec-2011 21:38 18.19 126.2 0.8 121.0 2.4 123.6 115.6

040266 17 16-Dec-2012 19:48 19.21 124.0 1.8 119.5 0.9 121.7 113.1

040266 18 07-Feb-2014 01:01 20.35 122.8 1.5 116.5 1.3 119.7 111.1

040266 19 07-Feb-2014 09:03 20.35 123.9 1.6 118.6 1.1 121.2 112.9

040266 20 07-Feb-2014 13:10 20.35 107.8 3.9 113.9 0.5 110.8 104.0

040266 21 07-Feb-2014 16:40 20.36 103.8 0.5 102.8 2.6 103.3 94.3

040266 22 14-Nov-2014 04:06 21.12 143.1 3.8 123.4 2.7 133.3 125.8

040266 23 07-Dec-2015 18:33 22.18 109.2 2.1 108.6 1.8 108.9 100.6

040267 01 25-Jan-1994 06:10 0.32 80.0 1.8 105.9 2.0 93.0 77.9

040267 02 05-Mar-1995 11:21 1.42 79.4 1.0 111.4 4.1 95.4 79.0

040267 03 27-Jan-1997 12:01 3.33 75.0 2.2 105.7 1.4 90.3 75.4

040267 04 04-Dec-1997 11:06 4.18 82.8 5.5 112.3 3.0 97.6 82.4

040267 05 08-Dec-1998 10:28 5.19 82.4 1.7 114.4 1.7 98.4 84.0

040267 06 15-Nov-1999 11:48 6.12 78.2 0.8 114.5 2.0 96.3 82.7

040267 07 30-Nov-2000 13:37 7.17 76.1 0.3 110.8 1.0 93.5 81.6

040267 08 08-Nov-2001 11:09 8.11 86.5 2.7 120.4 1.8 103.4 90.3

040267 09 30-Oct-2002 12:55 9.08 92.4 6.2 110.5 2.6 101.5 86.5

040267 10 04-Feb-2004 13:57 10.35 87.1 1.0 105.2 1.0 96.1 82.5

040267 11 12-Dec-2004 16:15 11.20 87.9 1.5 114.6 1.4 101.3 89.0

040267 12 13-Aug-2006 00:17 12.87 98.3 1.7 111.1 1.9 104.7 92.1

040267 S01 13-Aug-2006 02:01 12.87 98.9 2.9 110.0 2.2 104.5 91.4

040267 13 13-Dec-2007 11:59 14.20 81.5 1.3 84.7 1.3 83.1 71.2

040267 14 20-Sep-2008 02:10 14.97 92.2 1.5 102.1 1.6 97.2 87.7

040267 15 25-Jan-2010 17:42 16.32 77.7 2.2 92.7 1.7 85.2 74.5

040267 16 08-Dec-2011 22:03 18.19 84.0 0.8 89.6 2.3 86.8 76.6

040267 17 16-Dec-2012 19:58 19.21 81.9 1.5 87.7 2.1 84.8 74.9

040267 18 07-Feb-2014 01:01 20.35 79.1 1.6 87.1 1.1 83.1 73.4

040267 19 07-Feb-2014 09:03 20.35 80.5 0.3 95.4 9.5 88.0 77.9

040267 20 07-Feb-2014 13:10 20.35 76.8 0.7 88.4 7.9 82.6 71.8

040267 21 07-Feb-2014 16:40 20.36 72.1 0.2 92.6 5.7 82.3 72.7

040267 22 14-Nov-2014 04:06 21.12 84.0 3.2 81.3 1.7 82.6 72.1
175

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

040267 23 07-Dec-2015 18:23 22.18 72.5 2.4 95.0 3.4 83.7 73.8

040268 01 25-Jan-1994 06:10 0.32 85.0 2.0 93.5 0.6 89.3 73.5

040268 02 05-Mar-1995 11:21 1.42 79.9 1.6 96.0 3.7 87.9 72.4

040268 03 27-Jan-1997 12:01 3.33 90.6 1.2 91.9 1.2 91.2 74.7

040268 04 04-Dec-1997 11:06 4.18 88.7 3.9 94.6 2.5 91.7 76.4

040268 05 08-Dec-1998 10:28 5.19 92.6 3.2 98.3 3.0 95.5 79.3

040268 06 15-Nov-1999 11:48 6.12 94.2 1.5 97.6 1.6 95.9 79.3

040268 07 30-Nov-2000 13:37 7.17 92.3 0.5 97.0 1.9 94.7 77.8

040268 08 08-Nov-2001 11:28 8.11 97.4 1.1 103.8 2.1 100.6 83.7

040268 09 30-Oct-2002 12:40 9.08 102.1 4.5 96.9 2.9 99.5 84.2

040268 10 04-Feb-2004 13:47 10.35 99.4 0.5 92.0 1.9 95.7 80.4

040268 11 12-Dec-2004 16:58 11.20 97.7 3.6 98.3 2.2 98.0 80.3

040268 12 13-Aug-2006 00:27 12.87 116.1 0.6 112.2 1.9 114.1 100.5

040268 13 13-Dec-2007 12:20 14.20 98.8 2.2 94.9 1.2 96.8 80.3

040268 14 20-Sep-2008 02:10 14.97 107.1 3.1 107.5 2.4 107.3 93.6

040268 15 25-Jan-2010 17:53 16.32 94.8 2.3 100.8 0.8 97.8 80.6

040268 16 08-Dec-2011 21:38 18.19 106.7 1.4 98.2 2.4 102.5 88.3

040268 17 16-Dec-2012 19:58 19.21 103.6 1.4 97.3 2.0 100.5 84.7

040268 18 07-Feb-2014 01:01 20.35 103.3 1.2 96.7 1.6 100.0 84.7

040268 19 07-Feb-2014 09:03 20.35 105.5 1.4 93.2 1.9 99.4 84.4

040268 20 07-Feb-2014 13:10 20.35 96.0 2.5 93.5 2.8 94.7 77.3

040268 21 07-Feb-2014 16:40 20.36 91.2 1.8 94.1 0.8 92.7 75.5

040268 22 14-Nov-2014 04:17 21.12 109.0 2.0 94.3 1.4 101.7 87.9

040268 23 07-Dec-2015 18:33 22.18 97.2 1.5 93.2 2.0 95.2 78.9

063021 01 01-Feb-1990 17:20 15.84 80.7 2.6 100.0 1.0 90.3 82.9

063021 02 20-Sep-1990 11:25 16.47 78.0 1.0 101.1 0.9 89.6 83.0

063021 03 12-Mar-1991 14:23 16.95 76.2 1.1 96.3 1.3 86.3 78.1

063021 04 29-Feb-1992 17:03 17.92 78.1 0.7 97.8 0.9 88.0 80.3

063021 05 02-Mar-1993 17:04 18.92 78.4 2.8 97.5 0.9 87.9 79.1

063021 06 02-Mar-1993 18:33 18.92 82.2 0.8 100.1 1.1 91.2 82.3

063021 07 10-Apr-1995 12:34 21.03 72.4 1.3 93.0 1.1 82.7 75.0

063021 08 24-Feb-1997 11:11 22.90 83.0 0.8 104.2 1.3 93.6 84.7

063021 09 16-Feb-1998 12:02 23.88 78.6 0.7 97.0 1.8 87.8 79.3

063021 10 10-Mar-1999 12:53 24.94 78.3 0.8 99.2 1.8 88.7 78.8

063021 11 15-Feb-2001 12:27 26.88 82.5 1.2 100.8 1.3 91.7 81.4

063021 12 14-Nov-2002 13:24 28.62 86.6 2.0 108.9 1.8 97.8 85.4

063021 13 04-Dec-2004 09:47 30.68 86.2 1.9 106.8 1.2 96.5 85.8

063021 14 07-Dec-2004 10:36 30.69 86.4 1.6 106.7 1.3 96.6 85.5

063021 15 29-Jan-2007 16:08 32.83 86.0 1.4 109.9 1.4 98.0 87.1

063021 16 05-Nov-2009 15:11 35.60 93.2 2.5 117.6 2.4 105.4 94.9

063021 17 08-Mar-2011 15:05 36.94 88.8 1.0 114.8 1.3 101.8 90.5

063021 18 10-Mar-2012 14:34 37.94 75.0 1.3 72.5 3.4 73.8 55.5

063021 19 23-Jan-2013 17:14 38.82 71.6 3.7 66.8 2.2 69.2 52.8

063021 20 17-Mar-2014 19:50 39.96 64.6 3.3 59.6 2.1 62.1 49.3

063021 21 15-Jan-2015 18:52 40.79 61.0 1.7 65.4 2.4 63.2 50.7

133019 01 03-Aug-1990 09:38 8.67 94.0 0.3 93.5 1.3 93.7 82.2

133019 02 20-May-1992 13:10 10.47 101.1 0.9 97.0 1.0 99.0 86.9

133019 03 27-Jul-1992 12:36 10.65 93.2 0.9 96.7 0.7 94.9 82.7
176

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

133019 04 23-Oct-1992 09:24 10.89 95.7 0.8 99.6 1.2 97.6 85.3

133019 05 14-Jan-1993 13:57 11.12 99.2 1.0 106.2 1.4 102.7 91.0

133019 06 09-May-1994 09:25 12.44 89.6 0.6 97.3 0.9 93.4 84.3

133019 07 26-Jan-1996 06:43 14.15 97.3 1.0 116.0 1.5 106.7 94.5

133019 08 26-Jan-1996 12:12 14.15 101.5 0.5 117.7 1.2 109.6 97.2

133019 09 05-Apr-1996 07:14 14.34 99.4 2.0 129.0 2.1 114.2 102.9

133019 10 05-Apr-1996 13:02 14.35 102.7 0.8 131.8 0.6 117.3 106.1

133019 11 13-Aug-1996 10:14 14.70 97.9 1.6 106.0 1.3 101.9 90.2

133019 12 13-Aug-1996 12:53 14.70 99.2 1.3 96.9 1.0 98.0 87.1

133019 13 17-Oct-1996 07:48 14.88 97.5 0.8 93.9 0.8 95.7 84.3

133019 14 17-Oct-1996 15:40 14.88 99.8 1.0 94.7 1.4 97.2 86.1

133019 15 16-Oct-1997 09:04 15.88 101.3 0.3 95.3 1.0 98.3 87.4

133019 16 16-Oct-1997 12:16 15.88 101.4 0.8 91.3 2.2 96.4 86.2

133019 17 29-Jan-1998 07:33 16.16 104.2 0.9 89.7 1.4 97.0 86.1

133019 18 29-Jan-1998 13:12 16.16 116.0 0.5 114.8 1.4 115.4 104.7

133019 19 27-Apr-1998 08:05 16.40 107.6 1.2 107.3 2.8 107.5 95.2

133019 20 27-Apr-1998 12:06 16.40 110.6 0.9 109.1 2.0 109.8 98.0

133019 21 06-Aug-1998 10:30 16.68 108.3 0.6 136.3 2.8 122.3 108.0

133019 22 09-Dec-1998 12:00 17.02 110.6 1.3 95.5 0.7 103.1 89.9

133019 23 14-May-1999 11:18 17.45 108.6 1.0 105.9 2.2 107.2 95.5

133019 24 13-Apr-2000 09:37 18.37 104.7 1.1 110.7 0.9 107.7 95.7

133019 25 14-Aug-2000 13:55 18.70 108.2 1.0 105.1 1.3 106.6 96.2

133019 26 16-Feb-2001 10:56 19.21 113.2 0.8 118.9 1.0 116.0 104.8

133019 27 16-Feb-2001 16:55 19.21 109.4 1.2 112.6 2.4 111.0 100.5

133019 28 23-May-2001 09:16 19.48 114.8 1.4 114.0 1.9 114.4 103.7

133019 29 23-May-2001 15:26 19.48 112.1 0.9 115.3 3.5 113.7 102.9

133019 30 06-Aug-2001 07:55 19.68 107.4 0.7 102.8 1.2 105.1 94.7

133019 31 06-Aug-2001 13:23 19.68 113.0 0.7 113.3 2.1 113.2 102.1

133019 32 14-Mar-2002 08:00 20.28 108.6 0.9 115.9 0.3 112.2 101.4

133019 33 14-Mar-2002 13:01 20.28 117.1 1.2 121.6 1.5 119.4 108.2

133019 34 10-Dec-2002 10:02 21.03 107.7 1.1 115.9 1.2 111.8 100.7

133019 35 04-Aug-2004 11:55 22.68 117.1 0.6 115.9 1.4 116.5 106.1

133019 36 27-Nov-2007 16:11 25.99 115.7 0.9 111.6 3.1 113.7 103.6

133019 37 10-Feb-2010 10:45 28.20 120.8 1.7 118.2 1.7 119.5 109.6

133019 38 04-Nov-2013 14:30 31.93 55.7 1.3 48.2 1.6 52.0 42.8

133019 39 11-Oct-2014 16:43 32.86 60.6 0.6 47.5 0.9 54.1 43.8

183002 01 23-Aug-1990 10:48 14.06 124.6 3.5 102.6 1.4 113.6 107.5

183002 02 10-Sep-1991 11:00 15.11 130.7 3.0 105.7 1.6 118.2 111.8

183002 03 04-Oct-1992 15:37 16.18 122.5 0.8 100.3 2.2 111.4 105.1

183002 04 11-Jan-1994 18:41 17.45 119.6 1.5 103.2 1.0 111.4 104.6

183002 05 16-Mar-1995 08:26 18.62 126.2 2.5 99.3 0.9 112.8 105.7

183002 06 24-Oct-1995 07:48 19.23 145.1 1.0 120.6 0.8 132.8 127.2

183002 07 24-Oct-1995 11:42 19.23 139.1 1.3 114.1 1.4 126.6 121.0

183002 08 24-Oct-1995 16:01 19.23 138.0 2.0 115.3 1.3 126.6 120.6

183002 09 04-Mar-1996 07:23 19.59 134.0 2.0 105.5 3.0 119.8 112.6

183002 10 04-Mar-1996 11:36 19.59 130.3 2.8 98.2 2.5 114.2 106.4

183002 11 04-Mar-1996 15:45 19.59 133.9 4.7 113.9 13.7 123.9 114.3

183002 12 06-Sep-1996 16:39 20.10 121.7 2.4 99.3 2.0 110.5 103.5

183002 13 22-May-1997 07:44 20.81 132.8 1.2 107.2 0.3 120.0 111.3
177

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

183002 14 05-Dec-1997 08:36 21.35 135.9 0.8 112.9 0.5 124.4 116.9

183002 15 05-Dec-1997 14:37 21.35 135.4 0.9 112.4 0.7 123.9 116.3

183002 16 05-Feb-1998 14:29 21.52 130.3 1.6 103.9 0.8 117.1 108.9

183002 17 06-Feb-1998 06:53 21.52 131.9 1.0 105.1 0.6 118.5 111.0

183002 18 26-May-1998 07:59 21.82 132.7 1.1 106.9 0.8 119.8 109.9

183002 19 26-May-1998 15:13 21.82 129.3 1.6 105.2 1.7 117.3 107.0

183002 20 16-Aug-1998 08:01 22.04 129.9 0.5 104.0 1.1 117.0 107.8

183002 21 17-Aug-1998 13:07 22.04 129.6 0.8 106.1 1.6 117.8 107.8

183002 22 29-Oct-1999 13:06 23.24 127.8 1.9 109.0 1.4 118.4 108.3

183002 23 23-Aug-2000 13:59 24.06 127.8 1.1 97.8 0.7 112.8 104.3

183002 24 11-Nov-2001 11:59 25.28 151.4 2.3 122.8 1.5 137.1 125.2

183002 25 24-Nov-2003 17:09 27.31 146.2 2.8 134.0 2.0 140.1 130.0

183002 26 26-Jul-2004 16:06 27.99 140.9 1.4 156.3 2.3 148.6 135.2

183002 27 17-Oct-2007 12:34 31.21 146.0 1.6 230.7 3.4 188.4 167.9

183002 28 20-Jul-2010 11:46 33.97 168.3 3.1 168.7 2.7 168.5 149.8

183002 29 26-Apr-2011 14:37 34.73 180.4 4.7 203.8 3.4 192.1 172.6

183002 30 24-Jul-2012 12:43 35.98 161.1 1.6 188.8 1.7 174.9 155.9

183002 31 29-Apr-2015 17:26 38.74 49.9 0.3 69.8 1.9 59.9 49.1

200201 01 14-Aug-1992 13:17 0.00 91.8 3.2 86.2 1.5 89.0 80.6

200201 02 10-Mar-1993 11:05 0.57 97.6 7.7 87.0 4.4 92.3 85.4

200201 03 15-May-1994 10:10 1.75 79.9 1.0 78.6 2.2 79.2 71.8

200201 04 18-Feb-1995 09:12 2.52 85.0 1.9 81.1 0.8 83.1 75.8

200201 05 20-Apr-1996 13:31 3.69 90.6 2.3 90.3 1.3 90.5 79.9

200201 06 03-Mar-1997 11:40 4.55 98.3 2.8 88.6 1.7 93.4 82.5

200201 07 15-May-1998 10:37 5.75 93.4 0.8 104.2 2.1 98.8 86.3

200201 08 15-Mar-1999 08:34 6.58 100.3 1.4 104.8 3.6 102.6 92.3

200201 09 01-Mar-2000 11:25 7.55 108.4 1.1 107.4 1.0 107.9 98.3

200201 10 10-May-2001 14:20 8.74 104.2 1.2 131.6 2.1 117.9 106.8

200201 11 21-Apr-2002 08:22 9.69 114.7 1.5 155.0 5.0 134.8 118.4

200201 12 20-Feb-2003 10:52 10.52 127.5 1.2 133.7 1.7 130.6 118.7

200201 13 12-Mar-2004 17:04 11.58 125.0 2.5 125.7 1.8 125.3 112.4

200201 14 05-Jun-2006 13:24 13.81 118.0 3.7 126.0 1.0 122.0 110.2

200201 15 19-Apr-2008 09:42 15.68 128.5 2.2 136.1 2.5 132.3 121.2

200201 16 07-Aug-2009 10:01 16.98 126.2 0.9 140.2 3.5 133.2 122.3

200201 17 19-Oct-2010 15:49 18.18 135.6 2.1 143.3 2.3 139.5 128.4

200201 18 21-Sep-2012 14:08 20.11 139.6 1.3 143.4 2.0 141.5 130.9

200201 19 03-Dec-2013 16:25 21.31 141.6 0.7 150.5 2.8 146.1 135.1

200201 20 05-May-2014 14:45 21.72 146.9 4.1 155.5 1.1 151.2 140.2

200201 21 06-May-2014 06:57 21.73 127.0 1.8 136.4 2.4 131.7 120.2

200201 22 06-May-2014 14:10 21.73 151.1 1.4 156.2 3.0 153.7 142.9

200201 23 06-May-2014 20:25 21.73 136.2 2.3 144.8 2.3 140.5 129.7

200201 24 09-Dec-2015 13:08 23.32 146.6 1.6 159.5 4.2 153.0 141.7

200202 01 14-Aug-1992 13:17 0.00 77.5 2.3 83.0 0.6 80.3 76.5

200202 02 10-Mar-1993 11:26 0.57 57.4 1.8 58.9 1.1 58.2 55.8

200202 03 15-May-1994 10:10 1.75 45.8 1.7 55.9 2.0 50.8 49.2

200202 04 18-Feb-1995 09:12 2.52 51.7 3.1 54.2 4.7 52.9 50.8

200202 05 20-Apr-1996 13:31 3.69 51.8 2.0 52.2 3.3 52.0 47.4

200202 06 03-Mar-1997 11:40 4.55 54.4 2.2 48.7 1.5 51.6 48.6
178

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

200202 07 15-May-1998 10:26 5.75 53.8 1.4 68.7 1.0 61.3 58.6

200202 08 15-Mar-1999 08:34 6.58 59.1 2.7 70.0 2.9 64.5 62.1

200202 09 01-Mar-2000 11:25 7.55 53.5 0.4 63.8 0.4 58.6 56.5

200202 10 10-May-2001 14:08 8.74 50.6 0.5 64.3 2.3 57.5 54.6

200202 11 21-Apr-2002 08:01 9.69 64.2 1.2 84.4 6.4 74.3 71.4

200202 12 20-Feb-2003 10:31 10.52 59.0 0.7 69.9 1.5 64.5 61.8

200202 13 12-Mar-2004 17:15 11.58 59.8 0.6 70.4 1.5 65.1 62.3

200202 14 05-Jun-2006 12:58 13.81 60.1 1.0 69.6 1.0 64.8 61.9

200202 15 19-Apr-2008 09:52 15.68 69.0 1.0 74.6 0.5 71.8 68.9

200202 16 07-Aug-2009 09:23 16.98 68.1 1.0 76.2 0.8 72.2 69.1

200202 17 19-Oct-2010 15:59 18.18 76.5 0.5 83.6 1.0 80.1 77.1

200202 18 21-Sep-2012 13:58 20.11 84.8 0.8 83.7 0.8 84.3 81.4

200202 19 03-Dec-2013 16:25 21.31 90.1 0.7 88.8 1.1 89.4 86.8

200202 20 05-May-2014 14:35 21.72 91.6 0.3 88.7 0.7 90.2 87.7

200202 21 06-May-2014 06:57 21.73 93.1 1.1 90.1 2.8 91.6 88.9

200202 22 06-May-2014 13:53 21.73 92.7 0.1 90.0 0.7 91.3 88.7

200202 23 06-May-2014 20:25 21.73 89.6 0.4 87.3 1.0 88.5 85.9

200202 24 09-Dec-2015 13:23 23.32 99.0 0.6 94.2 0.8 96.6 93.2

200203 01 14-Aug-1992 13:17 0.00 89.1 1.7 88.4 1.6 88.8 81.9

200203 02 10-Mar-1993 11:41 0.57 105.1 3.3 99.9 1.3 102.5 93.7

200203 03 15-May-1994 10:10 1.75 96.1 2.2 82.9 0.7 89.5 82.7

200203 04 18-Feb-1995 09:12 2.52 99.5 1.1 85.0 1.8 92.2 85.1

200203 05 20-Apr-1996 13:31 3.69 98.3 3.5 91.4 0.8 94.8 87.9

200203 06 03-Mar-1997 11:52 4.55 102.2 1.6 90.9 1.4 96.5 88.6

200203 07 15-May-1998 10:37 5.75 100.8 1.3 90.4 1.5 95.6 87.0

200203 08 15-Mar-1999 08:34 6.58 100.3 1.3 89.1 3.2 94.7 87.1

200203 09 01-Mar-2000 11:25 7.55 105.4 0.9 91.7 1.1 98.6 91.0

200203 10 10-May-2001 14:08 8.74 104.5 1.4 90.7 1.2 97.6 90.8

200203 11 21-Apr-2002 08:01 9.69 99.8 1.4 95.4 6.6 97.6 89.4

200203 12 20-Feb-2003 10:31 10.52 105.5 0.9 94.5 1.2 100.0 92.9

200203 13 12-Mar-2004 17:04 11.58 106.6 1.7 94.9 2.1 100.7 93.5

200203 14 05-Jun-2006 13:14 13.81 107.9 1.9 93.6 1.4 100.7 93.4

200203 15 19-Apr-2008 10:03 15.68 106.9 1.5 97.7 1.3 102.3 95.4

200203 16 07-Aug-2009 09:34 16.98 107.6 0.5 95.0 2.1 101.3 93.5

200203 17 19-Oct-2010 15:49 18.18 108.4 2.2 100.6 1.6 104.5 96.9

200203 18 21-Sep-2012 13:58 20.11 111.6 1.3 104.2 1.1 107.9 100.7

200203 19 03-Dec-2013 16:25 21.31 111.0 0.6 103.3 1.3 107.2 100.4

200203 20 05-May-2014 14:17 21.72 111.9 1.0 106.3 1.8 109.1 102.5

200203 21 06-May-2014 06:57 21.73 103.0 2.5 94.1 3.0 98.6 91.5

200203 22 06-May-2014 14:34 21.73 112.7 0.9 107.2 1.7 110.0 103.3

200203 23 06-May-2014 20:25 21.73 109.1 0.9 102.9 3.3 106.0 99.6

200203 24 09-Dec-2015 13:08 23.32 113.5 0.7 103.0 1.0 108.2 101.1

200204 01 14-Aug-1992 13:17 0.00 98.5 1.6 80.3 1.8 89.4 84.3

200204 02 10-Mar-1993 11:05 0.57 104.1 2.7 87.7 2.0 95.9 90.3

200204 03 15-May-1994 10:10 1.75 81.0 1.4 73.1 1.2 77.0 68.3

200204 04 18-Feb-1995 09:12 2.52 87.0 1.9 74.5 1.2 80.7 73.5

200204 05 20-Apr-1996 13:31 3.69 91.4 2.0 79.9 2.9 85.6 75.2

200204 06 03-Mar-1997 11:40 4.55 85.5 2.0 76.8 0.9 81.1 68.7
179

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

200204 07 15-May-1998 10:49 5.75 91.0 1.8 83.8 1.9 87.4 77.0

200204 08 15-Mar-1999 08:34 6.58 100.2 4.5 91.6 3.2 95.9 87.5

200204 09 01-Mar-2000 11:25 7.55 93.8 2.4 81.7 1.7 87.8 78.2

200204 10 10-May-2001 14:20 8.74 86.1 0.5 77.1 0.5 81.6 70.8

200204 11 21-Apr-2002 08:01 9.69 105.5 1.5 108.6 5.2 107.0 98.6

200204 12 20-Feb-2003 10:41 10.52 87.8 1.8 89.6 2.8 88.7 81.8

200204 13 12-Mar-2004 17:45 11.58 96.0 2.9 87.0 1.2 91.5 81.4

200204 14 05-Jun-2006 12:58 13.81 89.9 0.8 81.9 1.6 85.9 75.5

200204 15 19-Apr-2008 10:13 15.68 87.8 1.4 86.7 1.9 87.2 77.8

200204 16 07-Aug-2009 09:23 16.98 88.8 1.8 83.3 1.1 86.1 76.5

200204 17 19-Oct-2010 15:49 18.18 86.2 1.5 88.1 1.7 87.2 78.2

200204 18 21-Sep-2012 13:58 20.11 84.0 1.5 84.4 1.1 84.2 72.5

200204 19 03-Dec-2013 16:25 21.31 82.5 1.1 87.1 2.2 84.8 75.5

200204 20 05-May-2014 14:35 21.72 80.1 0.7 83.3 1.1 81.7 70.2

200204 21 06-May-2014 06:57 21.73 95.7 2.5 95.2 1.0 95.4 86.6

200204 22 06-May-2014 13:53 21.73 79.8 0.7 84.3 2.1 82.0 71.6

200204 23 06-May-2014 20:25 21.73 83.4 1.5 84.7 3.3 84.1 73.2

200204 24 09-Dec-2015 13:08 23.32 87.9 1.4 89.7 0.8 88.8 76.8

200205 01 14-Aug-1992 13:17 0.00 87.5 1.2 76.1 1.9 81.8 76.9

200205 02 10-Mar-1993 11:05 0.57 107.1 14.4 82.7 3.3 94.9 88.9

200205 03 15-May-1994 10:10 1.75 91.8 1.5 76.0 0.8 83.9 77.6

200205 04 18-Feb-1995 09:12 2.52 89.9 3.9 74.7 1.1 82.3 77.3

200205 05 20-Apr-1996 13:31 3.69 97.1 1.8 85.3 4.4 91.2 84.4

200205 06 03-Mar-1997 12:02 4.55 95.6 0.8 82.2 1.0 88.9 80.4

200205 07 15-May-1998 10:26 5.75 96.0 1.9 80.5 2.5 88.2 78.2

200205 08 15-Mar-1999 08:34 6.58 93.9 1.7 80.1 0.9 87.0 78.1

200205 09 01-Mar-2000 11:25 7.55 101.7 3.5 86.4 2.5 94.1 86.2

200205 10 10-May-2001 14:20 8.74 104.0 1.5 94.6 1.1 99.3 91.3

200205 11 21-Apr-2002 08:01 9.69 95.4 3.5 90.2 6.8 92.8 84.0

200205 12 20-Feb-2003 10:41 10.52 104.7 2.6 99.3 2.0 102.0 94.9

200205 13 12-Mar-2004 17:15 11.58 102.2 1.7 100.8 3.0 101.5 93.8

200205 14 05-Jun-2006 12:58 13.81 115.1 2.3 116.7 1.0 115.9 108.8

200205 15 19-Apr-2008 09:42 15.68 109.0 1.4 125.1 4.9 117.1 109.7

200205 16 07-Aug-2009 09:23 16.98 122.4 5.0 120.5 2.4 121.5 115.7

200205 17 19-Oct-2010 15:49 18.18 124.5 1.1 116.5 1.5 120.5 113.6

200205 18 21-Sep-2012 14:08 20.11 119.6 2.7 136.2 4.6 127.9 118.3

200205 19 03-Dec-2013 16:25 21.31 120.6 2.3 148.9 6.2 134.7 124.4

200205 20 05-May-2014 14:17 21.72 144.3 0.8 182.5 7.9 163.4 153.9

200205 21 06-May-2014 06:57 21.73 117.9 2.5 178.8 24.3 148.4 134.5

200205 22 06-May-2014 13:53 21.73 145.0 2.9 210.5 21.6 177.8 164.9

200205 23 06-May-2014 20:25 21.73 133.1 2.2 169.4 5.6 151.3 140.7

200205 24 09-Dec-2015 13:08 23.32 136.0 6.7 164.1 5.8 150.1 140.9

200206 01 14-Aug-1992 13:17 0.00 153.2 1.9 116.5 1.9 134.9 126.3

200206 02 10-Mar-1993 11:05 0.57 114.5 12.7 95.5 3.2 105.0 95.7

200206 03 15-May-1994 10:10 1.75 93.7 1.8 81.2 1.2 87.5 79.3

200206 04 18-Feb-1995 09:12 2.52 102.3 2.9 82.9 1.9 92.6 83.5

200206 05 20-Apr-1996 13:31 3.69 95.4 3.4 87.1 2.4 91.3 80.3

200206 06 03-Mar-1997 11:52 4.55 142.9 3.2 81.8 1.2 112.4 100.8
180

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

200206 07 15-May-1998 10:26 5.75 104.5 2.7 99.8 3.0 102.2 87.6

200206 08 15-Mar-1999 08:34 6.58 112.9 4.0 97.8 3.5 105.3 93.4

200206 09 01-Mar-2000 11:25 7.55 114.2 4.3 92.3 1.4 103.3 89.9

200206 10 10-May-2001 14:20 8.74 107.4 4.5 100.0 3.6 103.7 91.2

200206 11 21-Apr-2002 08:01 9.69 111.9 2.5 102.3 7.4 107.1 93.6

200206 12 20-Feb-2003 10:31 10.52 108.1 2.1 98.7 0.6 103.4 89.9

200206 13 12-Mar-2004 17:04 11.58 124.9 5.7 96.1 2.9 110.5 96.9

200206 14 05-Jun-2006 12:58 13.81 127.6 1.6 108.5 1.4 118.0 105.1

200206 15 19-Apr-2008 09:42 15.68 129.1 1.9 109.6 2.2 119.4 107.1

200206 16 07-Aug-2009 10:01 16.98 133.2 3.1 115.9 0.4 124.5 112.6

200206 17 19-Oct-2010 15:59 18.18 135.3 1.2 113.1 1.2 124.2 111.6

200206 18 21-Sep-2012 14:08 20.11 160.9 2.4 132.1 1.3 146.5 134.7

200206 19 03-Dec-2013 16:45 21.31 150.5 3.8 129.0 1.6 139.7 128.5

200206 20 05-May-2014 14:17 21.72 173.5 2.5 152.2 1.1 162.9 152.3

200206 21 06-May-2014 06:57 21.73 152.6 7.1 124.0 2.5 138.3 126.9

200206 22 06-May-2014 13:53 21.73 176.3 1.5 154.7 1.0 165.5 155.2

200206 23 06-May-2014 20:25 21.73 170.8 9.0 140.4 2.2 155.6 145.3

200206 24 09-Dec-2015 13:08 23.32 185.4 2.8 141.4 1.4 163.4 153.9

200207 01 14-Aug-1992 13:17 0.00 101.9 2.3 97.9 0.5 99.9 93.0

200207 02 10-Mar-1993 11:05 0.57 115.7 2.5 100.1 1.1 107.9 100.6

200207 03 15-May-1994 10:10 1.75 99.6 1.3 87.9 1.5 93.7 86.2

200207 04 18-Feb-1995 09:12 2.52 108.6 1.6 90.0 1.6 99.3 90.9

200207 05 20-Apr-1996 13:31 3.69 128.6 27.2 99.4 2.6 114.0 103.9

200207 06 03-Mar-1997 11:52 4.55 115.1 3.1 99.1 2.9 107.1 95.4

200207 07 15-May-1998 10:37 5.75 108.6 0.8 101.5 1.2 105.0 93.4

200207 08 15-Mar-1999 08:34 6.58 105.1 1.9 101.6 0.7 103.3 91.8

200207 09 01-Mar-2000 11:25 7.55 109.4 1.7 102.4 1.5 105.9 96.5

200207 10 10-May-2001 14:08 8.74 118.2 1.2 109.1 1.7 113.6 103.6

200207 11 21-Apr-2002 08:01 9.69 105.7 0.7 108.8 8.2 107.3 95.1

200207 12 20-Feb-2003 10:41 10.52 114.6 1.5 111.4 2.3 113.0 102.3

200207 13 12-Mar-2004 17:04 11.58 120.7 0.8 102.7 1.8 111.7 100.6

200207 14 05-Jun-2006 12:58 13.81 124.6 1.0 124.6 1.5 124.6 116.2

200207 15 19-Apr-2008 10:03 15.68 120.4 2.2 116.3 1.4 118.3 109.8

200207 16 07-Aug-2009 09:23 16.98 136.9 2.9 130.7 2.6 133.8 125.9

200207 17 19-Oct-2010 15:49 18.18 135.1 0.4 130.7 1.0 132.9 124.6

200207 18 21-Sep-2012 13:58 20.11 146.2 1.7 136.1 1.2 141.1 133.6

200207 19 03-Dec-2013 16:25 21.31 132.5 1.5 127.7 2.9 130.1 122.2

200207 20 05-May-2014 14:17 21.72 146.4 0.6 141.3 1.6 143.8 136.6

200207 21 06-May-2014 06:57 21.73 131.1 1.3 122.1 2.2 126.6 118.3

200207 22 06-May-2014 13:53 21.73 148.9 1.5 143.1 1.8 146.0 139.1

200207 23 06-May-2014 20:25 21.73 145.8 1.7 135.6 1.5 140.7 133.0

200207 24 09-Dec-2015 13:08 23.32 144.1 1.8 129.7 0.9 136.9 128.2

200208 01 14-Aug-1992 13:17 0.00 123.8 2.3 121.8 1.4 122.8 115.1

200208 02 10-Mar-1993 11:05 0.57 133.7 3.2 132.0 7.3 132.9 125.3

200208 03 15-May-1994 11:00 1.75 117.6 0.7 112.7 1.6 115.2 107.0

200208 04 18-Feb-1995 09:12 2.52 123.2 0.7 120.6 0.6 121.9 113.7

200208 05 20-Apr-1996 13:31 3.69 134.4 16.6 123.9 3.8 129.1 119.8

200208 06 03-Mar-1997 11:40 4.55 122.5 1.1 117.8 0.8 120.1 107.2
181

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

200208 07 15-May-1998 10:49 5.75 124.0 1.1 133.2 2.3 128.6 117.2

200208 08 15-Mar-1999 08:34 6.58 129.6 0.8 136.4 2.3 133.0 122.7

200208 09 01-Mar-2000 11:25 7.55 126.8 1.5 129.2 1.9 128.0 116.9

200208 10 10-May-2001 14:08 8.74 126.2 1.4 133.4 2.4 129.8 119.5

200208 11 21-Apr-2002 08:01 9.69 128.8 1.0 152.2 10.2 140.5 129.1

200208 12 20-Feb-2003 10:31 10.52 124.0 0.9 133.0 2.6 128.5 118.5

200208 13 12-Mar-2004 17:04 11.58 126.9 1.8 128.2 1.0 127.6 115.4

200208 14 05-Jun-2006 12:58 13.81 125.4 1.6 133.6 1.4 129.5 119.3

200208 15 19-Apr-2008 10:03 15.68 125.5 0.8 130.8 1.4 128.2 117.0

200208 16 07-Aug-2009 09:23 16.98 128.9 2.0 134.7 1.7 131.8 121.4

200208 17 19-Oct-2010 15:49 18.18 128.8 1.2 136.7 1.5 132.7 122.6

200208 18 21-Sep-2012 14:08 20.11 136.8 0.2 135.8 0.6 136.3 123.5

200208 19 03-Dec-2013 16:25 21.31 132.8 0.6 137.4 1.3 135.1 125.5

200208 20 05-May-2014 14:35 21.72 138.2 1.9 139.7 1.0 138.9 128.5

200208 21 06-May-2014 06:57 21.73 130.9 1.6 135.9 4.3 133.4 123.5

200208 22 06-May-2014 13:53 21.73 139.8 1.4 139.6 1.4 139.7 128.4

200208 23 06-May-2014 20:25 21.73 138.0 2.5 135.2 2.8 136.6 124.8

200208 24 09-Dec-2015 13:08 23.32 141.4 2.6 134.5 2.4 138.0 125.8

200209 01 14-Aug-1992 13:17 0.00 73.8 1.6 70.9 0.2 72.4 65.3

200209 02 10-Mar-1993 11:05 0.57 91.2 8.1 83.9 3.9 87.6 79.9

200209 03 15-May-1994 10:10 1.75 71.2 1.6 67.2 0.6 69.2 63.0

200209 04 18-Feb-1995 09:12 2.52 76.5 3.2 73.6 1.1 75.0 68.2

200209 05 20-Apr-1996 13:31 3.69 81.8 5.5 80.1 1.8 80.9 72.7

200209 06 03-Mar-1997 11:40 4.55 59.2 0.6 79.4 0.9 69.3 64.1

200209 07 15-May-1998 10:26 5.75 65.9 1.4 81.0 3.0 73.4 65.4

200209 08 15-Mar-1999 08:34 6.58 63.3 3.9 76.2 1.7 69.8 62.8

200209 09 01-Mar-2000 11:25 7.55 61.0 2.0 79.0 0.9 70.0 63.9

200209 10 10-May-2001 14:08 8.74 69.6 3.1 85.7 1.7 77.7 71.1

200209 11 21-Apr-2002 08:01 9.69 64.6 1.9 77.6 4.1 71.1 62.8

200209 12 20-Feb-2003 10:41 10.52 66.4 1.7 79.8 1.3 73.1 66.4

200209 13 12-Mar-2004 17:15 11.58 58.6 0.2 75.4 1.3 67.0 61.0

200209 14 05-Jun-2006 12:58 13.81 60.4 1.5 76.1 1.2 68.3 61.9

200209 15 19-Apr-2008 09:42 15.68 59.7 1.1 79.5 2.0 69.6 64.5

200209 16 07-Aug-2009 09:44 16.98 65.3 2.4 79.5 1.9 72.4 64.6

200209 17 19-Oct-2010 16:28 18.18 70.0 0.9 81.0 1.2 75.5 66.9

200209 18 21-Sep-2012 14:20 20.11 60.7 1.0 80.2 0.6 70.5 64.7

200209 19 03-Dec-2013 16:25 21.31 59.6 1.2 77.7 1.4 68.7 62.6

200209 20 05-May-2014 14:17 21.72 70.0 1.3 87.0 2.8 78.5 72.7

200209 21 06-May-2014 06:57 21.73 61.7 2.7 75.0 2.3 68.3 61.2

200209 22 06-May-2014 14:23 21.73 71.1 0.9 88.6 0.6 79.9 73.7

200209 23 06-May-2014 20:25 21.73 60.6 1.4 75.8 1.9 68.2 62.2

200209 24 09-Dec-2015 13:08 23.32 61.3 0.3 81.3 0.9 71.3 65.3

200210 01 14-Aug-1992 12:52 0.00 86.9 0.3 84.1 1.3 85.5 80.8

200210 02 10-Mar-1993 11:05 0.57 90.4 1.2 85.4 2.1 87.9 82.9

200210 03 15-May-1994 10:10 1.75 85.7 0.7 80.4 0.9 83.1 78.3

200210 04 18-Feb-1995 09:12 2.52 94.7 2.6 86.7 1.0 90.7 85.5

200210 05 20-Apr-1996 13:31 3.69 92.6 1.2 87.4 2.4 90.0 82.7

200210 06 03-Mar-1997 11:52 4.55 89.3 0.6 83.5 1.1 86.4 80.2
182

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

200210 07 15-May-1998 10:26 5.75 92.8 1.0 98.9 3.6 95.9 88.0

200210 08 15-Mar-1999 08:34 6.58 94.7 1.5 96.3 7.6 95.5 88.6

200210 09 01-Mar-2000 11:52 7.55 93.9 1.0 85.6 1.8 89.8 82.7

200210 10 10-May-2001 14:08 8.74 91.3 1.8 99.9 1.4 95.6 87.4

200210 11 21-Apr-2002 08:01 9.69 97.4 0.9 116.7 6.7 107.1 99.1

200210 12 20-Feb-2003 10:41 10.52 92.2 1.6 95.0 5.2 93.6 86.2

200210 13 12-Mar-2004 17:24 11.58 94.7 1.4 90.1 1.6 92.4 85.8

200210 14 05-Jun-2006 12:58 13.81 95.9 0.9 91.1 1.6 93.5 86.9

200210 15 19-Apr-2008 09:52 15.68 95.5 0.9 89.2 1.9 92.4 85.3

200210 16 07-Aug-2009 09:34 16.98 95.9 1.1 92.7 2.4 94.3 87.8

200210 17 19-Oct-2010 15:59 18.18 93.9 1.1 101.3 2.4 97.6 90.4

200210 18 21-Sep-2012 14:45 20.11 93.5 1.6 86.1 1.8 89.8 83.1

200210 19 03-Dec-2013 16:25 21.31 91.3 0.9 99.1 3.9 95.2 88.2

200210 20 05-May-2014 14:45 21.72 92.7 0.6 86.2 2.5 89.4 83.0

200210 21 06-May-2014 06:57 21.73 106.1 1.0 106.2 2.8 106.1 100.3

200210 22 06-May-2014 13:53 21.73 91.8 0.8 87.6 2.7 89.7 82.7

200210 23 06-May-2014 20:25 21.73 95.1 1.0 91.4 2.0 93.3 86.7

200210 24 09-Dec-2015 13:08 23.32 92.9 0.5 86.6 1.6 89.8 83.1

200211 01 14-Aug-1992 13:17 0.00 81.8 2.9 83.2 1.5 82.5 77.3

200211 02 10-Mar-1993 11:05 0.57 85.2 6.8 86.6 1.5 85.9 79.7

200211 03 15-May-1994 10:10 1.75 68.2 1.3 75.0 1.6 71.6 65.9

200211 04 18-Feb-1995 09:12 2.52 78.1 2.8 77.7 1.0 77.9 70.8

200211 05 20-Apr-1996 13:31 3.69 87.6 5.0 89.6 1.7 88.6 81.7

200211 06 03-Mar-1997 11:40 4.55 74.7 1.8 87.3 1.4 81.0 72.6

200211 07 15-May-1998 10:26 5.75 71.7 1.6 87.6 1.6 79.6 72.2

200211 08 15-Mar-1999 08:34 6.58 69.7 1.3 84.2 2.2 76.9 69.5

200211 09 01-Mar-2000 11:25 7.55 72.9 3.5 87.6 1.4 80.2 73.0

200211 10 10-May-2001 14:20 8.74 83.6 1.1 99.1 1.3 91.4 85.2

200211 11 21-Apr-2002 08:01 9.69 70.0 2.9 89.9 4.6 80.0 71.4

200211 12 20-Feb-2003 10:31 10.52 77.9 1.2 96.3 2.9 87.1 80.8

200211 13 12-Mar-2004 17:15 11.58 73.1 2.5 89.0 1.0 81.0 72.4

200211 14 05-Jun-2006 12:58 13.81 67.3 1.7 86.2 0.8 76.7 69.1

200211 15 19-Apr-2008 09:42 15.68 66.6 1.0 86.8 1.9 76.7 68.7

200211 16 07-Aug-2009 10:01 16.98 70.6 0.6 89.8 2.0 80.2 73.3

200211 17 19-Oct-2010 16:09 18.18 69.1 1.2 88.2 1.7 78.6 71.9

200211 18 21-Sep-2012 14:08 20.11 69.6 1.6 91.6 1.2 80.6 73.1

200211 19 03-Dec-2013 16:56 21.31 66.2 1.4 85.4 0.7 75.8 67.8

200211 20 05-May-2014 14:17 21.72 76.6 0.8 95.5 1.4 86.1 79.9

200211 21 06-May-2014 06:57 21.73 64.9 1.3 78.8 1.6 71.8 63.7

200211 22 06-May-2014 14:10 21.73 81.7 2.8 98.4 1.7 90.0 84.9

200211 23 06-May-2014 20:25 21.73 69.1 2.2 85.5 2.3 77.3 69.6

200211 24 09-Dec-2015 13:08 23.32 70.1 2.6 86.5 1.0 78.3 69.8

200212 01 14-Aug-1992 13:17 0.00 110.8 1.4 117.7 3.3 114.3 108.0

200212 02 10-Mar-1993 11:05 0.57 118.3 3.5 113.6 1.6 115.9 106.7

200212 03 15-May-1994 10:10 1.75 100.2 1.1 101.7 0.7 101.0 93.0

200212 04 18-Feb-1995 09:12 2.52 106.7 2.3 104.0 1.5 105.4 97.3

200212 05 20-Apr-1996 13:31 3.69 114.7 4.9 115.7 1.2 115.2 105.8

200212 06 03-Mar-1997 12:02 4.55 114.3 3.1 107.6 1.5 110.9 97.7
183

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

200212 07 15-May-1998 10:26 5.75 106.4 1.7 120.7 2.7 113.6 102.4

200212 08 15-Mar-1999 08:34 6.58 102.7 2.1 117.9 4.6 110.3 99.7

200212 09 01-Mar-2000 11:25 7.55 106.9 1.9 112.6 2.5 109.8 99.6

200212 10 10-May-2001 14:08 8.74 107.8 1.6 124.5 1.7 116.2 107.1

200212 11 21-Apr-2002 08:01 9.69 104.1 1.6 134.7 7.5 119.4 107.1

200212 12 20-Feb-2003 10:41 10.52 104.0 2.0 119.6 1.1 111.8 102.1

200212 13 12-Mar-2004 17:15 11.58 111.5 0.9 105.3 0.8 108.4 95.0

200212 14 05-Jun-2006 12:58 13.81 104.7 0.8 110.4 0.9 107.5 96.5

200212 15 19-Apr-2008 09:42 15.68 103.3 1.3 110.6 1.1 106.9 96.0

200212 16 07-Aug-2009 10:01 16.98 105.4 1.8 112.4 1.2 108.9 97.9

200212 17 19-Oct-2010 15:49 18.18 105.1 0.5 114.3 1.2 109.7 99.0

200212 18 21-Sep-2012 13:58 20.11 109.7 0.7 110.1 1.1 109.9 98.3

200212 19 03-Dec-2013 16:35 21.31 106.0 1.5 113.0 0.6 109.5 98.9

200212 20 05-May-2014 14:45 21.72 109.2 0.7 115.0 1.0 112.1 102.5

200212 21 06-May-2014 06:57 21.73 110.3 1.4 124.0 3.1 117.1 107.0

200212 22 06-May-2014 13:53 21.73 108.5 0.7 112.8 1.1 110.7 101.0

200212 23 06-May-2014 20:25 21.73 107.9 1.5 114.2 1.4 111.0 100.3

200212 24 09-Dec-2015 13:23 23.32 115.3 1.8 110.8 0.7 113.0 100.3

200259 02 10-Mar-1993 11:05 0.57 100.9 5.5 91.0 2.2 95.9 89.4

200259 03 15-May-1994 10:10 1.75 76.4 1.0 79.9 1.2 78.2 71.8

200259 04 18-Feb-1995 09:12 2.52 83.9 2.1 83.5 1.8 83.7 77.2

200259 05 20-Apr-1996 13:31 3.69 83.8 2.6 86.4 1.0 85.1 77.6

200259 06 03-Mar-1997 11:40 4.55 90.0 2.4 85.9 2.3 87.9 79.0

200259 07 15-May-1998 10:49 5.75 83.1 1.2 87.7 1.7 85.4 77.7

200259 08 15-Mar-1999 08:34 6.58 82.4 1.2 85.6 3.9 84.0 76.3

200259 09 01-Mar-2000 11:25 7.55 85.4 1.1 86.5 1.2 85.9 78.0

200259 10 10-May-2001 14:08 8.74 91.2 1.2 92.4 2.1 91.8 84.4

200259 11 21-Apr-2002 08:01 9.69 82.1 1.6 94.3 4.4 88.2 79.4

200259 12 20-Feb-2003 10:31 10.52 87.0 1.4 95.5 2.5 91.3 83.5

200259 13 12-Mar-2004 17:04 11.58 89.3 2.1 90.5 2.4 89.9 83.1

200259 14 05-Jun-2006 13:14 13.81 90.0 1.4 92.3 2.0 91.1 84.1

200259 15 19-Apr-2008 09:52 15.68 88.3 1.2 91.4 1.2 89.9 82.8

200259 16 07-Aug-2009 09:23 16.98 94.7 2.4 96.7 2.1 95.7 88.6

200259 17 19-Oct-2010 15:59 18.18 91.4 1.2 96.5 4.2 94.0 86.7

200259 18 21-Sep-2012 14:20 20.11 101.9 2.8 103.3 1.3 102.6 95.3

200259 19 03-Dec-2013 16:25 21.31 94.1 2.3 94.3 1.9 94.2 86.9

200259 20 05-May-2014 14:17 21.72 104.2 1.8 107.0 2.1 105.6 98.7

200259 21 06-May-2014 06:57 21.73 91.9 1.0 93.1 0.7 92.5 85.3

200259 22 06-May-2014 14:10 21.73 106.0 1.2 107.5 1.8 106.7 100.1

200259 23 06-May-2014 20:25 21.73 101.8 1.3 103.3 1.2 102.5 95.5

200259 24 09-Dec-2015 13:08 23.32 101.5 1.3 93.5 1.6 97.5 90.3

273003 01 20-Jun-1990 17:08 4.72 122.3 2.1 125.8 1.9 124.1 120.0

273003 02 10-Aug-1991 11:49 5.86 128.5 2.3 134.5 1.9 131.5 126.7

273003 03 03-Aug-1992 17:00 6.84 129.4 3.0 133.2 0.7 131.3 126.9

273003 04 23-Nov-1993 19:10 8.15 95.2 1.3 105.3 2.1 100.2 95.2

273003 05 30-Jul-1994 14:33 8.83 132.9 1.8 140.6 2.4 136.8 132.6

273003 06 01-Aug-1997 06:43 11.83 133.2 1.1 140.9 0.9 137.1 130.4

273003 07 03-Oct-1998 14:37 13.01 118.5 1.4 127.2 1.3 122.9 117.2
184

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

273003 08 14-Jun-1999 13:24 13.70 144.4 0.7 150.4 0.8 147.4 140.6

273003 09 27-Jul-2000 09:28 14.82 138.4 1.1 147.2 2.5 142.8 136.0

273003 10 22-Aug-2001 17:00 15.89 165.4 1.2 175.2 2.1 170.3 162.3

273003 11 16-Oct-2004 12:26 19.04 169.7 3.2 166.1 0.6 167.9 159.6

273003 12 28-Jul-2009 16:53 23.82 182.8 1.5 200.0 2.7 191.4 182.5

370201 01 30-Mar-1994 10:28 −0.25 77.6 1.3 92.6 2.5 85.1 74.7

370201 S01 06-Jan-1996 04:35 1.52 86.5 0.8 87.8 1.4 87.2 76.3

370201 02 06-Jan-1996 05:46 1.52 85.0 0.9 89.1 1.4 87.0 77.0

370201 S02 28-Feb-1996 09:38 1.66 82.7 1.8 82.5 0.7 82.6 72.1

370201 03 28-Feb-1996 10:43 1.66 84.4 1.8 82.0 1.2 83.2 72.7

370201 S03 28-Feb-1996 18:26 1.66 82.1 1.5 82.2 0.9 82.1 71.4

370201 S04 23-Apr-1996 06:57 1.81 83.0 1.5 83.4 1.2 83.2 73.3

370201 S05 07-Oct-1997 07:38 3.27 85.1 2.7 88.9 1.9 87.0 74.7

370201 04 07-Oct-1997 13:36 3.27 85.2 2.2 90.2 1.5 87.7 75.4

370201 S06 17-Jan-1998 08:48 3.55 85.4 1.0 90.4 3.5 87.9 77.9

370201 S07 18-Feb-1998 07:18 3.64 86.0 2.3 87.4 2.5 86.7 75.8

370201 05 18-Feb-1998 13:23 3.64 87.1 1.2 86.2 1.1 86.6 75.6

370201 S08 19-May-1998 08:14 3.88 87.2 2.1 85.8 1.1 86.5 76.0

370201 06 19-May-1998 11:08 3.88 84.1 1.8 87.0 1.9 85.5 74.3

370201 S09 19-May-1998 14:43 3.88 86.4 1.3 85.4 0.7 85.9 74.2

370201 S10 24-Jul-1998 08:07 4.06 85.9 1.9 88.9 2.5 87.4 77.6

370201 07 24-Jul-1998 11:46 4.06 86.9 0.8 86.1 1.2 86.5 75.2

370201 08 04-Nov-1998 08:45 4.35 108.0 1.9 109.5 1.6 108.7 99.6

370201 S11 04-Nov-1998 14:03 4.35 99.0 1.0 103.2 2.3 101.1 91.8

370201 09 11-Nov-1999 00:14 5.36 91.7 0.9 95.1 3.0 93.4 83.9

370201 S12 13-Mar-2000 08:06 5.70 102.4 2.4 103.7 2.0 103.0 93.5

370201 10 13-Mar-2000 14:02 5.70 85.4 0.7 99.8 1.8 92.6 83.3

370201 S13 06-Jul-2000 12:30 6.02 84.8 2.6 96.5 3.0 90.6 81.6

370201 11 08-Nov-2000 11:28 6.36 95.2 1.0 97.0 1.0 96.1 86.3

370201 S14 23-Jan-2001 07:49 6.57 96.2 0.8 114.3 1.5 105.3 97.7

370201 S15 23-Jan-2001 14:49 6.57 88.7 1.4 101.4 0.9 95.1 86.6

370201 S16 17-May-2001 07:09 6.88 95.9 1.7 105.0 2.8 100.4 92.5

370201 S17 17-May-2001 13:28 6.88 96.1 1.0 93.2 0.7 94.7 84.6

370201 S18 14-Jul-2001 07:11 7.04 93.6 1.6 108.1 2.4 100.9 92.9

370201 12 14-Jul-2001 09:11 7.04 90.6 1.7 99.7 2.0 95.2 86.8

370201 S19 14-Jul-2001 13:31 7.04 86.0 1.2 99.5 1.5 92.7 84.3

370201 S20 11-Oct-2001 06:56 7.28 104.1 1.5 105.2 1.7 104.6 96.0

370201 13 11-Oct-2001 08:45 7.28 102.0 1.6 101.7 1.4 101.9 92.5

370201 S21 11-Oct-2001 14:03 7.28 94.3 1.3 93.0 0.7 93.6 83.5

370201 S22 10-Jan-2002 07:00 7.53 101.4 2.1 104.1 2.7 102.8 93.9

370201 S23 10-Jan-2002 13:18 7.53 96.0 0.8 92.5 0.9 94.3 84.5

370201 S24 23-May-2002 08:02 7.89 96.6 4.2 114.8 1.9 105.7 98.3

370201 14 23-May-2002 11:02 7.89 88.5 1.8 99.8 1.9 94.2 85.9

370201 S25 23-May-2002 13:43 7.89 87.7 2.1 98.0 3.6 92.8 84.1

370201 S26 16-Aug-2002 06:08 8.13 104.8 3.2 106.1 4.1 105.5 97.3

370201 S27 16-Aug-2002 13:30 8.13 93.4 1.5 100.4 2.7 96.9 88.3

370201 S28 18-Sep-2002 06:25 8.22 100.8 0.4 105.7 2.6 103.3 94.8

370201 15 19-Sep-2002 17:31 8.22 96.0 1.3 98.3 1.8 97.1 88.0

370201 S29 18-Dec-2002 06:55 8.47 101.0 3.2 97.7 1.1 99.3 89.7
185

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

370201 S30 18-Dec-2002 12:54 8.47 95.1 2.5 101.1 3.4 98.1 89.6

370201 S31 22-Jan-2003 07:29 8.56 97.1 2.3 110.5 4.5 103.8 95.6

370201 S32 22-Jan-2003 12:51 8.56 94.1 3.6 98.4 5.2 96.2 87.9

370201 16 22-Jan-2003 15:42 8.56 92.8 0.9 105.5 2.6 99.1 90.7

370201 S33 01-Jun-2003 06:11 8.92 98.4 1.9 95.9 1.6 97.1 87.8

370201 17 01-Jun-2003 11:38 8.92 95.8 0.4 91.0 0.8 93.4 83.3

370201 S34 01-Jun-2003 13:25 8.92 92.9 1.0 90.6 1.5 91.7 82.6

370202 01 30-Mar-1994 10:28 −0.25 125.9 74.8 84.9 0.7 105.4 93.9

370202 02 06-Jan-1996 05:46 1.52 97.2 1.8 85.0 1.0 91.1 80.5

370202 03 28-Feb-1996 10:58 1.66 101.4 1.3 85.1 1.1 93.3 83.5

370202 04 07-Oct-1997 13:36 3.27 104.3 2.2 82.5 0.9 93.4 82.1

370202 05 18-Feb-1998 13:57 3.64 103.0 1.9 83.0 0.7 93.0 82.7

370202 06 19-May-1998 10:36 3.88 99.3 1.5 81.9 1.0 90.6 80.2

370202 07 24-Jul-1998 12:02 4.06 101.1 4.5 82.1 1.5 91.6 80.8

370202 08 04-Nov-1998 08:45 4.35 119.8 1.8 110.9 1.7 115.3 106.7

370202 09 10-Nov-1999 23:54 5.36 107.0 1.6 96.0 0.9 101.5 92.3

370202 10 13-Mar-2000 14:02 5.70 100.3 1.2 86.1 1.4 93.2 83.9

370202 11 08-Nov-2000 11:28 6.36 106.8 3.2 97.5 1.8 102.1 93.1

370202 12 14-Jul-2001 09:11 7.04 116.1 2.3 109.9 2.7 113.0 105.2

370202 13 11-Oct-2001 08:45 7.28 126.2 2.4 121.7 3.2 123.9 116.2

370202 14 23-May-2002 11:02 7.89 108.3 1.9 97.7 2.8 103.0 93.9

370202 15 19-Sep-2002 17:48 8.22 109.8 2.7 106.8 3.4 108.3 100.5

370202 16 22-Jan-2003 15:42 8.56 110.1 1.6 101.7 2.2 105.9 97.5

370202 17 01-Jun-2003 11:38 8.92 106.4 1.0 92.0 1.6 99.2 88.4

370203 01 30-Mar-1994 10:28 −0.25 116.0 2.2 101.0 2.8 108.5 98.8

370203 02 06-Jan-1996 05:46 1.52 115.8 1.0 103.8 0.8 109.8 101.8

370203 03 28-Feb-1996 10:58 1.66 108.7 0.7 99.2 0.6 103.9 95.3

370203 04 07-Oct-1997 13:36 3.27 116.4 1.5 104.3 0.8 110.3 101.1

370203 05 18-Feb-1998 13:40 3.64 117.1 1.6 106.4 1.1 111.8 102.5

370203 06 19-May-1998 11:23 3.88 121.0 1.2 104.8 0.9 112.9 103.3

370203 07 24-Jul-1998 11:31 4.06 119.5 1.2 105.6 0.9 112.5 103.3

370203 08 04-Nov-1998 08:45 4.35 130.8 2.0 118.2 1.8 124.5 115.6

370203 09 11-Nov-1999 00:14 5.36 122.8 0.8 113.4 0.8 118.1 108.0

370203 10 13-Mar-2000 14:24 5.70 120.7 0.7 110.8 0.4 115.7 106.7

370203 11 08-Nov-2000 11:28 6.36 121.7 0.5 107.1 1.5 114.4 106.1

370203 12 14-Jul-2001 09:19 7.04 123.0 0.6 109.1 1.4 116.0 105.8

370203 13 11-Oct-2001 08:45 7.28 131.8 1.5 117.3 2.2 124.5 116.7

370203 14 23-May-2002 10:07 7.89 123.2 1.3 108.6 2.3 115.9 106.7

370203 15 19-Sep-2002 17:31 8.22 119.2 1.1 108.3 1.6 113.8 105.7

370203 16 22-Jan-2003 15:42 8.56 121.3 1.9 109.0 1.1 115.1 106.5

370203 17 01-Jun-2003 11:28 8.92 122.1 1.0 109.5 1.1 115.8 106.7

370203 18 07-Nov-2003 09:16 9.35 126.8 1.7 117.0 2.1 121.9 112.9

370203 19 14-Nov-2004 16:09 10.38 129.2 2.7 120.1 1.8 124.6 115.9

370203 20 14-Jun-2006 16:16 11.96 124.7 0.9 114.9 2.0 119.8 110.0

370203 21 30-Nov-2006 12:41 12.42 126.7 1.1 118.0 2.7 122.4 113.1

370203 22 18-Mar-2009 15:51 14.72 119.8 1.3 109.4 1.1 114.6 106.0

370203 23 18-Apr-2010 15:03 15.80 124.3 0.9 110.9 0.7 117.6 108.9

370203 24 27-Apr-2011 19:38 16.82 127.0 1.4 112.0 2.5 119.5 110.6
186

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

370203 25 10-Dec-2012 13:24 18.45 131.8 1.3 128.3 0.9 130.0 120.8

370203 26 24-Jun-2014 13:23 19.98 122.9 0.7 113.7 2.4 106.0 108.6

370203 27 24-Jun-2014 16:42 19.98 122.3 0.9 114.1 3.2 118.2 109.4

370203 28 24-Jun-2014 19:20 19.98 122.3 0.9 113.2 5.0 117.8 108.4

370203 29 25-Jun-2014 06:08 19.98 124.4 0.5 119.4 1.5 121.9 113.2

370203 30 09-Mar-2015 16:52 20.69 125.2 1.3 120.0 1.0 122.6 114.2

370204 01 30-Mar-1994 10:28 −0.25 86.9 1.4 72.9 1.6 79.9 68.8

370204 03 28-Feb-1996 10:53 1.66 84.4 1.0 71.2 1.3 77.8 68.1

370204 04 07-Oct-1997 13:43 3.27 86.1 2.0 74.5 0.5 80.3 70.3

370204 05 18-Feb-1998 13:45 3.64 85.3 1.1 75.6 1.2 80.5 71.1

370204 06 19-May-1998 10:41 3.88 83.7 1.7 74.4 1.0 79.1 68.7

370204 07 24-Jul-1998 11:19 4.06 82.8 0.9 73.3 0.4 78.0 68.8

370204 08 04-Nov-1998 11:47 4.35 90.7 0.6 87.0 1.0 88.8 80.5

370204 09 11-Nov-1999 04:17 5.36 90.8 2.0 86.3 0.5 88.6 79.6

370204 10 13-Mar-2000 17:46 5.70 89.2 1.3 84.6 1.4 86.9 77.7

370204 11 08-Nov-2000 12:57 6.36 88.1 1.1 83.2 0.8 85.7 76.2

370204 12 14-Jul-2001 10:39 7.04 89.7 1.9 82.3 2.1 86.0 75.8

370204 13 11-Oct-2001 08:45 7.28 101.2 2.9 101.5 1.9 101.4 93.7

370204 14 23-May-2002 11:02 7.89 89.6 2.3 82.0 3.4 85.8 76.0

370204 15 19-Sep-2002 18:15 8.22 93.1 0.8 86.8 1.7 90.0 81.0

370204 16 22-Jan-2003 16:27 8.56 94.9 1.3 91.4 2.4 93.1 84.6

370204 17 01-Jun-2003 08:03 8.92 105.1 3.0 99.3 2.3 102.2 94.3

370204 18 08-Nov-2003 13:59 9.36 100.7 1.8 96.4 1.8 98.6 89.6

370204 19 14-Nov-2004 11:02 10.37 104.3 1.5 96.8 1.3 100.5 91.9

370204 20 14-Jun-2006 16:01 11.96 99.3 1.4 93.0 1.6 96.2 87.3

370204 21 30-Nov-2006 13:01 12.42 104.2 1.2 100.4 2.0 102.3 92.9

370204 22 18-Mar-2009 16:21 14.72 98.4 0.7 96.9 0.9 97.7 88.9

370204 23 18-Apr-2010 15:03 15.80 103.5 0.7 96.1 1.0 99.8 90.9

370204 24 27-Apr-2011 19:38 16.82 112.4 0.7 113.4 1.6 112.9 103.7

370204 25 10-Dec-2012 13:30 18.45 119.7 1.3 121.1 0.8 120.4 111.6

370204 26 24-Jun-2014 13:23 19.98 109.5 1.4 109.6 1.1 98.6 100.6

370204 27 24-Jun-2014 16:42 19.98 112.8 1.8 114.1 1.4 113.4 104.5

370204 28 24-Jun-2014 19:20 19.98 113.7 3.0 117.9 3.3 115.8 107.4

370204 29 25-Jun-2014 06:08 19.98 122.8 1.7 125.6 1.2 124.2 116.1

370204 30 09-Mar-2015 16:33 20.69 119.3 1.0 123.2 1.2 121.3 114.1

370205 01 30-Mar-1994 10:28 −0.25 109.5 1.5 150.4 6.5 129.9 110.9

370205 02 06-Jan-1996 05:46 1.52 108.7 1.3 125.7 3.0 117.2 99.7

370205 03 28-Feb-1996 10:43 1.66 108.8 2.9 114.2 1.3 111.5 94.6

370205 S03 28-Feb-1996 18:16 1.66 112.8 3.5 118.7 1.9 115.8 99.3

370205 04 07-Oct-1997 13:36 3.27 115.6 3.7 131.2 5.1 123.4 105.4

370205 05 18-Feb-1998 13:23 3.64 114.3 3.7 123.7 3.0 119.0 101.9

370205 06 19-May-1998 11:08 3.88 109.3 3.9 119.8 1.1 114.6 96.1

370205 S09 19-May-1998 14:43 3.88 112.9 5.3 119.8 1.2 116.4 99.0

370205 07 24-Jul-1998 11:14 4.06 111.5 2.3 127.0 2.3 119.3 100.1

370205 08 04-Nov-1998 08:45 4.35 133.5 5.2 133.5 2.8 133.5 118.5

370205 09 10-Nov-1999 23:54 5.36 114.1 2.9 127.9 2.0 121.0 103.1

370205 10 13-Mar-2000 14:14 5.70 112.9 1.4 148.4 8.3 130.6 107.9

370205 11 08-Nov-2000 11:16 6.36 113.4 3.8 137.9 1.6 125.7 105.3
187

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

370205 S16 17-May-2001 07:09 6.88 133.5 2.5 127.8 1.5 130.7 115.4

370205 S17 17-May-2001 13:28 6.88 127.4 2.6 123.9 1.4 125.7 109.1

370205 12 14-Jul-2001 09:11 7.04 117.4 3.3 141.7 3.1 129.6 108.7

370205 13 11-Oct-2001 08:45 7.28 132.9 4.7 128.7 2.3 130.8 114.8

370205 14 23-May-2002 10:07 7.89 119.6 4.3 145.2 5.8 132.4 110.2

370205 15 19-Sep-2002 17:31 8.22 127.9 4.7 138.9 5.6 133.4 113.4

370205 16 22-Jan-2003 15:42 8.56 120.4 1.5 138.5 3.1 129.4 109.7

370205 17 01-Jun-2003 11:38 8.92 116.5 2.4 127.6 1.3 122.1 102.1

370206 01 30-Mar-1994 10:28 −0.25 100.2 2.0 89.2 2.4 94.7 81.1

370206 02 06-Jan-1996 05:46 1.52 100.7 2.2 86.7 1.0 93.7 80.6

370206 03 28-Feb-1996 10:43 1.66 102.2 0.9 85.5 1.6 93.8 80.1

370206 04 07-Oct-1997 13:36 3.27 104.1 2.8 87.5 1.6 95.8 81.1

370206 05 18-Feb-1998 13:57 3.64 104.3 1.6 88.2 0.8 96.3 82.4

370206 06 19-May-1998 10:36 3.88 104.1 2.5 86.7 1.9 95.4 81.4

370206 07 24-Jul-1998 11:14 4.06 106.9 3.2 88.6 1.9 97.8 82.4

370206 08 04-Nov-1998 08:45 4.35 113.4 1.3 104.5 2.1 109.0 97.5

370206 09 10-Nov-1999 23:54 5.36 104.5 3.4 93.4 0.6 98.9 86.1

370206 10 13-Mar-2000 14:02 5.70 97.2 1.0 93.9 3.0 95.6 80.0

370206 11 08-Nov-2000 11:16 6.36 108.7 2.4 92.1 1.9 100.4 87.5

370206 12 14-Jul-2001 09:11 7.04 109.1 1.6 105.2 3.1 107.2 96.1

370206 13 11-Oct-2001 08:45 7.28 126.0 4.3 114.2 2.7 120.1 108.4

370206 14 23-May-2002 10:07 7.89 100.5 2.6 93.4 4.0 96.9 83.9

370206 15 19-Sep-2002 17:31 8.22 108.9 2.7 99.4 3.7 104.1 91.7

370206 16 22-Jan-2003 15:57 8.56 108.9 3.0 98.4 3.6 103.6 91.8

370206 17 01-Jun-2003 12:08 8.92 107.5 1.4 89.3 0.7 98.4 84.7

370207 01 30-Mar-1994 10:28 −0.25 120.9 1.6 110.5 1.9 115.7 102.6

370207 02 06-Jan-1996 05:46 1.52 124.7 0.6 118.7 0.5 121.7 110.9

370207 03 28-Feb-1996 10:58 1.66 116.4 1.4 110.1 0.4 113.2 103.0

370207 04 07-Oct-1997 13:55 3.27 120.7 1.4 111.9 1.1 116.3 103.7

370207 05 18-Feb-1998 13:40 3.64 121.3 1.9 112.3 1.0 116.8 104.6

370207 06 19-May-1998 11:08 3.88 119.0 2.1 110.4 0.9 114.7 102.7

370207 07 24-Jul-1998 11:46 4.06 121.4 1.2 114.2 1.4 117.8 105.7

370207 08 04-Nov-1998 08:45 4.35 122.5 0.7 126.4 1.9 124.4 114.1

370207 09 10-Nov-1999 23:54 5.36 118.1 0.8 120.7 1.7 119.4 105.4

370207 10 13-Mar-2000 14:24 5.70 121.8 2.0 116.9 1.6 119.4 105.7

370207 11 08-Nov-2000 11:28 6.36 116.2 1.4 115.7 1.3 115.9 105.6

370207 12 14-Jul-2001 09:19 7.04 119.5 1.6 122.8 1.8 121.1 109.4

370207 13 11-Oct-2001 08:45 7.28 121.7 1.4 128.8 0.8 125.2 114.4

370207 14 23-May-2002 11:02 7.89 113.9 1.3 111.6 1.4 112.8 101.4

370207 15 19-Sep-2002 18:01 8.22 120.1 0.4 120.6 2.5 120.3 109.1

370207 16 22-Jan-2003 15:42 8.56 115.3 1.9 114.5 1.1 114.9 104.3

370207 17 01-Jun-2003 11:28 8.92 119.5 1.9 115.1 0.9 117.3 105.0

370207 18 07-Nov-2003 09:16 9.35 118.2 1.2 121.1 1.5 119.6 108.5

370207 19 14-Nov-2004 16:29 10.38 119.0 1.1 125.4 1.1 122.2 110.3

370207 20 14-Jun-2006 16:16 11.96 118.2 1.6 117.5 1.6 117.8 105.5

370207 21 30-Nov-2006 12:41 12.42 118.8 0.8 121.5 1.1 120.2 107.2

370207 22 18-Mar-2009 15:51 14.72 118.8 1.8 111.6 0.7 115.2 102.8

370207 23 18-Apr-2010 15:26 15.80 118.0 1.0 117.8 1.5 117.9 105.5
188

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

370207 24 27-Apr-2011 19:53 16.82 119.2 1.9 127.6 1.8 123.4 110.9

370207 25 10-Dec-2012 13:24 18.45 118.9 0.5 123.1 0.3 121.0 108.2

370207 26 24-Jun-2014 13:23 19.98 114.7 1.9 118.6 2.1 105.2 103.8

370207 27 24-Jun-2014 16:42 19.98 116.1 2.0 120.1 1.9 118.1 105.2

370207 28 24-Jun-2014 19:20 19.98 115.5 2.8 121.5 3.5 118.5 105.6

370207 29 25-Jun-2014 06:08 19.98 114.1 0.4 128.2 0.6 121.1 109.4

370207 30 09-Mar-2015 16:33 20.69 117.4 0.6 118.3 1.2 117.8 105.3

370208 01 30-Mar-1994 10:28 −0.25 100.7 3.0 108.8 7.8 104.7 94.3

370208 02 06-Jan-1996 05:46 1.52 103.9 0.5 122.6 1.1 113.3 103.3

370208 03 28-Feb-1996 10:43 1.66 99.8 1.7 116.1 1.4 108.0 97.5

370208 S03 28-Feb-1996 18:22 1.66 99.7 1.1 114.2 1.4 107.0 96.6

370208 04 07-Oct-1997 14:12 3.27 105.8 1.3 120.2 2.7 113.0 99.8

370208 05 18-Feb-1998 13:23 3.64 102.2 2.2 120.5 2.1 111.3 99.7

370208 06 19-May-1998 10:36 3.88 101.9 0.8 118.5 1.7 110.2 97.9

370208 07 24-Jul-1998 11:31 4.06 105.6 1.7 121.4 3.5 113.5 101.3

370208 08 04-Nov-1998 08:45 4.35 123.1 3.0 136.5 2.3 129.8 119.7

370208 09 10-Nov-1999 23:54 5.36 110.7 1.0 122.0 2.9 116.4 106.2

370208 10 13-Mar-2000 14:14 5.70 106.0 2.0 112.6 3.4 109.3 98.1

370208 11 08-Nov-2000 11:16 6.36 108.6 2.0 124.3 1.3 116.5 105.5

370208 S16 17-May-2001 08:37 6.88 132.8 1.7 142.1 2.5 137.5 128.1

370208 S17 17-May-2001 13:35 6.88 126.0 2.2 138.1 3.0 132.0 122.0

370208 12 14-Jul-2001 09:19 7.04 114.5 2.4 126.1 4.3 120.3 110.7

370208 13 11-Oct-2001 08:45 7.28 132.1 3.5 139.3 1.6 135.7 126.5

370208 14 23-May-2002 11:02 7.89 106.7 1.4 117.9 1.8 112.3 101.8

370208 15 19-Sep-2002 17:31 8.22 115.6 2.9 124.0 3.8 119.8 109.7

370208 16 22-Jan-2003 15:42 8.56 114.1 3.4 132.4 2.7 123.2 112.8

370208 17 01-Jun-2003 11:28 8.92 107.4 0.8 122.7 1.9 115.1 103.5

370208 18 07-Nov-2003 09:27 9.35 121.7 4.5 138.1 1.2 129.9 119.7

370208 19 14-Nov-2004 15:58 10.38 125.5 2.9 141.6 2.9 133.5 124.7

370208 20 14-Jun-2006 16:01 11.96 120.8 0.8 137.9 2.6 129.4 118.4

370208 21 30-Nov-2006 13:43 12.42 120.2 1.4 125.1 5.2 122.7 112.4

370208 22 18-Mar-2009 15:51 14.72 112.5 1.9 130.4 1.2 121.4 110.0

370208 23 18-Apr-2010 15:03 15.80 116.7 1.1 131.2 2.1 123.9 113.9

370208 24 27-Apr-2011 19:38 16.82 144.7 0.9 148.3 1.4 146.5 139.5

370208 25 10-Dec-2012 13:24 18.45 137.6 0.7 145.3 3.6 141.4 133.1

370208 26 24-Jun-2014 13:23 19.98 134.6 0.7 137.4 4.7 122.5 126.7

370208 27 24-Jun-2014 16:57 19.98 147.4 1.6 151.4 3.5 149.4 142.5

370208 28 24-Jun-2014 19:20 19.98 150.1 1.8 154.5 1.1 152.3 144.9

370208 29 25-Jun-2014 06:08 19.98 162.9 1.4 168.9 2.4 165.9 159.2

370208 30 09-Mar-2015 16:33 20.69 138.4 1.2 146.7 2.2 142.5 133.9

370209 01 30-Mar-1994 10:28 −0.25 73.4 3.0 81.3 2.0 77.4 68.3

370209 02 06-Jan-1996 05:46 1.52 77.2 1.4 84.9 0.6 81.0 71.8

370209 03 28-Feb-1996 10:58 1.66 74.3 0.5 86.2 1.5 80.3 71.3

370209 S03 28-Feb-1996 18:16 1.66 75.2 1.0 84.5 1.3 79.9 70.7

370209 04 07-Oct-1997 13:36 3.27 77.9 1.7 92.1 2.3 85.0 74.4

370209 05 18-Feb-1998 13:40 3.64 78.0 0.9 90.0 0.7 84.0 74.3

370209 06 19-May-1998 11:08 3.88 76.0 1.6 91.1 1.0 83.6 73.6

370209 S09 19-May-1998 14:43 3.88 76.9 1.3 92.0 1.5 84.5 74.3
189

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

370209 07 24-Jul-1998 11:14 4.06 77.1 0.8 88.3 1.0 82.7 72.2

370209 08 04-Nov-1998 08:45 4.35 86.7 2.3 92.2 2.0 89.4 80.1

370209 09 10-Nov-1999 23:54 5.36 82.0 1.0 86.5 2.7 84.2 73.3

370209 10 13-Mar-2000 14:14 5.70 84.4 0.8 86.1 1.5 85.2 74.3

370209 11 08-Nov-2000 11:16 6.36 79.5 2.0 88.3 1.2 83.9 74.0

370209 12 14-Jul-2001 09:19 7.04 85.1 1.0 85.6 0.8 85.4 74.3

370209 13 11-Oct-2001 08:45 7.28 83.2 0.9 93.3 1.5 88.2 78.3

370209 14 23-May-2002 10:07 7.89 83.6 2.0 85.9 1.5 84.7 74.6

370209 15 19-Sep-2002 17:48 8.22 83.8 1.7 87.3 2.2 85.5 74.5

370209 16 22-Jan-2003 15:57 8.56 83.8 0.6 88.6 1.2 86.2 74.9

370209 17 01-Jun-2003 11:28 8.92 81.7 0.6 94.2 1.6 88.0 77.3

370210 01 30-Mar-1994 10:28 −0.25 85.0 2.4 74.2 4.6 79.6 69.0

370210 02 06-Jan-1996 05:46 1.52 90.1 0.4 77.9 0.7 84.0 73.4

370210 03 28-Feb-1996 11:31 1.66 109.9 2.9 86.2 2.7 98.1 88.5

370210 S03 28-Feb-1996 18:16 1.66 89.8 1.6 79.3 1.1 84.6 74.3

370210 04 07-Oct-1997 14:12 3.27 110.7 1.2 95.9 0.9 103.3 91.7

370210 05 18-Feb-1998 13:40 3.64 106.8 2.7 92.9 2.8 99.8 89.6

370210 06 19-May-1998 11:39 3.88 107.9 3.0 95.6 2.3 101.8 91.1

370210 S09 19-May-1998 14:43 3.88 106.5 2.2 91.7 1.6 99.1 88.6

370210 07 24-Jul-1998 11:14 4.06 97.1 1.9 82.8 2.7 90.0 79.0

370210 08 04-Nov-1998 08:45 4.35 88.3 1.2 78.9 2.1 83.6 72.3

370210 09 10-Nov-1999 23:54 5.36 94.9 2.1 81.4 1.4 88.2 75.9

370210 10 13-Mar-2000 14:02 5.70 101.7 1.3 96.0 4.6 98.8 88.8

370210 11 08-Nov-2000 11:28 6.36 92.6 1.3 82.9 1.1 87.8 77.2

370210 12 14-Jul-2001 09:11 7.04 86.1 1.3 87.6 2.9 86.9 76.0

370210 13 11-Oct-2001 08:45 7.28 92.4 2.6 79.3 2.2 85.9 75.2

370210 14 23-May-2002 11:02 7.89 96.5 3.2 86.8 1.2 91.7 82.2

370210 15 19-Sep-2002 17:48 8.22 88.6 1.4 89.1 3.3 88.8 78.3

370210 16 22-Jan-2003 15:42 8.56 92.7 1.7 87.0 4.1 89.9 80.2

370210 17 01-Jun-2003 11:28 8.92 106.7 1.9 94.6 1.9 100.7 90.1

370211 01 30-Mar-1994 10:28 −0.25 83.0 1.5 82.8 0.8 82.9 69.8

370211 02 06-Jan-1996 05:46 1.52 74.4 0.6 89.5 1.8 82.0 73.8

370211 03 28-Feb-1996 10:58 1.66 76.6 0.8 88.6 1.7 82.6 73.3

370211 04 07-Oct-1997 13:36 3.27 78.4 1.9 96.0 1.4 87.2 78.0

370211 05 18-Feb-1998 13:40 3.64 77.9 0.6 95.7 1.3 86.8 78.4

370211 06 19-May-1998 10:52 3.88 76.4 1.2 93.7 1.1 85.0 76.0

370211 07 24-Jul-1998 11:31 4.06 76.2 1.9 92.0 0.7 84.1 75.7

370211 08 04-Nov-1998 08:45 4.35 84.4 2.6 94.5 1.0 89.4 80.4

370211 09 10-Nov-1999 23:54 5.36 75.9 0.1 89.3 1.7 82.6 72.9

370211 10 13-Mar-2000 14:02 5.70 75.5 1.6 91.2 1.2 83.3 74.0

370211 11 08-Nov-2000 11:16 6.36 75.0 0.9 92.6 0.8 83.8 75.5

370211 12 14-Jul-2001 09:11 7.04 75.3 1.8 90.8 0.8 83.0 74.3

370211 13 11-Oct-2001 08:45 7.28 83.9 1.8 97.0 1.0 90.4 81.8

370211 14 23-May-2002 10:07 7.89 75.3 2.6 87.7 1.9 81.5 71.5

370211 15 19-Sep-2002 17:31 8.22 76.0 1.4 86.7 1.0 81.3 70.9

370211 16 22-Jan-2003 15:42 8.56 75.0 1.7 90.0 1.0 82.5 74.1

370211 17 01-Jun-2003 11:28 8.92 74.8 0.9 89.0 1.6 81.9 73.0

370211 18 07-Nov-2003 09:16 9.35 78.5 1.3 92.4 1.8 85.4 76.4
190

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

370211 19 14-Nov-2004 15:58 10.38 77.0 0.4 89.2 0.9 83.1 72.7

370211 20 14-Jun-2006 16:16 11.96 75.5 1.1 88.5 1.3 82.0 72.4

370211 21 30-Nov-2006 12:41 12.42 77.6 4.1 88.5 2.1 83.0 71.8

370211 22 18-Mar-2009 16:21 14.72 76.5 0.6 90.2 1.2 83.4 74.6

370211 23 18-Apr-2010 15:03 15.80 75.3 0.7 88.5 0.9 81.9 72.8

370211 24 27-Apr-2011 19:38 16.82 76.0 1.5 90.4 1.0 83.2 73.2

370211 25 10-Dec-2012 13:24 18.45 76.6 1.9 87.5 1.5 82.1 72.0

370211 26 24-Jun-2014 13:23 19.98 75.5 0.7 87.7 2.0 74.0 72.0

370211 27 24-Jun-2014 16:42 19.98 77.2 1.7 88.4 1.9 82.8 71.9

370211 28 24-Jun-2014 19:20 19.98 75.4 2.1 87.3 0.7 81.3 70.9

370211 29 25-Jun-2014 06:08 19.98 77.5 3.1 90.0 1.6 83.8 72.6

370211 30 09-Mar-2015 16:33 20.69 75.0 0.5 89.1 2.2 82.1 72.9

370212 01 30-Mar-1994 10:28 −0.25 69.2 2.3 69.9 0.8 69.6 61.0

370212 02 06-Jan-1996 05:46 1.52 65.7 0.8 69.7 0.8 67.7 59.3

370212 03 28-Feb-1996 10:43 1.66 67.2 1.5 74.6 2.4 70.9 62.0

370212 04 07-Oct-1997 14:12 3.27 75.1 2.6 81.6 2.2 78.4 69.1

370212 05 18-Feb-1998 13:23 3.64 67.8 1.0 75.3 2.7 71.5 61.8

370212 06 19-May-1998 10:36 3.88 70.1 1.3 79.5 2.7 74.8 64.6

370212 07 24-Jul-1998 11:31 4.06 67.5 1.2 73.0 1.8 70.3 60.4

370212 08 04-Nov-1998 08:45 4.35 77.7 2.2 78.3 1.1 78.0 69.6

370212 09 10-Nov-1999 23:54 5.36 72.1 2.1 73.0 1.0 72.5 61.5

370212 10 13-Mar-2000 14:02 5.70 68.7 1.1 70.6 1.4 69.6 60.3

370212 11 08-Nov-2000 11:16 6.36 67.1 1.6 72.1 1.8 69.6 61.7

370212 S16 17-May-2001 08:37 6.88 83.2 1.1 81.0 1.8 82.1 74.0

370212 S17 17-May-2001 13:35 6.88 79.3 0.7 77.2 1.3 78.3 69.4

370212 12 14-Jul-2001 09:19 7.04 71.9 2.0 74.1 2.6 73.0 64.2

370212 13 11-Oct-2001 08:45 7.28 83.6 2.0 80.4 2.7 82.0 74.0

370212 14 23-May-2002 10:07 7.89 69.0 2.4 71.3 2.4 70.2 61.6

370212 15 19-Sep-2002 17:48 8.22 73.1 2.0 75.9 1.3 74.5 66.0

370212 16 22-Jan-2003 15:42 8.56 71.2 2.1 74.8 1.6 73.0 63.7

370212 17 01-Jun-2003 11:38 8.92 71.3 2.1 75.7 2.4 73.5 63.9

370212 18 07-Nov-2003 09:16 9.35 78.4 2.2 78.6 2.9 78.5 70.1

370212 19 14-Nov-2004 15:48 10.38 78.5 2.2 82.1 2.8 80.3 73.9

370212 20 14-Jun-2006 16:31 11.96 77.0 1.2 77.3 1.8 77.1 68.7

370212 21 30-Nov-2006 12:41 12.42 75.8 2.1 77.5 1.3 76.6 69.0

370212 22 18-Mar-2009 16:37 14.72 70.4 1.9 72.7 1.5 71.6 62.9

370212 23 18-Apr-2010 15:14 15.80 71.2 2.2 73.4 1.0 72.3 63.6

370212 24 27-Apr-2011 19:38 16.82 89.2 2.0 92.7 1.0 91.0 84.7

370212 25 10-Dec-2012 13:24 18.45 87.0 0.8 88.8 1.7 87.9 80.9

370212 26 24-Jun-2014 13:23 19.98 75.4 2.1 78.5 1.2 69.4 69.4

370212 27 24-Jun-2014 16:42 19.98 85.6 1.4 88.5 2.5 87.0 80.4

370212 28 24-Jun-2014 19:20 19.98 88.2 1.5 90.4 3.7 89.3 82.9

370212 29 25-Jun-2014 06:08 19.98 96.9 1.3 103.0 1.0 99.9 94.9

370212 30 09-Mar-2015 16:33 20.69 81.4 2.8 84.3 1.0 82.8 75.4

370259 01 30-Mar-1994 10:28 −0.25 82.3 1.8 95.5 2.0 88.9 77.1

370259 02 06-Jan-1996 05:46 1.52 81.0 1.1 91.0 1.2 86.0 75.6

370259 03 28-Feb-1996 10:43 1.66 80.8 1.8 88.8 0.9 84.8 75.4

370259 S03 28-Feb-1996 18:16 1.66 80.9 1.0 87.4 2.0 84.1 74.2
191

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

370259 04 07-Oct-1997 13:55 3.27 81.9 0.4 94.5 1.1 88.2 78.7

370259 05 18-Feb-1998 13:23 3.64 79.8 0.9 94.2 1.3 87.0 77.8

370259 06 19-May-1998 10:36 3.88 80.7 2.9 91.7 1.7 86.2 76.7

370259 07 24-Jul-1998 11:31 4.06 79.3 0.7 91.7 0.8 85.5 75.5

370259 08 04-Nov-1998 08:45 4.35 88.4 1.3 102.1 0.7 95.3 86.4

370259 09 10-Nov-1999 23:54 5.36 78.7 0.7 93.5 1.0 86.1 76.4

370259 10 13-Mar-2000 14:24 5.70 81.4 1.7 91.9 1.1 86.6 76.9

370259 11 08-Nov-2000 11:16 6.36 80.7 2.7 93.2 1.0 86.9 77.5

370259 12 14-Jul-2001 09:19 7.04 83.0 1.2 92.5 1.3 87.8 76.8

370259 13 11-Oct-2001 08:45 7.28 87.2 1.7 99.0 1.9 93.1 84.4

370259 14 23-May-2002 10:07 7.89 82.2 1.0 93.1 1.5 87.7 78.2

370259 15 19-Sep-2002 17:31 8.22 82.4 1.5 90.5 2.5 86.4 76.1

370259 16 22-Jan-2003 15:57 8.56 79.7 2.0 92.0 1.6 85.9 76.5

370259 17 01-Jun-2003 11:28 8.92 82.5 1.3 93.8 0.8 88.1 78.2

370259 18 08-Nov-2003 12:57 9.36 82.5 0.9 93.3 1.2 87.9 77.5

370259 19 14-Nov-2004 15:46 10.38 84.8 0.9 90.1 0.8 87.4 75.8

370259 20 14-Jun-2006 16:01 11.96 80.0 0.6 93.2 0.9 86.6 77.9

370259 21 30-Nov-2006 12:41 12.42 84.5 0.7 90.9 1.1 87.7 77.1

370259 22 18-Mar-2009 15:51 14.72 87.1 1.3 93.6 0.8 90.4 80.1

370259 23 18-Apr-2010 15:14 15.80 85.5 0.7 90.9 1.8 88.2 77.9

370259 24 27-Apr-2011 19:53 16.82 86.1 0.9 87.6 0.9 86.9 74.3

370259 25 10-Dec-2012 13:20 18.45 85.6 1.2 89.5 1.0 87.6 77.4

370259 26 24-Jun-2014 13:23 19.98 85.5 1.2 86.5 2.3 77.5 73.6

370259 27 24-Jun-2014 16:42 19.98 82.2 1.2 86.6 1.3 84.4 72.1

370259 28 24-Jun-2014 19:20 19.98 83.4 2.0 87.1 1.2 85.3 72.6

370259 29 25-Jun-2014 06:08 19.98 82.4 1.5 87.5 0.9 84.9 71.6

370259 30 09-Mar-2015 16:33 20.69 83.3 1.8 90.3 0.8 86.8 77.6

370260 01 30-Mar-1994 10:28 −0.25 95.6 1.1 100.5 1.0 98.0 90.9

370260 02 06-Jan-1996 05:46 1.52 91.3 1.0 98.8 0.5 95.0 85.6

370260 03 28-Feb-1996 10:43 1.66 89.8 1.1 97.0 1.2 93.4 84.5

370260 04 07-Oct-1997 13:55 3.27 92.8 1.7 98.2 0.6 95.5 85.1

370260 05 18-Feb-1998 13:23 3.64 90.7 1.3 100.4 0.3 95.6 84.6

370260 06 19-May-1998 10:52 3.88 89.9 0.8 99.2 1.5 94.6 83.5

370260 07 24-Jul-1998 11:14 4.06 91.8 0.9 98.1 0.5 95.0 83.2

370260 08 04-Nov-1998 08:45 4.35 98.7 0.6 105.2 1.0 101.9 92.7

370260 09 11-Nov-1999 00:04 5.36 95.5 1.3 102.5 0.5 99.0 88.7

370260 10 13-Mar-2000 14:02 5.70 94.3 0.7 102.7 2.0 98.5 89.4

370260 11 08-Nov-2000 11:16 6.36 92.1 2.1 103.5 1.1 97.8 87.6

370260 12 14-Jul-2001 09:19 7.04 96.3 2.7 102.4 1.3 99.4 89.5

370260 13 11-Oct-2001 08:45 7.28 99.4 1.0 105.9 1.3 102.7 93.7

370260 14 23-May-2002 10:07 7.89 91.7 2.5 103.2 1.2 97.4 87.3

370260 15 19-Sep-2002 17:31 8.22 93.2 1.1 103.9 0.4 98.6 88.7

370260 16 22-Jan-2003 15:42 8.56 92.0 1.1 104.0 0.5 98.0 87.9

370260 17 01-Jun-2003 11:58 8.92 91.3 0.6 102.8 1.4 97.0 86.4

370260 18 07-Nov-2003 09:36 9.35 96.7 2.7 104.8 2.5 100.7 90.1

370260 19 14-Nov-2004 15:58 10.38 95.9 1.6 107.1 0.9 101.5 91.0

370260 20 14-Jun-2006 15:42 11.96 92.9 1.3 104.5 0.8 98.7 87.7

370260 21 30-Nov-2006 12:41 12.42 96.7 0.9 101.8 3.0 99.3 89.8

370260 22 18-Mar-2009 15:51 14.72 94.2 1.5 102.8 1.2 98.5 87.5
192

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

370260 23 18-Apr-2010 15:14 15.80 94.1 2.2 103.9 1.4 99.0 88.5

370260 24 27-Apr-2011 19:38 16.82 96.5 0.7 100.6 1.3 98.6 88.9

370260 25 10-Dec-2012 13:24 18.45 99.7 0.6 102.3 2.6 101.0 91.2

370260 26 24-Jun-2014 13:23 19.98 94.4 1.3 100.4 3.1 87.9 87.8

370260 27 24-Jun-2014 16:42 19.98 96.6 1.4 101.4 2.8 99.0 88.3

370260 28 24-Jun-2014 19:20 19.98 95.5 1.3 104.6 11.8 100.1 91.0

370260 29 25-Jun-2014 06:08 19.98 97.8 2.6 106.6 2.0 102.2 91.3

370260 30 09-Mar-2015 16:33 20.69 96.8 1.0 103.6 4.4 100.2 89.3

390201 02 27-Dec-1996 10:22 0.24 87.0 0.6 81.1 1.4 84.0 78.0

390201 03 08-Dec-1997 09:21 1.19 88.7 0.8 88.3 0.9 88.5 82.3

390201 04 12-Nov-1998 09:39 2.11 93.7 0.4 91.4 0.8 92.6 87.5

390201 05 20-Oct-1999 08:44 3.05 100.9 0.9 96.2 0.4 98.6 93.1

390201 06 16-Aug-2000 09:17 3.88 92.7 0.7 92.1 1.0 92.4 87.8

390201 07 04-Nov-2001 08:30 5.09 97.7 0.7 100.0 0.4 98.8 93.2

390201 08 06-Dec-2002 11:26 6.18 103.7 0.7 101.9 1.0 102.8 98.3

390201 09 29-Apr-2003 14:15 6.58 99.2 1.2 99.1 1.1 99.2 95.0

390201 10 04-Feb-2004 15:12 7.34 106.4 0.4 102.0 1.0 104.2 99.4

390201 11 05-May-2005 12:20 8.59 109.5 1.2 107.6 0.4 108.5 104.3

390201 12 08-Aug-2006 12:10 9.85 123.1 1.6 128.4 1.3 125.7 121.1

390202 02 27-Dec-1996 10:35 0.24 76.9 0.7 71.0 0.3 73.9 68.0

390202 03 08-Dec-1997 09:21 1.19 80.8 1.0 80.7 1.1 80.8 76.1

390202 04 12-Nov-1998 09:39 2.11 86.8 0.3 85.2 0.4 86.0 81.1

390202 05 20-Oct-1999 09:04 3.05 90.9 0.5 88.4 1.1 89.6 85.1

390202 06 16-Aug-2000 09:55 3.88 91.3 0.4 87.3 0.5 89.3 84.3

390202 07 04-Nov-2001 08:18 5.09 96.7 0.9 98.7 1.2 97.7 93.7

390202 08 06-Dec-2002 11:26 6.18 100.7 0.6 102.8 0.6 101.8 97.0

390202 09 29-Apr-2003 14:19 6.58 102.2 0.7 100.4 0.9 101.3 96.2

390202 10 04-Feb-2004 14:54 7.34 108.7 0.3 106.8 0.3 107.7 102.8

390202 11 05-May-2005 12:29 8.59 113.7 0.7 114.4 0.3 114.1 109.4

390202 12 08-Aug-2006 12:10 9.85 124.7 0.7 125.6 1.1 125.2 120.3

390203 02 27-Dec-1996 10:35 0.24 72.9 1.0 60.7 1.3 66.8 58.3

390203 03 08-Dec-1997 09:21 1.19 69.8 0.6 65.2 0.4 67.5 60.2

390203 04 12-Nov-1998 09:24 2.11 72.5 1.2 69.1 1.5 70.8 64.0

390203 05 20-Oct-1999 08:44 3.05 78.1 0.4 72.9 0.8 75.5 68.8

390203 06 16-Aug-2000 09:17 3.88 69.3 0.7 63.4 1.0 66.3 59.5

390203 07 04-Nov-2001 08:18 5.09 76.1 1.6 76.6 2.6 76.3 69.2

390203 08 06-Dec-2002 11:26 6.18 76.5 0.3 72.6 1.0 74.5 67.6

390203 09 29-Apr-2003 14:15 6.58 75.9 0.8 70.1 1.0 73.0 65.2

390203 10 04-Feb-2004 15:20 7.34 75.9 1.2 72.0 0.4 73.9 65.7

390203 11 05-May-2005 12:29 8.59 75.0 0.6 68.9 1.0 72.0 64.4

390203 12 08-Aug-2006 12:21 9.85 80.8 1.4 77.2 0.8 79.0 72.0

390203 13 23-Jul-2008 14:21 11.81 82.2 1.2 81.8 1.5 82.0 75.8

390203 14 21-Oct-2009 14:32 13.06 74.6 0.9 71.0 0.4 72.8 65.8

390203 15 11-Aug-2010 10:58 13.86 79.6 0.5 72.9 0.8 76.2 68.7

390203 16 18-Oct-2011 10:41 15.05 80.4 0.5 81.0 1.2 80.7 74.8

390203 17 22-May-2012 13:37 15.64 72.4 0.5 70.3 0.4 71.4 65.5

390203 18 03-Jun-2014 14:27 17.67 79.8 0.7 70.7 1.0 75.3 67.7

390203 19 29-Jul-2014 19:55 17.83 74.1 0.4 70.7 1.7 72.4 64.1
193

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

390203 20 30-Jul-2014 06:06 17.83 80.5 1.1 81.2 0.9 80.9 73.6

390203 21 30-Jul-2014 13:01 17.83 73.6 1.1 67.9 2.0 70.8 62.8

390204 S01 15-Aug-1996 13:15 −0.13 54.9 1.5 0.0 0.0 0.0 0.0

390204 02 27-Dec-1996 10:22 0.24 55.9 0.8 51.7 1.4 53.8 49.7

390204 03 08-Dec-1997 09:34 1.19 56.5 0.8 60.3 1.7 58.4 54.1

390204 S02 07-Mar-1998 06:12 1.43 57.9 1.1 57.0 0.9 57.4 54.2

390204 S03 07-Mar-1998 11:20 1.43 54.2 0.9 53.0 1.7 53.6 49.7

390204 S04 07-Mar-1998 15:06 1.43 57.8 0.5 54.3 0.8 56.1 52.4

390204 S05 28-May-1998 06:23 1.65 56.8 0.4 55.2 0.5 56.0 52.5

390204 S06 28-May-1998 15:06 1.66 56.5 0.7 53.6 0.7 55.0 51.1

390204 S07 13-Aug-1998 03:22 1.86 58.2 0.7 54.9 0.7 56.5 53.0

390204 S08 13-Aug-1998 07:31 1.87 58.3 0.2 55.5 0.4 56.9 53.7

390204 04 12-Nov-1998 09:24 2.11 64.7 0.8 67.9 1.3 66.3 63.3

390204 S09 12-Nov-1998 15:01 2.12 57.1 1.1 56.4 0.6 56.7 53.3

390204 S10 10-Mar-1999 06:25 2.44 63.4 0.5 64.0 2.4 63.7 60.1

390204 S11 10-Mar-1999 14:00 2.44 53.2 0.6 50.9 0.5 52.1 48.5

390204 S12 22-Jun-1999 06:14 2.72 58.0 0.7 60.0 1.3 59.0 55.2

390204 S13 22-Jun-1999 15:32 2.72 57.9 0.3 53.6 0.4 55.8 51.9

390204 05 20-Oct-1999 08:54 3.05 73.7 0.8 76.4 1.6 75.1 72.4

390204 S14 17-Jun-2000 05:23 3.71 58.5 0.7 56.3 0.4 57.4 54.3

390204 S15 17-Jun-2000 14:35 3.71 57.2 0.6 54.1 0.3 55.6 52.6

390204 06 16-Aug-2000 09:17 3.88 57.8 0.3 53.3 1.0 55.6 52.1

390204 07 04-Nov-2001 08:30 5.09 73.3 1.8 81.2 2.0 77.2 73.8

390204 08 06-Dec-2002 11:36 6.18 74.8 0.5 76.4 0.6 75.6 72.9

390204 09 29-Apr-2003 14:19 6.58 60.6 1.0 59.6 0.7 60.1 56.2

390204 10 04-Feb-2004 15:12 7.34 71.0 0.2 73.3 0.5 72.1 68.6

390204 11 05-May-2005 12:37 8.59 67.1 0.8 69.3 0.7 68.2 64.2

390204 12 08-Aug-2006 12:10 9.85 70.9 0.7 75.0 1.7 73.0 68.6

390205 02 27-Dec-1996 10:22 0.24 70.5 1.3 84.2 0.8 77.3 68.8

390205 03 08-Dec-1997 09:21 1.19 68.9 0.4 91.1 2.4 80.0 69.8

390205 04 12-Nov-1998 09:24 2.11 81.6 0.6 92.9 1.0 87.2 76.6

390205 05 20-Oct-1999 08:44 3.05 89.1 1.5 92.4 1.3 90.7 81.0

390205 06 16-Aug-2000 09:17 3.88 84.5 0.6 94.3 0.8 89.4 79.0

390205 07 04-Nov-2001 07:59 5.09 95.9 1.3 101.5 0.8 98.7 88.4

390205 08 06-Dec-2002 11:26 6.18 96.6 1.1 94.8 1.0 95.7 87.0

390205 09 29-Apr-2003 14:15 6.58 99.5 1.6 102.5 0.7 101.0 91.5

390205 10 04-Feb-2004 14:54 7.34 109.1 0.7 106.1 0.7 107.6 95.8

390205 11 05-May-2005 12:20 8.59 120.5 0.7 136.1 2.0 128.3 113.5

390205 12 08-Aug-2006 12:10 9.85 137.4 2.1 172.2 2.6 154.8 133.1

390206 02 27-Dec-1996 10:22 0.24 87.3 0.9 74.2 1.8 80.8 73.9

390206 03 08-Dec-1997 09:21 1.19 90.0 1.1 72.3 0.3 81.1 75.4

390206 04 12-Nov-1998 09:24 2.11 93.8 0.6 76.9 0.5 85.4 79.8

390206 05 20-Oct-1999 08:44 3.05 98.7 1.2 81.0 1.2 89.8 84.4

390206 06 16-Aug-2000 09:17 3.88 96.5 0.3 86.4 2.0 91.5 85.9

390206 07 04-Nov-2001 07:59 5.09 101.3 1.2 90.1 0.8 95.7 89.8

390206 08 06-Dec-2002 11:26 6.18 103.4 0.6 95.7 1.2 99.5 93.8

390206 09 29-Apr-2003 14:19 6.58 114.2 1.1 113.6 1.1 113.9 109.0

390206 10 04-Feb-2004 14:54 7.34 110.8 0.4 106.0 1.4 108.4 103.2
194

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

390206 11 05-May-2005 12:20 8.59 117.9 1.1 117.7 5.8 117.8 110.9

390206 12 08-Aug-2006 11:39 9.85 140.7 1.5 144.5 11.5 142.6 134.5

390207 02 27-Dec-1996 10:22 0.24 93.9 1.3 81.8 1.1 87.9 78.6

390207 03 08-Dec-1997 09:21 1.19 84.2 0.6 82.7 0.9 83.4 74.6

390207 04 12-Nov-1998 09:24 2.11 81.3 1.0 79.5 1.1 80.4 69.9

390207 05 20-Oct-1999 08:44 3.05 81.3 0.8 79.5 0.7 80.4 70.0

390207 06 16-Aug-2000 09:55 3.88 92.1 0.7 95.2 0.4 93.6 85.3

390207 07 04-Nov-2001 07:59 5.09 81.5 2.1 81.2 1.1 81.4 72.5

390207 08 06-Dec-2002 11:46 6.18 85.8 1.3 85.0 0.6 85.4 75.7

390207 09 29-Apr-2003 14:15 6.58 106.0 1.1 110.8 3.2 108.4 100.4

390207 10 04-Feb-2004 14:54 7.34 93.7 1.0 82.8 1.2 88.2 78.3

390207 11 05-May-2005 12:37 8.59 102.7 1.3 105.9 2.2 104.3 96.1

390207 12 08-Aug-2006 12:10 9.85 118.3 1.1 118.6 2.2 118.5 112.7

390207 13 23-Jul-2008 14:13 11.81 106.3 0.6 103.3 2.7 104.8 98.3

390207 14 21-Oct-2009 14:32 13.06 92.9 1.6 91.8 2.6 92.3 84.1

390207 15 11-Aug-2010 10:40 13.86 95.9 0.3 88.9 0.7 92.4 83.4

390207 16 18-Oct-2011 10:48 15.05 92.2 1.0 83.7 1.2 88.0 79.0

390207 17 22-May-2012 13:37 15.64 97.6 1.6 91.9 0.6 94.8 85.9

390207 18 03-Jun-2014 14:27 17.67 118.9 1.8 119.7 1.7 119.3 111.1

390207 19 29-Jul-2014 19:55 17.83 109.8 1.6 108.4 2.6 109.1 100.0

390207 20 30-Jul-2014 05:57 17.83 112.3 2.3 107.1 1.6 109.7 100.2

390207 21 30-Jul-2014 13:01 17.83 111.1 1.7 110.8 2.1 110.9 101.8

390208 02 27-Dec-1996 10:35 0.24 98.1 1.9 91.7 0.8 94.9 87.9

390208 03 08-Dec-1997 09:34 1.19 87.3 0.9 86.5 1.2 86.9 78.0

390208 04 12-Nov-1998 09:24 2.11 84.9 1.2 82.3 1.1 83.6 74.2

390208 05 20-Oct-1999 08:44 3.05 84.6 0.9 80.8 1.2 82.7 73.4

390208 06 16-Aug-2000 09:17 3.88 98.8 1.0 90.9 1.1 94.8 86.3

390208 07 04-Nov-2001 08:30 5.09 85.2 1.7 91.9 0.9 88.6 77.8

390208 08 06-Dec-2002 11:26 6.18 86.9 0.9 83.1 0.4 85.0 76.8

390208 09 29-Apr-2003 14:19 6.58 105.3 0.6 96.0 1.7 100.6 94.1

390208 10 04-Feb-2004 15:12 7.34 87.4 0.9 81.3 0.6 84.3 77.2

390208 11 05-May-2005 12:29 8.59 100.0 0.8 94.2 1.5 97.1 89.7

390208 12 08-Aug-2006 12:10 9.85 113.0 1.7 104.2 1.1 108.6 102.1

390208 13 23-Jul-2008 14:13 11.81 105.5 2.2 115.3 2.2 110.4 100.4

390208 14 21-Oct-2009 14:46 13.06 108.2 1.6 98.4 2.5 103.3 93.4

390208 15 11-Aug-2010 10:58 13.86 109.4 0.8 106.8 1.6 108.1 97.1

390208 16 18-Oct-2011 10:34 15.05 105.5 0.5 120.5 2.3 113.0 101.6

390208 17 22-May-2012 13:37 15.64 115.8 0.9 123.7 0.9 119.7 109.4

390208 18 03-Jun-2014 14:27 17.67 172.7 2.6 152.0 2.2 162.4 148.0

390208 19 29-Jul-2014 19:55 17.83 169.8 1.4 148.3 1.6 159.1 145.3

390208 20 30-Jul-2014 05:57 17.83 171.8 2.1 153.8 3.6 162.8 149.5

390208 21 30-Jul-2014 13:01 17.83 170.1 1.7 151.4 3.2 160.8 147.0

390209 02 27-Dec-1996 10:22 0.24 66.9 1.4 60.2 0.8 63.6 56.9

390209 03 08-Dec-1997 09:21 1.19 72.3 0.5 62.0 0.3 67.2 62.5

390209 04 12-Nov-1998 09:24 2.11 77.4 0.3 67.7 1.4 72.5 67.9

390209 05 20-Oct-1999 08:44 3.05 78.3 1.1 69.6 1.5 74.0 69.3

390209 06 16-Aug-2000 09:17 3.88 74.5 0.7 65.1 0.7 69.8 65.1

390209 07 04-Nov-2001 08:30 5.09 76.4 0.4 73.2 1.0 74.8 69.3
195

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

390209 08 06-Dec-2002 11:36 6.18 79.3 0.5 71.3 0.8 75.3 69.9

390209 09 29-Apr-2003 14:37 6.58 81.7 1.4 77.3 0.8 79.5 74.0

390209 10 04-Feb-2004 15:01 7.34 78.3 0.5 71.8 0.7 75.0 69.8

390209 11 05-May-2005 12:20 8.59 85.4 0.7 81.5 1.4 83.4 77.3

390209 12 08-Aug-2006 12:10 9.85 87.0 0.4 83.2 1.2 85.1 79.7

390209 13 23-Jul-2008 14:13 11.81 99.8 2.0 104.5 1.7 102.2 95.5

390209 14 21-Oct-2009 14:53 13.06 106.1 1.4 114.2 2.1 110.2 103.3

390209 15 11-Aug-2010 10:40 13.86 109.4 0.6 125.8 1.5 117.6 110.3

390209 16 18-Oct-2011 10:34 15.05 116.7 0.4 141.7 2.4 129.2 120.6

390209 17 22-May-2012 13:37 15.64 116.5 0.4 130.6 1.7 123.5 116.0

390210 02 27-Dec-1996 10:22 0.24 67.7 0.2 59.2 0.8 63.5 58.5

390210 03 08-Dec-1997 09:21 1.19 72.9 0.3 68.5 0.5 70.7 65.5

390210 04 12-Nov-1998 09:24 2.11 69.1 0.7 66.5 1.2 67.8 63.0

390210 05 20-Oct-1999 08:44 3.05 70.5 0.5 66.5 1.1 68.5 63.6

390210 06 16-Aug-2000 09:17 3.88 78.9 1.7 74.7 1.5 76.8 72.7

390210 07 04-Nov-2001 07:59 5.09 73.0 0.6 68.6 0.7 70.8 66.1

390210 08 06-Dec-2002 11:26 6.18 75.6 1.0 71.6 0.9 73.6 69.5

390210 09 29-Apr-2003 14:44 6.58 91.1 1.6 89.5 0.7 90.3 86.5

390210 10 04-Feb-2004 15:20 7.34 81.5 1.1 75.9 1.1 78.7 73.4

390210 11 05-May-2005 12:20 8.59 95.6 1.3 89.0 0.8 92.3 88.7

390210 12 08-Aug-2006 12:21 9.85 95.3 1.2 84.7 1.2 90.0 86.2

390211 02 27-Dec-1996 10:22 0.24 90.7 1.3 77.2 1.8 83.9 78.5

390211 03 08-Dec-1997 09:21 1.19 90.7 0.9 81.9 1.2 86.3 80.7

390211 04 12-Nov-1998 09:24 2.11 93.3 0.9 80.8 0.5 87.1 81.1

390211 05 20-Oct-1999 08:44 3.05 91.9 1.0 80.5 1.4 86.2 80.7

390211 06 16-Aug-2000 09:17 3.88 93.4 1.0 82.9 2.1 88.1 82.9

390211 07 04-Nov-2001 08:30 5.09 90.7 0.7 81.0 1.3 85.8 80.9

390211 08 06-Dec-2002 11:26 6.18 97.0 1.2 83.4 1.3 90.2 84.3

390211 09 29-Apr-2003 14:37 6.58 100.5 0.8 92.9 1.2 96.7 90.5

390211 10 04-Feb-2004 15:01 7.34 95.0 1.2 82.4 0.8 88.7 81.7

390211 11 05-May-2005 12:37 8.59 104.0 0.9 89.3 1.8 96.6 90.5

390211 12 08-Aug-2006 11:39 9.85 99.3 1.6 91.9 1.1 95.6 90.1

390211 13 23-Jul-2008 14:13 11.81 100.4 0.4 90.7 0.7 95.6 89.9

390211 14 21-Oct-2009 14:32 13.06 99.0 1.4 91.7 1.8 95.4 89.5

390211 15 11-Aug-2010 10:50 13.86 108.2 1.1 97.1 0.5 102.6 96.4

390211 16 18-Oct-2011 10:34 15.05 98.5 0.6 94.4 1.7 96.4 90.8

390211 17 22-May-2012 13:44 15.64 103.9 1.1 95.6 0.5 99.7 93.8

390211 18 03-Jun-2014 14:27 17.67 110.7 1.6 101.1 0.8 105.9 100.9

390211 19 29-Jul-2014 19:55 17.83 110.1 2.7 98.5 1.2 104.3 98.7

390211 20 30-Jul-2014 05:57 17.83 110.2 1.3 95.8 1.5 103.0 98.2

390211 21 30-Jul-2014 13:01 17.83 108.2 2.1 95.4 2.0 101.8 96.0

390212 02 27-Dec-1996 10:22 0.24 72.4 1.3 63.1 0.7 67.8 60.7

390212 03 08-Dec-1997 09:34 1.19 69.4 0.8 68.5 0.9 69.0 60.9

390212 04 12-Nov-1998 09:24 2.11 68.2 1.2 63.9 1.2 66.0 58.1

390212 05 20-Oct-1999 08:44 3.05 66.6 0.9 64.1 1.1 65.3 57.0

390212 06 16-Aug-2000 10:08 3.88 70.4 1.3 66.7 1.1 68.5 61.2

390212 07 04-Nov-2001 08:18 5.09 65.2 1.0 69.9 0.8 67.6 59.2

390212 08 06-Dec-2002 11:36 6.18 67.3 1.6 64.9 1.0 66.1 58.5
196

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

390212 09 29-Apr-2003 14:15 6.58 84.0 0.7 77.4 1.0 80.7 74.8

390212 10 04-Feb-2004 14:54 7.34 72.7 0.6 67.5 1.5 70.1 64.0

390212 11 05-May-2005 12:29 8.59 80.5 0.6 73.7 1.2 77.1 70.8

390212 12 08-Aug-2006 12:21 9.85 75.8 1.7 74.9 0.5 75.4 68.7

390212 17 22-May-2012 13:37 15.64 76.7 0.7 86.4 0.8 81.6 73.5

390212 18 03-Jun-2014 14:27 17.67 138.8 8.9 141.9 2.6 140.4 125.6

390212 19 29-Jul-2014 19:55 17.83 140.4 3.4 142.3 4.3 141.4 125.9

390212 20 30-Jul-2014 05:57 17.83 143.9 3.7 147.6 4.2 145.7 129.2

390212 21 30-Jul-2014 13:01 17.83 141.4 3.3 140.7 2.6 141.0 125.5

390259 02 27-Dec-1996 10:35 0.24 55.8 0.6 43.9 0.6 49.8 46.2

390259 03 08-Dec-1997 09:21 1.19 55.5 0.7 46.6 0.2 51.0 48.4

390259 04 12-Nov-1998 09:24 2.11 60.8 1.1 53.8 1.0 57.3 54.9

390259 05 20-Oct-1999 09:04 3.05 66.6 1.2 63.1 1.2 64.9 62.1

390259 06 16-Aug-2000 09:55 3.88 56.1 0.9 49.3 1.1 52.7 50.1

390259 07 04-Nov-2001 08:18 5.09 61.9 2.0 60.6 2.7 61.2 58.3

390259 08 06-Dec-2002 11:46 6.18 63.8 0.6 62.7 0.5 63.3 60.0

390259 09 29-Apr-2003 14:44 6.58 61.6 0.7 53.1 0.4 57.3 54.5

390259 10 04-Feb-2004 15:12 7.34 60.7 0.4 62.8 0.7 61.8 57.9

390259 11 05-May-2005 12:37 8.59 74.2 0.9 65.3 0.9 69.7 66.0

390260 02 27-Dec-1996 10:22 0.24 80.8 0.5 58.5 1.0 69.7 61.0

390260 03 08-Dec-1997 09:21 1.19 80.1 0.9 64.1 0.8 72.1 63.5

390260 04 12-Nov-1998 09:24 2.11 80.5 0.9 65.7 1.1 73.1 64.4

390260 05 20-Oct-1999 08:44 3.05 84.2 0.8 65.5 0.4 74.8 65.6

390260 06 16-Aug-2000 09:17 3.88 84.7 1.3 63.2 0.9 73.9 66.3

390260 07 04-Nov-2001 07:59 5.09 80.8 1.1 70.9 2.3 75.8 65.9

390260 08 06-Dec-2002 11:26 6.18 83.6 1.0 66.8 0.6 75.2 66.7

390260 09 29-Apr-2003 14:15 6.58 89.8 1.3 72.8 0.9 81.3 73.4

390260 10 04-Feb-2004 15:12 7.34 87.6 0.4 69.1 1.1 78.4 70.0

390260 11 05-May-2005 12:37 8.59 93.1 0.4 74.0 0.8 83.6 76.4

390260 12 08-Aug-2006 12:21 9.85 87.5 1.2 72.8 1.7 80.2 72.4

390260 13 23-Jul-2008 14:21 11.81 89.5 0.5 72.7 0.6 81.1 72.8

390260 14 21-Oct-2009 14:32 13.06 88.3 1.4 72.8 1.6 80.5 72.4

390260 15 11-Aug-2010 10:50 13.86 87.5 1.1 74.9 1.0 81.2 72.8

390260 16 18-Oct-2011 10:41 15.05 85.1 1.1 74.6 0.6 79.9 71.4

390260 17 22-May-2012 13:37 15.64 87.0 1.0 74.6 1.1 80.8 72.2

390260 18 03-Jun-2014 14:27 17.67 90.6 0.9 75.5 1.3 83.0 76.0

390260 19 29-Jul-2014 20:06 17.83 86.5 0.8 74.2 0.2 80.3 72.5

390260 20 30-Jul-2014 05:57 17.83 85.9 1.1 77.6 0.6 81.8 73.2

390260 21 30-Jul-2014 13:01 17.83 86.7 0.4 74.3 1.5 80.5 72.8

390261 02 27-Dec-1996 10:22 0.24 77.1 0.7 67.9 1.2 72.5 64.9

390261 03 08-Dec-1997 09:34 1.19 80.0 0.9 72.6 1.0 76.3 69.0

390261 04 12-Nov-1998 09:24 2.11 80.4 1.5 72.2 1.0 76.3 68.9

390261 05 20-Oct-1999 09:04 3.05 80.8 0.9 74.0 0.9 77.4 70.4

390261 06 16-Aug-2000 09:17 3.88 77.4 1.2 71.1 0.8 74.2 67.6

390261 07 04-Nov-2001 07:59 5.09 80.6 1.0 79.0 1.0 79.8 73.5

390261 08 06-Dec-2002 11:36 6.18 81.9 1.3 71.7 0.6 76.8 70.5

390261 09 29-Apr-2003 14:15 6.58 82.4 0.9 71.5 1.1 76.9 70.3

390261 10 04-Feb-2004 14:54 7.34 86.6 0.7 72.5 0.8 79.5 72.6
197

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

390261 11 05-May-2005 12:29 8.59 83.6 0.6 70.7 0.4 77.2 71.0

390261 12 08-Aug-2006 12:10 9.85 80.2 1.2 73.5 1.6 76.8 70.5

390261 13 23-Jul-2008 14:13 11.81 81.3 1.2 74.1 0.3 77.7 72.3

390261 14 21-Oct-2009 14:32 13.06 82.0 2.0 75.4 1.1 78.7 72.5

390261 15 11-Aug-2010 11:16 13.86 86.1 0.6 75.0 0.4 80.6 74.1

390261 16 18-Oct-2011 10:34 15.05 86.1 0.8 79.7 0.7 82.9 77.5

390261 17 22-May-2012 13:37 15.64 82.9 0.5 76.4 0.6 79.7 73.5

390261 18 03-Jun-2014 14:27 17.67 80.4 1.2 75.3 0.3 77.8 71.4

390261 19 29-Jul-2014 19:55 17.83 81.3 1.8 72.4 0.3 76.9 70.7

390261 20 30-Jul-2014 05:57 17.83 85.9 1.7 75.9 0.4 80.9 74.8

390261 21 30-Jul-2014 13:01 17.83 82.6 0.7 71.8 0.7 77.2 70.8

390262 02 27-Dec-1996 10:22 0.24 98.2 3.1 67.1 0.8 82.6 73.5

390262 03 08-Dec-1997 09:42 1.19 89.9 0.7 67.8 0.6 78.9 69.9

390262 04 12-Nov-1998 09:24 2.11 91.8 0.7 68.9 0.8 80.3 70.7

390262 05 20-Oct-1999 09:04 3.05 90.3 1.5 68.1 0.3 79.2 70.4

390262 06 16-Aug-2000 09:55 3.88 93.8 1.1 66.2 0.8 80.0 71.5

390262 07 04-Nov-2001 08:18 5.09 84.7 1.0 68.3 0.8 76.5 67.3

390262 08 06-Dec-2002 11:36 6.18 91.6 1.8 69.4 1.1 80.5 71.3

390262 10 04-Feb-2004 15:29 7.34 96.6 0.7 69.5 0.6 83.1 73.8

390262 11 05-May-2005 12:29 8.59 98.4 1.0 71.9 1.4 85.1 76.3

390262 12 08-Aug-2006 12:21 9.85 86.6 3.6 69.9 1.0 78.3 69.7

390262 13 23-Jul-2008 14:13 11.81 82.3 1.5 72.3 0.5 77.3 68.1

390262 14 21-Oct-2009 14:32 13.06 99.3 1.9 74.6 0.7 87.0 78.2

390262 15 11-Aug-2010 10:40 13.86 97.6 0.7 75.5 0.7 86.5 77.9

390262 16 18-Oct-2011 10:34 15.05 95.8 1.3 77.4 1.1 86.6 78.7

390262 17 22-May-2012 13:37 15.64 93.3 1.1 76.2 0.7 84.7 76.7

390262 18 03-Jun-2014 14:27 17.67 94.4 2.4 75.1 0.6 84.8 76.4

390262 19 29-Jul-2014 20:06 17.83 96.3 0.9 76.6 1.0 86.5 77.9

390262 20 30-Jul-2014 05:57 17.83 96.0 1.5 78.2 1.2 87.1 78.6

390262 21 30-Jul-2014 13:01 17.83 95.5 1.5 75.2 0.7 85.3 76.9

390263 02 27-Dec-1996 10:22 0.24 82.6 1.5 67.2 0.7 74.9 68.5

390263 03 08-Dec-1997 09:34 1.19 86.5 0.8 75.1 0.8 80.8 74.7

390263 04 12-Nov-1998 09:24 2.11 85.8 1.0 75.4 0.7 80.6 75.0

390263 05 20-Oct-1999 08:54 3.05 93.0 1.0 78.9 1.3 86.0 80.1

390263 06 16-Aug-2000 09:17 3.88 83.2 0.7 75.6 0.7 79.4 72.7

390263 07 04-Nov-2001 08:18 5.09 89.3 1.3 80.5 1.6 84.9 79.0

390263 08 06-Dec-2002 11:26 6.18 91.4 1.3 82.4 1.0 86.9 80.8

390263 10 04-Feb-2004 14:54 7.34 96.5 0.6 86.6 0.4 91.6 84.1

390263 11 05-May-2005 12:37 8.59 88.6 1.0 84.9 0.7 86.7 79.7

390263 12 08-Aug-2006 12:10 9.85 88.9 1.4 86.5 0.6 87.7 80.2

390263 13 23-Jul-2008 14:13 11.81 89.2 1.4 89.2 1.0 89.2 82.5

390263 14 21-Oct-2009 14:46 13.06 88.6 0.6 86.9 1.3 87.8 81.4

390263 15 11-Aug-2010 10:50 13.86 96.1 1.5 88.9 0.3 92.5 85.0

390263 16 18-Oct-2011 10:41 15.05 95.7 1.0 92.0 1.3 93.9 87.8

390263 17 22-May-2012 13:37 15.64 92.3 1.7 90.0 1.1 91.2 84.2

390263 18 03-Jun-2014 14:42 17.67 91.5 1.7 89.0 1.3 90.3 83.5

390263 19 29-Jul-2014 20:06 17.83 91.0 1.2 86.8 1.6 88.9 81.1

390263 20 30-Jul-2014 05:57 17.83 92.9 0.4 88.2 1.2 90.5 84.0
198

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

390263 21 30-Jul-2014 13:01 17.83 90.5 1.1 86.2 1.2 88.3 79.9

390264 02 27-Dec-1996 10:22 0.24 51.0 2.4 79.0 1.4 65.0 54.6

390264 03 08-Dec-1997 09:21 1.19 64.9 1.1 95.0 3.4 80.0 71.7

390264 04 12-Nov-1998 09:24 2.11 87.6 1.8 111.0 1.0 99.3 93.3

390264 05 20-Oct-1999 08:44 3.05 97.7 4.3 126.4 1.6 112.1 107.2

390264 06 16-Aug-2000 09:55 3.88 86.5 2.5 114.8 2.4 100.7 94.4

390264 07 04-Nov-2001 07:59 5.09 117.3 6.6 144.4 2.3 130.8 122.4

390264 08 06-Dec-2002 11:36 6.18 111.3 0.9 130.3 2.7 120.8 113.9

390264 10 04-Feb-2004 14:54 7.34 93.9 1.6 119.5 0.9 106.7 99.7

390264 11 05-May-2005 12:20 8.59 90.9 4.1 107.7 1.9 99.3 90.6

390264 17 22-May-2012 13:44 15.64 103.4 1.3 91.8 0.7 97.6 91.7

390265 02 27-Dec-1996 10:22 0.24 100.7 0.8 79.2 0.9 89.9 80.4

390265 03 08-Dec-1997 09:34 1.19 104.1 0.9 87.7 0.9 95.9 86.9

390265 04 12-Nov-1998 09:24 2.11 106.4 0.7 89.1 0.3 97.7 88.8

390265 05 20-Oct-1999 08:54 3.05 108.3 0.4 91.7 1.5 100.0 91.2

390265 06 16-Aug-2000 09:55 3.88 108.5 1.3 87.5 0.4 98.0 91.0

390265 07 04-Nov-2001 07:59 5.09 106.0 1.3 97.3 0.6 101.6 93.2

390265 08 06-Dec-2002 11:46 6.18 110.5 0.7 90.5 1.0 100.5 93.3

390265 09 29-Apr-2003 14:15 6.58 113.7 1.1 92.2 1.1 103.0 96.1

390265 10 04-Feb-2004 15:12 7.34 107.0 1.2 90.0 0.6 98.5 91.1

390265 11 05-May-2005 12:20 8.59 111.6 0.8 92.6 0.5 102.1 95.6

390265 12 08-Aug-2006 11:39 9.85 108.9 0.2 92.1 0.7 100.5 93.3

390265 13 23-Jul-2008 14:13 11.81 108.4 0.8 93.6 0.6 101.0 92.9

390265 14 21-Oct-2009 14:53 13.06 111.7 0.6 94.0 1.3 102.9 95.4

390265 15 11-Aug-2010 10:58 13.86 109.9 0.5 94.6 0.4 102.3 95.1

390265 16 18-Oct-2011 10:34 15.05 110.5 0.9 100.7 0.7 105.6 98.0

390265 17 22-May-2012 13:37 15.64 112.8 0.4 97.8 1.0 105.3 97.9

390265 18 03-Jun-2014 14:27 17.67 114.7 1.2 96.9 1.3 105.8 98.9

390265 19 29-Jul-2014 19:55 17.83 110.4 1.9 97.6 1.2 104.0 96.2

390265 20 30-Jul-2014 05:57 17.83 108.5 1.0 99.4 0.4 103.9 95.9

390265 21 30-Jul-2014 13:01 17.83 110.7 2.6 96.0 1.0 103.3 95.8

493011 01 02-Aug-1989 11:56 3.26 95.2 1.9 73.9 1.4 84.6 75.5

493011 02 01-Sep-1990 07:49 4.34 108.9 1.7 92.8 1.4 100.9 93.1

493011 03 22-Oct-1991 15:37 5.48 116.2 1.8 98.2 1.1 107.2 97.3

493011 04 12-Nov-1992 17:06 6.54 122.4 1.0 109.0 0.5 115.7 107.4

493011 05 15-Nov-1993 15:53 7.54 133.9 2.5 118.0 1.0 125.9 117.6

493011 06 13-Jan-1994 10:52 7.71 130.3 1.8 118.3 9.1 124.3 115.1

493011 07 16-Apr-1994 01:18 7.96 118.3 1.4 101.3 1.1 109.8 99.4

493011 08 14-Jul-1994 20:39 8.20 117.4 3.0 104.8 1.1 111.1 102.8

493011 09 13-Nov-1994 13:54 8.54 135.9 1.7 121.4 1.2 128.6 119.5

493011 10 15-Feb-1995 12:39 8.80 120.4 1.9 104.3 1.2 112.3 103.6

493011 11 18-May-1995 11:50 9.05 117.3 2.6 104.6 2.9 110.9 102.1

493011 12 05-Dec-1996 07:49 10.60 157.3 1.3 144.9 0.8 151.1 141.6

493011 13 05-Dec-1996 14:09 10.60 150.6 1.2 135.0 1.1 142.8 134.2

493011 14 02-Mar-1997 09:48 10.84 146.0 1.2 131.0 0.3 138.5 128.6

493011 15 02-Mar-1997 13:56 10.84 141.6 0.9 126.2 2.6 133.9 124.0

493011 16 25-Apr-1997 07:09 10.99 148.1 0.3 133.7 0.5 140.9 132.7

493011 17 25-Apr-1997 12:10 10.99 130.7 0.8 122.8 0.9 126.8 118.0
199

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

493011 18 01-Aug-1997 09:21 11.25 148.5 1.6 139.2 0.3 143.8 134.3

493011 19 01-Aug-1997 14:28 11.25 142.0 1.4 130.9 1.6 136.5 127.1

493011 20 17-Sep-1997 09:15 11.38 152.7 2.1 140.3 1.5 146.5 138.0

493011 21 17-Sep-1997 12:42 11.38 140.0 1.8 128.6 1.8 134.3 125.4

493011 22 01-Dec-1998 12:03 12.59 147.7 1.1 132.8 1.6 140.3 131.7

493011 23 13-Jul-1999 14:33 13.20 133.4 3.3 125.6 1.4 129.5 119.7

493011 24 09-Sep-2001 07:52 15.36 179.3 1.5 166.1 0.7 172.7 165.6

493011 25 26-Jan-2004 16:11 17.74 171.4 0.9 165.1 0.6 168.2 157.3

493011 26 06-Oct-2004 13:53 18.44 163.8 0.8 155.1 0.7 159.4 148.6

493011 27 20-Dec-2004 11:53 18.64 163.7 1.6 153.0 0.9 158.3 147.8

493011 28 09-Oct-2007 15:16 21.44 167.4 2.0 170.4 1.3 168.9 158.3

493011 29 26-Oct-2010 14:00 24.49 189.9 0.6 197.0 1.1 193.5 182.7

493011 30 23-Oct-2012 16:25 26.48 71.4 2.5 77.6 4.2 74.5 58.1

493011 31 20-May-2014 21:29 28.05 69.8 2.4 66.5 2.2 68.2 58.1

493011 32 18-May-2015 19:57 29.05 72.3 4.0 76.8 2.9 74.6 64.5

530201 01 18-Nov-1995 13:18 0.00 68.5 0.4 85.8 1.4 77.2 67.2

530201 02 06-Oct-1997 16:48 1.88 78.2 1.2 95.0 2.0 86.6 75.8

530201 03 15-May-1998 14:27 2.48 73.9 1.1 95.4 2.4 84.7 73.0

530201 04 07-May-1999 12:52 3.46 73.0 1.8 100.0 1.1 86.5 75.5

530201 05 29-Jun-2000 13:40 4.61 73.4 1.7 99.5 1.3 86.5 75.4

530201 06 07-Aug-2001 10:33 5.71 81.5 1.7 102.5 0.6 92.0 81.0

530201 07 05-Aug-2002 10:56 6.71 81.7 1.4 103.5 1.1 92.6 81.3

530201 08 20-Aug-2003 15:32 7.75 84.7 1.3 100.3 1.7 92.5 81.7

530201 09 23-Jul-2004 13:41 8.67 79.4 1.0 97.0 2.4 88.2 76.2

530201 10 24-Jun-2005 18:21 9.59 80.3 0.7 100.5 2.8 90.4 78.9

530201 11 07-Jun-2006 18:12 10.55 80.5 1.0 96.6 1.3 88.5 76.5

530201 12 19-Jul-2007 17:55 11.66 82.6 1.4 99.2 2.0 90.9 78.2

530201 13 12-Jun-2008 13:24 12.56 85.3 3.3 102.3 1.0 93.8 81.0

530201 14 30-Apr-2009 14:30 13.44 83.9 1.4 99.2 1.3 91.5 80.4

530201 15 29-Jul-2010 11:36 14.69 88.7 1.4 102.5 1.2 95.6 81.4

530201 16 05-Feb-2011 12:33 15.21 81.3 2.4 98.6 1.0 90.0 76.4

530201 17 14-May-2012 21:48 16.48 94.9 1.7 101.7 2.0 98.3 82.4

530201 18 17-May-2013 06:43 17.49 100.6 2.4 106.0 1.2 103.3 86.8

530201 19 17-May-2013 10:05 17.49 94.9 2.1 100.6 1.8 97.7 82.8

530201 20 17-May-2013 15:41 17.49 92.8 1.1 101.9 2.0 97.4 82.9

530201 21 16-Apr-2015 00:21 19.40 94.8 1.6 107.9 1.6 101.3 82.2

530202 01 18-Nov-1995 13:18 0.00 58.2 0.9 69.0 1.3 63.6 59.0

530202 02 06-Oct-1997 16:48 1.88 56.9 1.0 68.7 1.6 62.8 57.7

530202 03 15-May-1998 14:14 2.48 58.1 0.9 71.0 2.1 64.6 59.5

530202 04 07-May-1999 13:02 3.46 66.4 0.6 67.9 0.5 67.2 62.2

530202 05 29-Jun-2000 13:27 4.61 65.7 0.9 67.9 1.3 66.8 62.4

530202 06 07-Aug-2001 10:43 5.71 61.1 0.4 62.6 0.6 61.8 57.4

530202 07 05-Aug-2002 10:46 6.71 62.0 1.0 61.9 0.6 62.0 57.6

530202 08 20-Aug-2003 15:16 7.75 58.4 0.6 71.2 1.2 64.8 59.4

530202 09 23-Jul-2004 14:12 8.67 58.3 1.0 72.7 0.4 65.5 60.1

530202 10 24-Jun-2005 18:21 9.59 62.4 1.7 62.6 1.7 62.5 57.3

530202 11 07-Jun-2006 17:59 10.55 59.1 0.8 71.5 1.0 65.3 59.8

530202 12 19-Jul-2007 17:55 11.66 60.1 1.9 72.8 2.3 66.4 60.8
200

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

530202 13 12-Jun-2008 12:29 12.56 63.7 2.0 73.6 1.2 68.6 63.3

530202 14 30-Apr-2009 13:33 13.44 62.2 1.8 74.9 1.9 68.6 63.1

530202 15 29-Jul-2010 10:08 14.69 62.4 1.2 67.3 2.0 64.8 59.0

530202 16 05-Feb-2011 12:00 15.21 61.4 1.0 72.8 1.0 67.1 61.6

530202 17 14-May-2012 20:57 16.48 61.5 1.2 70.5 1.2 66.0 60.7

530202 18 16-May-2013 07:03 17.48 67.6 0.9 76.0 1.0 71.8 66.8

530202 19 16-May-2013 10:01 17.49 62.0 1.7 69.5 2.1 65.8 60.6

530202 20 16-May-2013 15:07 17.49 59.8 0.8 70.7 0.7 65.3 59.9

530202 21 16-Apr-2015 00:32 19.40 64.7 1.3 63.6 1.8 64.1 59.2

530203 01 18-Nov-1995 13:18 0.00 74.7 1.5 85.9 1.6 80.3 70.6

530203 02 06-Oct-1997 16:48 1.88 74.2 2.1 86.0 2.5 80.1 68.6

530203 03 15-May-1998 14:27 2.48 72.7 2.4 86.0 2.8 79.3 67.2

530203 04 07-May-1999 12:52 3.46 78.0 3.5 87.5 3.6 82.8 68.9

530203 05 29-Jun-2000 13:13 4.61 80.2 1.6 90.2 1.7 85.2 71.6

530203 06 07-Aug-2001 10:33 5.71 81.9 1.8 93.3 2.1 87.6 75.5

530203 07 05-Aug-2002 11:06 6.71 85.8 1.4 90.5 2.5 88.1 74.1

530203 08 20-Aug-2003 15:37 7.75 84.1 0.7 95.0 1.3 89.6 79.3

530203 09 23-Jul-2004 13:41 8.67 78.7 2.8 91.7 1.7 85.2 74.0

530203 10 24-Jun-2005 18:21 9.59 86.7 1.6 88.2 1.8 87.4 72.5

530203 11 07-Jun-2006 18:22 10.55 80.8 2.1 91.7 0.4 86.2 73.9

530203 12 19-Jul-2007 17:55 11.66 83.5 0.8 93.8 0.5 88.6 76.7

530203 13 12-Jun-2008 12:41 12.56 83.9 2.0 94.4 2.8 89.1 75.0

530203 14 30-Apr-2009 13:33 13.44 79.8 2.2 91.2 3.1 85.5 72.2

530203 15 29-Jul-2010 10:08 14.69 85.3 2.7 95.1 1.1 90.2 76.7

530203 16 05-Feb-2011 11:45 15.21 80.3 2.6 92.7 1.7 86.5 73.9

530203 17 14-May-2012 20:52 16.48 88.9 2.8 98.3 1.3 93.6 79.1

530203 18 16-May-2013 07:03 17.48 95.3 1.6 103.1 0.8 99.2 84.5

530203 19 16-May-2013 10:09 17.49 97.9 2.5 101.6 1.4 99.7 83.5

530203 20 16-May-2013 15:07 17.49 89.9 3.2 96.2 0.9 93.1 79.4

530203 21 16-Apr-2015 00:32 19.40 96.5 3.0 99.6 3.0 98.1 82.1

530204 01 18-Nov-1995 13:18 0.00 75.0 1.6 74.4 1.6 74.7 68.6

530204 02 06-Oct-1997 16:48 1.88 77.9 1.6 73.7 0.9 75.8 68.7

530204 03 15-May-1998 14:27 2.48 78.7 2.2 78.7 2.9 78.7 71.4

530204 04 07-May-1999 13:02 3.46 77.4 1.3 81.4 1.7 79.4 72.0

530204 05 29-Jun-2000 13:13 4.61 77.5 1.3 82.4 1.0 79.9 72.8

530204 06 07-Aug-2001 10:33 5.71 75.1 0.7 78.5 1.3 76.8 70.8

530204 07 05-Aug-2002 10:56 6.71 80.3 0.8 77.8 1.1 79.0 72.9

530204 08 20-Aug-2003 15:32 7.75 76.7 0.8 77.0 0.7 76.9 70.1

530204 09 23-Jul-2004 13:41 8.67 75.7 1.4 77.8 1.2 76.7 70.0

530204 10 24-Jun-2005 18:35 9.59 79.9 1.6 80.2 1.3 80.1 72.8

530204 11 07-Jun-2006 18:12 10.55 78.6 1.5 81.1 1.4 79.9 72.4

530204 12 19-Jul-2007 17:55 11.66 79.2 1.1 80.0 1.3 79.6 72.3

530204 13 12-Jun-2008 12:29 12.56 78.6 1.6 78.9 0.7 78.7 71.1

530204 14 30-Apr-2009 13:38 13.44 78.7 1.3 80.9 1.9 79.8 72.1

530204 15 29-Jul-2010 11:27 14.69 76.8 1.4 80.7 1.4 78.7 71.3

530204 16 05-Feb-2011 12:33 15.21 77.6 1.0 80.7 1.0 79.2 71.9

530204 17 14-May-2012 21:03 16.48 79.6 0.7 81.2 1.1 80.4 73.6

530204 18 17-May-2013 07:37 17.49 89.2 1.6 92.9 1.1 91.1 85.3
201

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

530204 19 17-May-2013 10:29 17.49 80.9 1.4 82.0 1.7 81.5 75.7

530204 20 17-May-2013 15:04 17.49 77.8 1.1 79.7 1.2 78.7 71.7

530204 21 16-Apr-2015 00:32 19.40 84.0 1.0 86.4 2.1 85.2 78.9

530205 01 18-Nov-1995 13:18 0.00 72.3 0.3 84.6 2.2 78.4 67.1

530205 02 06-Oct-1997 16:48 1.88 79.6 3.0 82.6 2.7 81.1 70.5

530205 03 15-May-1998 14:27 2.48 78.4 3.4 83.7 4.4 81.1 69.7

530205 04 07-May-1999 12:52 3.46 75.8 1.4 85.1 2.4 80.5 69.1

530205 05 29-Jun-2000 13:13 4.61 77.7 0.6 87.5 1.8 82.6 71.8

530205 06 07-Aug-2001 10:33 5.71 77.7 1.3 82.6 1.4 80.1 68.3

530205 07 05-Aug-2002 11:06 6.71 79.7 0.3 79.0 0.6 79.3 67.7

530205 08 20-Aug-2003 15:16 7.75 77.5 1.8 86.5 1.4 82.0 71.1

530205 09 23-Jul-2004 13:53 8.67 81.6 2.6 89.2 1.0 85.4 73.0

530205 10 24-Jun-2005 18:21 9.59 79.2 0.5 89.8 3.8 84.5 71.6

530205 11 07-Jun-2006 17:59 10.55 80.3 1.3 95.6 2.0 87.9 74.4

530205 12 19-Jul-2007 17:55 11.66 79.9 1.6 93.0 2.2 86.5 73.1

530205 13 12-Jun-2008 13:34 12.56 83.9 1.8 90.8 0.8 87.4 76.3

530205 14 30-Apr-2009 14:30 13.44 86.2 2.4 89.8 2.0 88.0 76.5

530205 15 29-Jul-2010 11:17 14.69 84.9 1.9 86.6 1.6 85.7 73.4

530205 16 05-Feb-2011 12:33 15.21 85.9 2.2 90.1 1.1 88.0 76.3

530205 17 14-May-2012 21:48 16.48 84.2 1.3 88.2 2.7 86.2 72.8

530205 18 17-May-2013 06:43 17.49 92.0 2.4 91.8 2.3 91.9 80.7

530205 19 17-May-2013 10:05 17.49 88.3 1.7 90.6 2.2 89.4 76.6

530205 20 17-May-2013 15:41 17.49 88.6 1.6 87.7 2.8 88.2 76.6

530205 21 16-Apr-2015 00:42 19.40 93.5 1.4 89.7 2.2 91.6 79.1

530206 01 18-Nov-1995 13:18 0.00 65.0 0.9 68.1 0.5 66.5 60.0

530206 02 06-Oct-1997 16:48 1.88 86.4 0.4 81.3 0.7 83.8 77.3

530206 03 15-May-1998 14:27 2.48 97.2 3.2 90.1 0.5 93.7 86.9

530206 04 07-May-1999 13:02 3.46 99.5 0.9 106.2 0.8 102.8 96.5

530206 05 29-Jun-2000 13:40 4.61 131.7 0.6 134.2 1.1 133.0 127.7

530206 06 07-Aug-2001 10:33 5.71 131.9 4.1 120.3 2.1 126.1 120.5

530206 07 05-Aug-2002 11:06 6.71 112.6 1.5 110.4 2.1 111.5 105.2

530206 08 20-Aug-2003 15:16 7.75 124.9 2.6 116.8 1.1 120.9 115.1

530206 09 23-Jul-2004 14:12 8.67 154.9 0.8 137.5 1.5 146.2 141.1

530206 10 24-Jun-2005 18:21 9.59 141.5 2.8 124.1 2.8 132.8 126.6

530206 11 07-Jun-2006 17:59 10.55 141.0 0.8 128.2 1.9 134.6 128.1

530206 12 19-Jul-2007 17:55 11.66 142.3 2.2 128.9 3.2 135.6 128.8

530206 13 12-Jun-2008 13:34 12.56 149.6 1.8 141.0 1.9 145.3 139.1

530206 14 30-Apr-2009 14:41 13.44 134.4 1.7 132.8 3.4 133.6 127.4

530206 15 29-Jul-2010 11:36 14.69 135.7 2.2 134.9 3.3 135.3 128.7

530206 16 05-Feb-2011 12:33 15.21 119.8 2.8 118.6 3.3 119.2 112.4

530206 17 14-May-2012 21:48 16.48 117.7 2.4 121.8 2.1 119.7 111.6

530206 18 17-May-2013 07:09 17.49 103.0 1.3 110.6 3.9 106.8 99.2

530206 19 17-May-2013 10:05 17.49 114.7 3.4 123.5 3.8 119.1 111.0

530206 20 17-May-2013 15:41 17.49 116.9 3.8 123.5 3.2 120.2 113.0

530206 21 16-Apr-2015 01:04 19.40 107.9 0.8 112.5 1.9 110.2 101.6

530207 01 18-Nov-1995 13:18 0.00 82.6 1.7 68.6 1.2 75.6 67.9

530207 02 06-Oct-1997 16:48 1.88 89.2 1.4 76.9 1.0 83.1 72.8

530207 03 15-May-1998 14:38 2.48 87.2 1.7 76.6 3.1 81.9 71.3
202

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

530207 04 07-May-1999 13:02 3.46 90.7 1.8 79.9 1.3 85.3 73.6

530207 05 29-Jun-2000 13:13 4.61 92.4 0.5 80.5 1.1 86.4 74.7

530207 06 07-Aug-2001 11:03 5.71 93.0 0.8 80.9 0.7 86.9 73.8

530207 07 05-Aug-2002 10:56 6.71 96.8 1.1 84.6 1.3 90.7 78.6

530207 08 20-Aug-2003 15:37 7.75 92.3 1.2 80.6 1.6 86.4 74.9

530207 09 23-Jul-2004 13:53 8.67 99.7 1.3 83.2 2.0 91.5 77.3

530207 10 24-Jun-2005 18:21 9.59 102.1 2.0 84.0 1.7 93.0 78.8

530207 11 07-Jun-2006 17:59 10.55 102.8 1.3 85.4 0.8 94.1 79.4

530207 12 19-Jul-2007 18:08 11.66 97.9 1.4 88.4 1.7 93.2 79.8

530207 13 12-Jun-2008 13:34 12.56 109.1 1.6 90.1 2.2 99.6 83.3

530207 14 30-Apr-2009 14:41 13.44 109.8 1.9 88.9 1.1 99.3 82.6

530207 15 29-Jul-2010 11:27 14.69 119.5 2.2 95.2 2.4 107.4 89.8

530207 16 05-Feb-2011 12:33 15.21 104.1 4.0 88.0 1.5 96.1 80.7

530207 17 14-May-2012 21:48 16.48 127.5 2.3 91.0 1.1 109.2 92.3

530207 18 17-May-2013 06:43 17.49 108.4 1.2 91.4 0.7 99.9 81.7

530207 19 17-May-2013 10:05 17.49 118.1 4.5 93.8 2.0 106.0 86.3

530207 20 17-May-2013 15:04 17.49 119.3 3.5 93.7 2.1 106.5 87.7

530207 21 16-Apr-2015 00:21 19.40 118.7 5.3 107.4 3.2 113.1 99.5

530208 01 18-Nov-1995 13:18 0.00 72.8 2.2 68.7 1.1 70.8 65.2

530208 02 06-Oct-1997 16:48 1.88 76.4 3.6 65.0 0.8 70.7 64.6

530208 03 15-May-1998 14:14 2.48 79.0 4.2 72.9 2.4 76.0 69.7

530208 04 07-May-1999 13:02 3.46 83.3 3.0 77.3 0.8 80.3 74.2

530208 05 29-Jun-2000 13:13 4.61 97.5 2.0 96.7 1.7 97.1 91.9

530208 06 07-Aug-2001 10:33 5.71 104.1 3.7 88.7 2.6 96.4 90.9

530208 07 05-Aug-2002 10:56 6.71 87.9 1.0 86.0 1.3 87.0 81.4

530208 08 20-Aug-2003 15:16 7.75 106.7 1.0 94.3 0.4 100.5 95.2

530208 09 23-Jul-2004 13:53 8.67 120.2 1.3 113.1 1.1 116.6 111.8

530208 10 24-Jun-2005 18:21 9.59 120.3 2.3 106.2 2.0 113.2 107.8

530208 11 07-Jun-2006 17:59 10.55 129.1 1.0 108.0 2.0 118.5 112.5

530208 12 19-Jul-2007 17:55 11.66 132.4 3.0 109.8 1.6 121.1 115.6

530208 13 12-Jun-2008 13:24 12.56 131.6 1.6 117.1 0.5 124.4 119.7

530208 14 30-Apr-2009 14:30 13.44 121.6 2.7 111.6 1.7 116.6 112.0

530208 15 29-Jul-2010 11:36 14.69 132.0 1.7 116.1 2.0 124.0 119.1

530208 16 05-Feb-2011 12:42 15.21 103.1 1.5 96.3 0.9 99.7 93.9

530208 17 14-May-2012 22:27 16.48 119.1 1.4 100.5 1.9 109.8 103.7

530208 18 17-May-2013 07:09 17.49 104.7 0.9 91.1 0.7 97.9 91.4

530208 19 17-May-2013 10:17 17.49 106.0 1.9 96.8 2.5 101.4 95.7

530208 20 17-May-2013 15:17 17.49 117.7 2.4 105.4 2.2 111.5 106.5

530208 21 16-Apr-2015 00:21 19.40 100.3 1.4 97.6 2.1 98.9 92.3

530209 01 18-Nov-1995 13:18 0.00 72.8 2.9 83.4 1.6 78.1 64.4

530209 02 06-Oct-1997 16:48 1.88 81.6 2.9 85.5 1.0 83.5 67.2

530209 03 15-May-1998 14:14 2.48 84.6 1.2 89.4 0.7 87.0 70.6

530209 04 07-May-1999 13:02 3.46 74.8 1.8 99.1 1.6 87.0 70.8

530209 05 29-Jun-2000 13:52 4.61 78.3 2.0 96.8 2.6 87.6 73.2

530209 06 07-Aug-2001 10:33 5.71 73.1 2.2 99.0 2.3 86.0 69.4

530209 07 05-Aug-2002 10:56 6.71 74.6 4.1 98.4 2.7 86.5 70.1

530209 08 20-Aug-2003 15:32 7.75 84.7 1.3 90.8 1.9 87.7 72.3

530209 09 23-Jul-2004 13:53 8.67 89.5 1.8 93.4 1.3 91.5 76.1
203

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

530209 10 24-Jun-2005 18:21 9.59 85.4 2.1 97.5 3.8 91.4 77.0

530209 11 07-Jun-2006 18:12 10.55 84.9 2.7 104.5 0.9 94.7 80.6

530209 12 19-Jul-2007 17:55 11.66 90.0 2.0 98.9 2.2 94.5 78.8

530209 13 12-Jun-2008 12:41 12.56 93.9 1.8 102.1 1.9 98.0 83.2

530209 14 30-Apr-2009 13:38 13.44 96.5 2.1 105.1 2.2 100.8 85.8

530209 15 29-Jul-2010 10:19 14.69 95.3 1.5 103.6 1.0 99.5 83.0

530209 16 05-Feb-2011 12:00 15.21 96.0 2.6 101.0 3.6 98.5 82.1

530209 17 14-May-2012 20:57 16.48 96.1 2.3 108.2 3.2 102.2 86.2

530209 18 16-May-2013 06:53 17.48 94.5 1.7 113.6 2.1 104.1 88.0

530209 19 16-May-2013 10:18 17.49 88.0 3.5 115.8 2.3 101.9 85.4

530209 20 16-May-2013 15:07 17.49 86.3 1.6 114.8 2.1 100.5 84.6

530209 21 16-Apr-2015 00:21 19.40 91.6 2.2 116.0 2.3 103.8 86.9

530210 01 18-Nov-1995 13:18 0.00 43.3 1.2 57.0 1.0 50.1 44.3

530210 02 06-Oct-1997 16:48 1.88 55.7 2.0 63.1 2.2 59.4 53.0

530210 03 15-May-1998 14:27 2.48 59.6 2.8 70.0 2.7 64.8 59.0

530210 04 07-May-1999 12:52 3.46 63.3 1.4 67.4 3.7 65.3 60.1

530210 05 29-Jun-2000 13:27 4.61 62.7 1.4 73.8 1.9 68.2 62.9

530210 06 07-Aug-2001 10:43 5.71 57.3 2.0 64.8 2.4 61.0 55.7

530210 07 05-Aug-2002 10:46 6.71 52.6 0.5 57.9 2.6 55.2 49.5

530210 08 20-Aug-2003 15:32 7.75 52.5 0.8 55.1 0.7 53.8 47.8

530210 09 23-Jul-2004 13:53 8.67 58.7 0.9 61.8 1.6 60.3 54.5

530210 10 24-Jun-2005 18:21 9.59 53.7 1.0 58.4 2.6 56.0 49.8

530210 11 07-Jun-2006 17:59 10.55 54.7 1.9 58.8 0.8 56.8 50.5

530210 12 19-Jul-2007 18:08 11.66 56.4 1.2 58.6 1.1 57.5 51.1

530210 13 12-Jun-2008 12:24 12.56 70.6 1.4 75.9 1.5 73.3 68.6

530210 14 30-Apr-2009 13:38 13.44 75.4 0.7 73.7 2.3 74.5 70.0

530210 15 29-Jul-2010 10:19 14.69 59.3 2.2 63.3 1.4 61.3 54.2

530210 16 05-Feb-2011 11:50 15.21 67.9 1.3 74.5 1.0 71.2 65.4

530210 17 14-May-2012 20:52 16.48 56.3 1.0 59.2 1.6 57.8 49.9

530210 18 16-May-2013 07:03 17.48 56.6 1.1 58.4 0.8 57.5 51.2

530210 19 16-May-2013 10:26 17.49 56.0 0.9 57.9 1.4 57.0 50.2

530210 20 16-May-2013 15:21 17.49 56.2 1.6 58.1 0.4 57.2 50.7

530210 21 16-Apr-2015 00:32 19.40 56.5 0.8 59.0 0.8 57.7 51.8

530211 01 18-Nov-1995 13:18 0.00 71.6 1.5 78.1 2.5 74.8 65.6

530211 02 06-Oct-1997 16:48 1.88 74.2 0.7 78.2 4.1 76.2 65.6

530211 03 15-May-1998 14:27 2.48 73.9 3.9 82.3 3.5 78.1 67.3

530211 04 07-May-1999 12:52 3.46 74.7 2.8 78.6 1.4 76.7 66.6

530211 05 29-Jun-2000 13:13 4.61 73.6 3.2 79.4 1.4 76.5 66.5

530211 06 07-Aug-2001 10:33 5.71 66.9 0.8 73.2 1.9 70.0 58.0

530211 07 05-Aug-2002 11:17 6.71 68.5 1.9 76.2 2.2 72.3 60.8

530211 08 20-Aug-2003 15:32 7.75 74.7 1.6 76.8 0.6 75.8 63.7

530211 09 23-Jul-2004 13:53 8.67 77.7 1.4 81.8 2.2 79.8 67.3

530211 10 24-Jun-2005 19:06 9.59 75.6 4.1 83.9 2.9 79.8 66.9

530211 11 07-Jun-2006 18:12 10.55 78.1 2.6 84.8 3.0 81.5 68.8

530211 12 19-Jul-2007 17:55 11.66 73.4 1.5 86.9 2.6 80.2 67.3

530211 13 12-Jun-2008 12:24 12.56 76.9 4.0 89.3 2.7 83.1 69.8

530211 14 30-Apr-2009 13:38 13.44 85.6 3.4 83.6 2.3 84.6 69.7

530211 15 29-Jul-2010 10:08 14.69 84.1 1.5 79.5 1.1 81.8 66.1
204

Section Visit Date Time

Age 

(years)

Left IRI 

Average 

(Inches/

mi)

Left IRI 

SD 

(Inches/

mi)

Right 

IRI 

Average 

(Inches/

mi)

Right 

IRI SD 

(Inches/

mi)

MRI 

(Inches/

mi)

HRI 

(Inches/

mi)

530211 16 05-Feb-2011 11:50 15.21 76.1 3.1 86.4 5.4 81.2 68.8

530211 17 14-May-2012 20:57 16.48 81.6 2.3 81.4 1.6 81.5 66.3

530211 18 16-May-2013 07:11 17.48 87.3 2.2 81.5 1.9 84.4 67.9

530211 19 16-May-2013 10:01 17.49 87.6 3.3 81.4 0.7 84.5 67.7

530211 20 16-May-2013 15:21 17.49 85.0 2.6 83.8 3.1 84.4 67.6

530211 21 16-Apr-2015 00:21 19.40 87.9 1.9 81.2 3.2 84.6 66.9

530212 01 18-Nov-1995 13:18 0.00 71.3 1.6 72.6 1.4 71.9 68.0

530212 02 06-Oct-1997 16:48 1.88 75.6 1.6 69.6 1.2 72.6 67.8

530212 03 15-May-1998 14:38 2.48 79.8 2.2 79.0 4.6 79.4 74.3

530212 04 07-May-1999 13:02 3.46 74.8 2.6 83.4 2.2 79.1 74.0

530212 05 29-Jun-2000 13:27 4.61 76.4 1.1 81.6 1.5 79.0 74.4

530212 06 07-Aug-2001 10:53 5.71 67.6 1.1 78.9 1.3 73.3 68.4

530212 07 05-Aug-2002 10:56 6.71 66.6 2.3 76.1 2.1 71.3 65.9

530212 08 20-Aug-2003 15:16 7.75 69.9 0.9 68.6 0.8 69.2 64.0

530212 09 23-Jul-2004 13:53 8.67 75.1 0.9 75.5 1.3 75.3 70.5

530212 10 24-Jun-2005 18:21 9.59 69.4 2.0 68.5 2.4 69.0 63.3

530212 11 07-Jun-2006 17:59 10.55 72.8 0.9 70.0 1.2 71.4 65.8

530212 12 19-Jul-2007 18:40 11.66 69.2 2.8 68.4 1.8 68.8 62.7

530212 13 12-Jun-2008 12:24 12.56 80.6 2.0 81.8 3.5 81.2 76.0

530212 14 30-Apr-2009 13:38 13.44 79.3 1.0 78.0 1.5 78.6 73.9

530212 15 29-Jul-2010 10:08 14.69 71.3 1.9 70.0 1.0 70.6 64.8

530212 16 05-Feb-2011 11:45 15.21 73.8 2.1 71.4 1.9 72.6 66.6

530212 17 14-May-2012 20:57 16.48 69.6 1.2 68.4 0.7 69.0 62.5

530212 18 16-May-2013 07:03 17.48 61.9 1.1 63.9 0.7 62.9 57.8

530212 19 16-May-2013 10:01 17.49 63.4 1.2 65.0 1.2 64.2 58.2

530212 20 16-May-2013 15:07 17.49 67.4 1.0 66.2 0.4 66.8 60.2

530212 21 16-Apr-2015 00:32 19.40 65.3 1.9 66.6 1.7 65.9 59.5

530259 01 18-Nov-1995 13:18 0.00 70.0 2.3 62.8 2.3 66.4 57.0

530259 02 06-Oct-1997 16:48 1.88 71.6 1.9 65.3 2.2 68.4 57.6

530259 03 15-May-1998 14:14 2.48 70.0 3.7 67.5 2.5 68.7 55.7

530259 04 07-May-1999 12:52 3.46 75.7 1.1 72.8 1.5 74.2 58.4

530259 05 29-Jun-2000 13:13 4.61 75.5 1.3 75.2 2.3 75.4 58.1

530259 06 07-Aug-2001 10:43 5.71 78.9 2.8 78.1 2.4 78.5 64.6

530259 07 05-Aug-2002 10:46 6.71 75.7 1.4 81.4 1.7 78.6 63.4

530259 08 20-Aug-2003 15:32 7.75 78.6 1.6 72.2 1.6 75.4 63.5

530259 09 23-Jul-2004 13:41 8.67 77.6 0.9 70.1 1.0 73.9 62.9

530259 10 24-Jun-2005 18:21 9.59 79.5 1.4 75.3 3.4 77.4 63.8

530259 11 07-Jun-2006 18:22 10.55 78.9 2.3 71.4 1.1 75.2 63.4

530259 12 19-Jul-2007 17:55 11.66 80.8 1.4 73.6 1.3 77.2 65.0

530259 13 12-Jun-2008 12:24 12.56 81.9 1.4 73.0 1.2 77.5 64.0

530259 14 30-Apr-2009 13:38 13.44 82.2 0.8 73.7 0.8 77.9 64.2

530259 15 29-Jul-2010 10:08 14.69 83.6 1.6 76.7 2.1 80.2 65.3

530259 16 05-Feb-2011 12:00 15.21 82.6 1.6 74.1 1.4 78.4 65.5

530259 17 14-May-2012 20:57 16.48 87.0 1.4 84.1 3.1 85.6 69.1

530259 18 16-May-2013 07:03 17.48 94.9 1.7 92.7 1.6 93.8 79.3

530259 19 16-May-2013 10:26 17.49 93.6 2.4 89.2 2.3 91.4 75.4

530259 20 16-May-2013 15:07 17.49 83.2 1.9 77.2 2.6 80.2 67.0

530259 21 16-Apr-2015 00:21 19.40 91.5 2.1 90.6 1.3 91.1 74.5
205

Source: FHWA.

PDPJE = partial-depth patching at joints and elsewhere.

Figure 82. Graph. IRI progression for section 040213.
206

Source: FHWA.

Figure 83. Graph. IRI progression for section 040214.

Source: FHWA.

Figure 84. Graph. IRI progression for section 040215.
207

Source: FHWA.

Figure 85. Graph. IRI progression for section 040216.

Source: FHWA.

PDPJE = partial-depth patching at joints and elsewhere.

Figure 86. Graph. IRI progression for section 040217.
208

Source: FHWA.

PDPJE = partial-depth patching at joints and elsewhere.

Figure 87. Graph. IRI progression for section 040218.

Source: FHWA.

Figure 88. Graph. IRI progression for section 040219.
209

Source: FHWA.

Figure 89. Graph. IRI progression for section 040220.

Source: FHWA.

PDPJ = partial-depth patching at joints.

Figure 90. Graph. IRI progression for section 040221.
210

Source: FHWA.

Figure 91. Graph. IRI progression for section 040222.

Source: FHWA.

Figure 92. Graph. IRI progression for section 040223.
211

Source: FHWA.

Figure 93. Graph. IRI progression for section 040224.

Source: FHWA.

PP = pothole patching; CS = crack sealing.

Figure 94. Graph. IRI progression for section 040260.
212

Source: FHWA.

PP = pothole patching; CS = crack sealing.

Figure 95. Graph. IRI progression for section 040261.

Source: FHWA.

PDPE = partial-depth patching away from joints; PDPJ = partial-depth patching at joints.

Figure 96. Graph. IRI progression for section 040262.
213

Source: FHWA.

PDPJ = partial-depth patching at joints.

Figure 97. Graph. IRI progression for section 040263.

Source: FHWA.

PDPJ = partial-depth patching at joints.

Figure 98. Graph. IRI progression for section 040264.
214

Source: FHWA.

Figure 99. Graph. IRI progression for section 040265.

Source: FHWA.

Figure 100. Graph. IRI progression for section 040266.
215

Source: FHWA.

SG = surface grinding.

Figure 101. Graph. IRI progression for section 040267.

Source: FHWA.

Figure 102. Graph. IRI progression for section 040268.
216

Source: FHWA.

CS = crack sealing; SG = surface grinding.

Figure 103. Graph. IRI progression for section 063021.

Source: FHWA.

TJS = transverse joint sealing; SG = surface grinding.

Figure 104. Graph. IRI progression for section 133019.
217

Source: FHWA.

PDPJE = partial-depth patching at joints and elsewhere; PDPJ = partial depth patching at joints; 

LTR = load-transfer restoration.

Figure 105. Graph. IRI progression for section 183002.

Source: FHWA.

PDPJ = partial-depth patching at joints; SR = slab replacement; TJS = transverse joint sealing; 

FDPJE = full-depth patching at joints and elsewhere.

Figure 106. Graph. IRI progression for section 200201.
218

Source: FHWA.

TJS = transverse joint sealing; FDPJE = full-depth patching at joints and elsewhere.

Figure 107. Graph. IRI progression for section 200202.

Source: FHWA.

TJS = transverse joint sealing.

Figure 108. Graph. IRI progression for section 200203.
219

Source: FHWA.

PDPJ = partial-depth patching at joints; TJS = transverse joint sealing; FDJRP = full-depth 

transverse joint–repair patching.

Figure 109. Graph. IRI progression for section 200204.

Source: FHWA.

TJS = transverse joint sealing; PDPJ = partial-depth patching at joints; FDPJE = full-depth 

patching at joints and elsewhere.

Figure 110. Graph. IRI progression for section 200205.
220

Source: FHWA.

TJS = transverse joint sealing; SR = slab replacement.

Figure 111. Graph. IRI progression for section 200206.

Source: FHWA.

TJS = transverse joint sealing; PDPJ = partial-depth patching at joints; FDPJE = full-depth patching

at joints and elsewhere.

Figure 112. Graph. IRI progression for section 200207.
221

Source: FHWA.

TJS = transverse joint sealing.

Figure 113. Graph. IRI progression for section 200208.

Source: FHWA.

TJS = transverse joint sealing; FDPJE = full-depth patching at joints and elsewhere.

Figure 114. Graph. IRI progression for section 200209.
222

Source: FHWA.

TJS = transverse joint sealing; FDJRP = full-depth transverse-joint-repair patching.

Figure 115. Graph. IRI progression for section 200210.

Source: FHWA.

TJS = transverse joint sealing; FDJRP = full-depth transverse-joint-repair patching.

Figure 116. Graph. IRI progression for section 200211.
223

Source: FHWA.

TJS = transverse joint sealing.

Figure 117. Graph. IRI progression for section 200212.

Source: FHWA.

TJS = transverse joint sealing; FDPE = full-depth patching away from joints.

Figure 118. Graph. IRI progression for section 200259.
224

Source: FHWA.

PDPJ = partial-depth patching at joints.

Figure 119. Graph. IRI progression for section 273003.

Source: FHWA.

Figure 120. Graph. IRI progression for section 370201.
225

Source: FHWA.

Figure 121. Graph. IRI progression for section 370202.

Source: FHWA.

Figure 122. Graph. IRI progression for section 370203.
226

Source: FHWA.

Figure 123. Graph. IRI progression for section 370204.

Source: FHWA.

Figure 124. Graph. IRI progression for section 370205.
227

Source: FHWA.

Figure 125. Graph. IRI progression for section 370206.

Source: FHWA.

Figure 126. Graph. IRI progression for section 370207.
228

Source: FHWA.

Figure 127. Graph. IRI progression for section 370208.

Source: FHWA.

Figure 128. Graph. IRI progression for section 370209.
229

Source: FHWA.

PDPJ = partial-depth patching at joints.

Figure 129. Graph. IRI progression for section 370210.

Source: FHWA.

Figure 130. Graph. IRI progression for section 370211.
230

Source: FHWA.

Figure 131. Graph. IRI progression for section 370212.

Source: FHWA.

PDPJ = partial-depth patching at joints.

Figure 132. Graph. IRI progression for section 370259.
231

Source: FHWA.

Figure 133. Graph. IRI progression for section 370260.

Source: FHWA.

Figure 134. Graph. IRI progression for section 390201.
232

Source: FHWA.

Figure 135. Graph. IRI progression for section 390202.

Source: FHWA.

SG = surface grinding.

Figure 136. Graph. IRI progression for section 390203.
233

Source: FHWA.

Figure 137. Graph. IRI progression for section 390204.

Source: FHWA.

Figure 138. Graph. IRI progression for section 390205.
234

Source: FHWA.

Figure 139. Graph. IRI progression for section 390206.

Source: FHWA.

FDPJE = full-depth patching at joints and elsewhere; LTR = load-transfer restoration; SR = slab 

replacement.

Figure 140. Graph. IRI progression for section 390207.
235

Source: FHWA.

FDJRP = full-depth transverse-joint-repair patching; LTR = load-transfer restoration; FDPJE = fulldepth patching at joints and elsewhere; FDPE = full-depth patching away from joints; SR = slab 

replacement.

Figure 141. Graph. IRI progression for section 390208.

Source: FHWA.

FDJRP = full-depth transverse-joint-repair patching.

Figure 142. Graph. IRI progression for section 390209.
236

Source: FHWA.

Figure 143. Graph. IRI progression for section 390210.

Source: FHWA.

Figure 144. Graph. IRI progression for section 390211.
237

Source: FHWA.

FDJRP = full-depth transverse-joint-repair patching; LTR = load-transfer restoration; PDPE = partialdepth patching away from joints; FDPJE = full-depth patching at joints and elsewhere; SR = slab 

replacement.

Figure 145. Graph. IRI progression for section 390212.

Source: FHWA.

Figure 146. Graph. IRI progression for section 390259.
238

Source: FHWA.

Figure 147. Graph. IRI progression for section 390260.

Source: FHWA.

SG = surface grinding.

Figure 148. Graph. IRI progression for section 390261.
239

Source: FHWA.

SG = surface grinding.

Figure 149. Graph. IRI progression for section 390262.

Source: FHWA.

SG = surface grinding.

Figure 150. Graph. IRI progression for section 390263.
240

Source: FHWA.

FDJRP = full-depth transverse-joint-repair patching.

Figure 151. Graph. IRI progression for section 390264.

Source: FHWA.

Figure 152. Graph. IRI progression for section 390265.
241

Source: FHWA.

TJS = transverse joint sealing; PDPJ = partial-depth patching at joints; LTR = load-transfer 

restoration; SG = surface grinding.

Figure 153. Graph. IRI progression for section 493011.

Source: FHWA.

Figure 154. Graph. IRI progression for section 530201.
242

Source: FHWA.

Figure 155. Graph. IRI progression for section 530202.

Source: FHWA.

Figure 156. Graph. IRI progression for section 530203.
243

Source: FHWA.

Figure 157. Graph. IRI progression for section 530204.

Source: FHWA.

Figure 158. Graph. IRI progression for section 530205.
244

Source: FHWA.

Figure 159. Graph. IRI progression for section 530206.

Source: FHWA.

Figure 160. Graph. IRI progression for section 530207.
245

Source: FHWA.

Figure 161. Graph. IRI progression for section 530208.

Source: FHWA.

Figure 162. Graph. IRI progression for section 530209.
246

Source: FHWA.

Figure 163. Graph. IRI progression for section 530210.

Source: FHWA.

Figure 164. Graph. IRI progression for section 530211.
247

Source: FHWA.

Figure 165. Graph. IRI progression for section 530212.

Source: FHWA.

Figure 166. Graph. IRI progression for section 530259.

249

APPENDIX E. IDENTIFYING JOINT LOCATIONS

This appendix describes the algorithm used to identify joint locations within measured profiles 

for slab-by-slab quantification of curl and warp.

BACKGROUND

Multiple algorithms have been proposed for joint identification in support of profile-based 

measurement of faulting for pavement management.(96,97) These algorithms search for step 

changes in elevation at potential faults, local minima within the profile with an adaptive 

threshold adjusted to seek the expected number of joints, or narrow dips that appear with an 

expected spacing within the profile processed with a high-pass filter.(98–100) Algorithms applied to 

quantify curl and warp search for joints at locations where curvature exceeds a given threshold or 

for narrow dips within the profile processed with a high-pass filter.(3,75)

Each algorithm is suited to specific expectations regarding the content within the profile. The 

most effective choice depends on aspects of pavement condition, such as the relative levels of 

faulting, slab curl, and joint distress within the profile; properties of the pavement surface that 

affect short-wavelength profile content, such as surface texture depth and type, joint width, and 

the status of joint sealant; and details of the measurement process, including the profiler heightsensor footprint, low-pass filtering, and recording interval.

The algorithm applied in this research was developed specifically for use on profile data 

collected for the LTPP program. The profiles were measured with well-documented field 

procedures and provisions for quality control.(8) Further, the success rate of the algorithm was 

improved by synchronizing the profiles for consistent longitudinal alignment throughout the 

monitoring history of each section and analyzing the profiles in groups.

The algorithm is based on a spike-detection procedure proposed by Chang et al. and most closely 

resembles an algorithm described by Karamihas and Senn.(2,6) The joint-finding strategy included 

the following:

• Identification of potential joint locations by seeking narrow downward spikes in each 

profile.

• Prioritization of locations where the spikes appeared consistently in both the left- and 

right-side profiles with provisions for skewed joints. 

• Prioritization of locations where the spikes appeared consistently in repeated profile 

measurements from a given monitoring visit and among several consecutive visits. 

• Recognition of locations with detected spikes that appeared throughout a test section with 

the expected joint spacing or joint-spacing pattern.
250

ANALYSIS STEPS

Step 1: Select a Group of Profiles

The joint-finding procedure was applied to several profiles simultaneously as a group. All 

profiles in the group covered the same test section and had consistent longitudinal alignment. 

With few exceptions, profiles were grouped over all measurement visits made by the same 

profiler type to a specific test section. Profiles measured by different profiler types were not 

mixed in case different analysis settings were needed for each profiler type.

For example, the procedure was applied to a group of 60 profile measurements of section 390203 

collected from 27-Dec-1996 through 04-Nov-2001. The 60 profile measurements include 5

repeat passes per visit over 6 visits and left and right profiles from each pass. The profiles were 

grouped together because the same profiler measured them. Likewise, a second group included 

100 profiles collected from 06-Dec-2002 through 22-May-2012 by another profiler, and a third 

group included 40 profiles collected starting 03-Jul-2014 by another profiler.

Profiles collected for the SMP were also grouped by profiler type but were not incorporated into 

groups from regular monitoring visits from the same era. For example, 60 profiles measured 

during 6 regular visits to section 390204 by a specific profiler were analyzed as a group and 140 

additional profiles from seasonal measurements by the same profiler were analyzed as a separate 

group. In part, the use of unique groups for seasonal visits was a matter of convenience when 

applying the calculation routines written for the analysis. The groups were separated because 

profiles from regular visits covered a range outside of the boundaries of the test section (i.e., the 

analysis incorporated joints just outside the test section boundaries to help establish the expected 

spacing pattern). Profiles from seasonal visits typically did not include pavement outside the 

test-section boundaries. 

Step 2: Filter the Profiles

High-pass filter each profile with an antismoothing moving average filter using a base length of 

0.82 ft.

Step 3: Normalize the Profiles

Normalize each filtered profile by its SD.

Step 4: Seek the Negative Spikes

Search each normalized trace and list the longitudinal position and the magnitude of any negative 

spike with a value below a given threshold. A default threshold value of −3 was used for most 

profile groups. Figure 167 shows a profile measured on section 390203 after high-pass filtering 

and normalization. The threshold value for negative spikes of −3 is marked on the graph.
251

Source: FHWA.

Figure 167. Graph. Profile measured on section 390203 after high-pass filtering and 

normalization.

Lower threshold values were used for some groups of profiles. For example, the value was 

reduced to −2.5 for profiles from the SPS-2 site in Washington because the site included coarse 

surface texture and the downward spikes at the joints had lower magnitude relative to the content 

away from the joints. A lower threshold value was also used on profiles from sections 040222, 

063021, 183002, 200210, 200259, 273003, 370203, 370205, and 390204. For these sections, 

some combination of coarse surface texture, narrow gaps at the joints, and higher joint sealant 

necessitated the reduction in the spike-detection threshold. In some cases, the threshold was 

reduced for groups of profiles collected after January 2013 because low-pass filtering reduced 

the magnitude of the spikes at joints. 

Step 5: Remove Lesser Spikes

Eliminate any spike within a given range of a deeper spike. The default range value, which was 

used for most sets of profiles, was 0.2 ft. In some cases where cracking or other distress appeared 

near joints, other values as low as 0.1 ft and as high as 0.8 ft were used. 

Step 6: Aggregate Across the Profile Group 

Assemble into a single list the qualifying spike locations for the left and right profiles of all 

profile measurements within the group. For sections with skewed joints, offset values of 

longitudinal position for left-side profiles by 0.919 ft. Sections 040262–040265, 063021, and 

493011 included skewed joints. 

Step 7: Sort the List 

Sort the list of qualifying spike locations in ascending order of longitudinal position.

Step 8: Consolidate Nearby Spikes into Clusters

Consolidate any set of closely spaced spike positions into a cluster. Merge spike positions for 

which no gap larger than a preset value (i.e., a gap limit) exists between consecutive values. 
252

Set a limit for the total range covered by a single cluster of spikes (i.e., a cluster range limit). For 

each cluster of spikes, record the range of longitudinal position values, average longitudinal 

position value, and number of spikes included in the cluster. To do this, apply the following 

steps:

• Step 8a: Open a new spike cluster using the first item in the list. 

• Step 8b: If the list of spikes is complete, close the final cluster and terminate the 

consolidation procedure. If not complete, promote the next item on the list to the current 

item. 

• Step 8c: If the distance from the previous item to the current item is no greater than the 

gap limit and the distance from the first item in the spike cluster to the current item is no 

greater than the cluster range limit, add the current item to the open spike cluster and 

return to step 8b. 

• Step 8d: If the distance from the previous item to the current item is greater than the gap 

limit or the distance from the first item in the spike cluster to the current item is greater 

than the cluster range limit, close the current spike cluster and open a new spike cluster 

with the current item as the first member. Return to step 8b. 

The default value for gap limit was 0.1 ft; however, values as high as 0.4 ft were used and a 

value of 0.2 ft was used in approximately one-third of the cases. A cluster range limit of 0.82 ft 

was used in nearly every case.

For each group of profiles, this procedure produced a list of spike clusters that outnumbered the 

joints within a test section, often by a wide margin. However, spike clusters with counts 

approaching or equal to the number of profiles in the set typically only appeared at joints or 

transverse cracks. 

Table 48 lists the most well-populated spike clusters from a group of 60 profile measurements of 

section 390203 collected from 27-Dec-1996 through 04-Nov-2001. Analysis of this profile group 

produced 2,291 spikes in 167 clusters, which included 96 clusters with only 1 spike, 15 clusters 

with 2 spikes, and 7 clusters with 3 spikes. The clusters with only three spikes are not shown in 

Table 48.
253

Table 48. Spike clusters from six visits to section 390203.

Start of Range 

(ft)

End of Range 

(ft)

Average Position 

(ft)

Number of 

Spikes

Joint-Spacing 

Compatibility Score

−3.76 −3.54 −3.67 65 1,638

1.32 1.56 1.41 50 61

1.83 2.24 2.03 39 49

11.21 11.42 11.32 60 1,580

26.25 26.44 26.34 51 1,638

41.29 41.42 41.36 59 1,638

56.39 56.56 56.47 57 1,635

71.41 71.52 71.47 54 1,635

82.33 82.68 82.48 27 43

86.42 86.57 86.49 52 1,635

101.35 101.54 101.44 55 1,634

116.37 116.55 116.47 55 1,635

127.95 128.02 127.98 4 Not evaluated

131.32 131.48 131.41 54 1,635

146.30 146.48 146.40 53 1,635

157.25 157.34 157.27 6 Not evaluated

161.44 161.58 161.50 54 1,635

176.35 176.51 176.43 54 1,635

191.40 191.57 191.46 52 1,635

206.37 206.53 206.44 60 1,634

221.43 221.62 221.54 53 1,637

225.87 225.97 225.90 12 Not evaluated

236.36 236.56 236.46 54 1,635

251.37 251.51 251.45 47 1,634

266.38 266.57 266.49 55 1,635

281.39 281.61 281.53 58 1,637

294.40 294.49 294.43 6 Not evaluated

296.49 296.70 296.59 48 1,743

311.49 311.63 311.55 47 1,697

323.62 323.78 323.71 4 Not evaluated

326.51 326.73 326.61 48 1,793

341.51 341.64 341.56 47 1,697

356.45 356.64 356.54 55 1,697

371.54 371.65 371.61 54 1,793

386.56 386.66 386.63 49 1,795

401.49 401.67 401.60 59 1,743

412.24 412.32 412.26 5 Not evaluated

416.58 416.69 416.64 58 1,795

431.68 431.87 431.78 59 1,836

446.97 447.13 447.05 50 540

451.32 451.45 451.41 7 Not evaluated

461.61 461.74 461.69 4 Not evaluated

461.91 462.10 461.99 60 797

476.95 477.11 477.03 46 647

480.81 481.05 480.94 7 Not evaluated

492.11 492.29 492.18 51 328

501.14 501.32 501.23 48 52

501.73 502.05 501.85 40 55

507.05 507.29 507.16 52 328
254

Step 9: Evaluate Each Spike Cluster in the List

Calculate a joint-spacing compatibility score for each spike cluster. To do this, seek other 

clusters that appear at the expected distances from the cluster under evaluation within an 

acceptable tolerance. 

The compatibility score for a spike cluster is the sum of the spike counts from every cluster that 

appears at an expected distance within a given tolerance. For an expected joint spacing of 15 ft, 

any spike cluster that appears a multiple of 15 ft from a spike cluster contributes to the 

compatibility score. The distance must be within a preset tolerance, which is expressed as a 

percentage of the nominal joint spacing. 

The distance tolerance for compatibility was set at a default value of 3 percent of the expected 

joint spacing, which corresponds to a tolerance of 0.45 ft for 15-ft-long slabs. A value of 

6 percent was used on test sections where the joint spacing varied somewhat relative to the 

nominal value. In some cases, the tolerance was set as high as 12 percent. This tolerance was 

needed on test sections where the joint-spacing pattern did not adhere to the nominal value 

throughout the entire section.

For test sections with multiple slab lengths, the joint-spacing compatibility score was evaluated 

multiple times. Some test sections had a nominal joint-spacing pattern that repeated every fourth 

slab. On those sections, the compatibility score at each spike cluster was evaluated once for each 

possible position of a potential joint within the four-slab pattern and the highest score was 

reported. For multiple-slab patterns, the distance-tolerance threshold was interpreted as a 

percentage of the average slab length within the pattern.

Compatibility scores were typically only calculated for clusters with a spike count above a given 

threshold, expressed as a percentage of the number of profiles in the group. The default value 

was 30 percent, which was used on the majority of profile groups. For example, the group 

examined in Table 48 included 60 profiles and compatibility scores were only calculated for 

clusters that included 18 spikes or more.

In a few instances, iteration was required to determine the spike-count threshold that yielded a 

complete set of joint locations. For example, lower values were used in cases where downward 

spikes did not appear reliably at every joint in every profile measurement. In rare cases, every 

spike group was evaluated for compatibility.

Step 10: Designate the Most Compatible Spike Cluster as the Principal Joint

Designate the spike cluster with the highest compatibility score as a joint. If multiple clusters 

share the highest compatibility score, select the joint farthest upstream. 

In Table 48, the highest compatibility score of 1,836 occurs at the spike cluster with an average 

position of 431.68 ft. Although this score is the highest, it is lower than the maximum possible 

score. If the spike cluster at each joint included 60 spikes, which is one per pass, then 

compatibility with the 35 joints within the range covered by the analysis would have produced 

the maximum possible score of 2,100. 
255

Step 11: Seek Other Joints Downstream

Seek the adjacent joint location in the forward direction from the principal joint. Select the spike 

cluster with the highest compatibility score within the expected distance window. The distance 

window extends from the shortest expected joint spacing to the longest expected joint spacing in 

the designated pattern with an additional margin added at both ends. The margin is determined 

by a joint window tolerance, which is expressed as a percentage of the joint spacing. Each time a 

joint is found, seek the following joint using the same procedure until the end of the profile 

group range is reached.

The default value of joint window tolerance was 3 percent. This corresponds to a joint window 

of 14.55 to 15.45 ft for test sections with a constant nominal joint spacing of 15 ft. A section with 

a joint-spacing pattern of 13, 12, 18, and 19 ft corresponds to a joint-spacing window of 11.64 to 

19.57 ft. 

The default value for joint window tolerance was applied to a majority of the profile groups. A 

range of values from 1.5 to 15 percent was used on various test sections depending on how 

consistently the actual joint spacing adhered to the nominal pattern.

Step 12: Seek Other Joints Upstream

Repeat the process from step 11, starting from the principal joint and extending in the reverse 

direction until the end of the section is reached. 

DISCUSSION

Joint Position and Joint Window

Table 49 shows the outcome of the joint-finding procedure for the profile group in Table 48. The 

position of each joint listed in Table 49 is the average position of the spikes in the joint cluster. 

Table 49 also lists the distance between adjacent joint positions. In subsequent analysis of curl 

and warp of each slab, such as the calculation of radius of relative stiffness, the distance between 

joints is used as the slab length.

Table 49 also lists the spike cluster range, which is the total distance between the first and last 

spike in the source cluster. The spike cluster range provides a measure of the potential variation 

in joint locations within the profile group. Subsequent analysis of curl and warp includes a curve 

fit on the profile within each slab. This analysis excludes the spike cluster range to ensure that 

downward spikes in profile do not affect the curve fit. The curve fit is performed on an area 

within the profile that extends from the end of the spike cluster range from the leading joint to 

the start of the spike cluster range for the trailing joint. For example, the second and third joints 

in Table 49 define a 15.02-ft-long slab running from 11.32 to 26.34 ft from the section start. 

However, as shown in Table 48, the curl-and-warp analysis will consider a 14.83-ft-long area 

running from 11.42 ft to 26.25 ft from the start of the section.

The average spike cluster range for joints located in profiles measured by LTPP was 0.24 ft; 

95 percent of the joints had a range of 0.44 ft or less.
256

Table 49. Joint locations from six visits to section 390203.

Joint Position (ft) Spike Cluster Range (ft) Distance from Previous Joint (ft)

11.32 0.21 14.98

26.34 0.19 15.02

41.36 0.13 15.02

56.47 0.16 15.10

71.47 0.11 15.00

86.49 0.15 15.03

101.44 0.19 14.95

116.47 0.18 15.03

131.41 0.15 14.94

146.40 0.18 14.99

161.50 0.14 15.11

176.43 0.16 14.93

191.46 0.17 15.02

206.44 0.16 14.99

221.54 0.19 15.09

236.46 0.20 14.93

251.45 0.15 14.98

266.49 0.19 15.04

281.53 0.22 15.04

296.59 0.21 15.06

311.55 0.14 14.96

326.61 0.23 15.06

341.56 0.13 14.95

356.54 0.19 14.97

371.61 0.11 15.07

386.63 0.10 15.02

401.60 0.17 14.97

416.64 0.11 15.04

431.78 0.19 15.14

447.05 0.16 15.27

461.99 0.20 14.93

477.03 0.16 15.04

492.18 0.18 15.15

507.16 0.25 14.98

Termination

In some cases, the joint-finding analysis was terminated prior to the end of the monitoring period 

because of the following changes in the structural state of test sections:

• Analysis of section 200205 was terminated after 21-Sep-2012 because wide patches were 

installed at many joints.

• Analysis of section 200210 was terminated after 21-Sep-2012 because the section was 

diamond ground.

• Analysis of section 390208 and section 390212 was terminated after 22-May-2012 

because slab replacement and patching altered some of the slabs.
257

• Analysis of section 183002 was terminated after 26-Apr-2011 because the section 

received an overlay.

• Analysis of section 493011 was terminated after 26-Oct-2010 because joint restoration 

included the installation of wide patches at many joints.

Extrapolation

The algorithm succeeded in locating all joints for profiles collected from December 1996 

through January 2013 because those profiles were measured using narrow-footprint height 

sensors. Profile data collected before December 1996 were measured using a height sensor with 

a footprint that was 6 inches wide and 0.24 inches long and was less likely than profilers used in 

subsequent years to register a downward spike in a reading at a joint.(14) Profiles were collected 

using a sampling interval of 2 inches, smoothed using a moving average over a base length of 

12 inches, and recorded at an interval of 6 inches. Downward spikes in elevation did not 

routinely appear at joints in these profiles. For profiles measured in this era, joint locations were 

detected from later measurements by a different profiler. 

After January 2013, profile data were recorded after the application of low-pass filtering. 

Downward spikes at the joints did not stand out relative to other content within profile data from 

the Washington SPS-2 site because those test sections included coarse surface texture. Joint 

locations for profiles collected after January 2013 at the Washington site were assumed to be the 

same as in the visit in May 2012.

Joint Spacing

The joint spacing for every section included some variation around the nominal spacing pattern 

and some test sections included one or more joints that did not adhere to the pattern at all. Any 

exception to the expected joint-spacing pattern greater than 0.5 ft was verified by comparing the 

exception to transverse joint distance values recorded in LTPP manual distress surveys of 

faulting.

An additional rule for identifying joints was applied for some test sections with high levels of 

variation around the nominal spacing pattern. The additional rule qualifies any location as a joint 

if enough spikes are detected. This rule is applied in steps 11 and 12 previously noted. The 

criterion designates a spike cluster as a joint that includes a sufficient number of spikes as a 

percentage of the number of profiles in the group, regardless of whether the location is within the 

joint-window tolerance. The test sections using the additional rule are sections 370201–370203, 

370207–370212, 370259, 200259, 200202, 063021, 390264, and 493011. 

Table 50 provides details about the joint spacing within each section.
258

Table 50. Joint-spacing details.

Section(s) Nominal Pattern (ft) Notes

040213–040224 15 No notes.

040262–040265 15-12-14-13 Skewed joints.

040266–040268 15-13-14-17 No notes.

063021 12-13-19-18 Skewed joints.

One 29-ft slab.

133019 20 No notes.

183002 13-12-18-19 Skewed joints.

200201–200212 15 High variation in spacing.

200210 15 One 16.8-ft-long slab.

200212 15 One slab group 11.9-13.4-19.4 ft.

200259 15 One slab group 11.5-17.9 ft.

273003 13.0-15.5-13.9-16.8 Variation from this pattern of up to 0.85 ft.

370201–370212 15 High variation in spacing.

370201 15 First full slab 13.6-ft long.

370211 15 One slab group 17.1-2.8 ft.

370259 21.6-19.2-18.7-20.6 Variation from this pattern of up to 0.58 ft.

The 21.6-ft-long slab was missing in one instance of the 

pattern.

370260 15 No notes.

390201–390212 15 No notes.

390259–390265 15 No notes.

390264 15 One slab group 10.6-6.0-13.6 ft.

One slab group 10.5-6.0-13.5 ft.

493011 17-18-13-12 Skew

A wide transverse crack disrupts the pattern near the 

center of the section.

Variation from this pattern of up to 0.5 ft.

530201–530212 15 High variation in spacing.

530259 14.1-13.1-8.8-9.9 Variation from this pattern of up to 0.7 ft.

Section 063021 included a 29-ft slab near the center of the section in place of an 18-ft slab and 

12-ft slab within the pattern. A transverse crack appeared within the slab. Atypical settings for 

the joint-finding algorithm were required to accommodate the crack. Three sections at the 

Kansas SPS-2 site and two sections at the North Carolina SPS-2 site included a slab or a group of 

consecutive slabs that differed in length from the nominal spacing of 15 ft, as described in Table 

50. At two locations within section 390264, a 6-ft patch was installed over an existing joint that 

disrupted the nominal joint-spacing pattern.

Joint-spacing values at the Kansas and North Carolina sites varied from the nominal value to 

greater extent than the Arizona, Ohio, and Washington sites. Excluding the special cases listed in 

Table 50, the core test sections at the Kansas site included 380 slabs that were fully within 

test-section boundaries. Joint-spacing values for these slabs ranged from 14.40 to 15.70 ft, with 

an average value of 15.00 ft and an SD of 0.21 ft. Excluding the special cases listed in Table 50, 

the core test sections at the North Carolina site included 384 slabs that were fully within testsection boundaries. Joint-spacing values for these slabs ranged from 14.11 to 15.94 ft, with an 

average value of 14.99 ft and an SD of 0.24 ft. In contrast, 385 slabs within the core sections at 

the Arizona site had joint-spacing values that ranged from 14.74 to 15.39 ft, with an average 

value of 15.00 ft and an SD of 0.06 ft. Joint-spacing values for the core sections at the Ohio and 
259

Washington sites had variation comparable to the Arizona site, with SD values of 0.10 and 

0.09 ft, respectively.

On section 273003, the nominal spacing pattern was established after inspecting the measured 

profiles. The values listed in Table 50 are the average joint-spacing values for each member of 

the pattern within the section. However, individual joint-spacing values varied from the nominal 

values by up to 0.85 ft. 

On section 370259, the joint-finding algorithm used a constant nominal joint spacing of 20 ft 

with a high tolerance. The results revealed a four-slab pattern with average nominal values of 

21.6, 19.2, 18.7, and 20.6 ft. However, the first slab was missing in one instance of the pattern 

and variation from the average values of up to 0.55 ft was observed. 

On section 493011, the joint-finding algorithm used a constant nominal joint-spacing pattern of 

13, 12, 17, and 18 ft. The results revealed a four-slab pattern with average nominal values of 

12.8, 12.2, 16.9, and 17.9 ft. The pattern is disrupted over a 58-ft-long area near the center of the 

section, which included a wide transverse crack. Taking the crack into consideration, this area 

includes four slabs of various lengths that do not adhere to the nominal pattern. Atypical settings 

for the joint-finding algorithm were required to accommodate the pattern disruption.

On section 530259, the nominal spacing pattern was established after inspecting the measured 

profiles. The values listed in Table 50 are the average joint-spacing values for each member of 

the pattern within the section. However, individual joint-spacing values varied from the nominal 

values by up to 0.7 ft. 

FHWA CURL-AND-WARP STUDY PROFILES

The joint-finding algorithm in this appendix was also applied to diurnal and seasonal profile 

measurements from the FHWA curl-and-warp study, Impact of Temperature Curling and 

Moisture Warping on Jointed Concrete Pavement Performance.

(6) For this dataset, all profiles 

from a given section were analyzed as a single group. The group typically consists of 

160 profiles for sections with seasonal and diurnal measurements, which includes 4 seasons, 4

times per day per season, 5 passes per time of day, and profiles from 2 sides in every pass. 

Sections with diurnal measurement only include 40 profiles. These profiles were measured with 

a high-speed profiler that used a point laser with a narrow footprint as a height sensor. The 

profiler was modified to provide profile at a sample interval of 0.25 inches to facilitate the jointfinding process.(85)

The joint-finding algorithm was applied to profiles with default values similar to those used on 

LTPP profile measurements. In several cases, a larger threshold value for spike magnitude 

(–4 or –5) was applied because the negative spikes at joints were deeper.

261

APPENDIX F. ESTIMATION OF SLAB CURL

The levels of curl and warp present within each profile were estimated using slab-by-slab 

analysis of local profile segments. Measured profiles of individual slabs were isolated using the 

joint-finding procedure described in appendix E. Deformation within each slab profile due to curl 

and warp was estimated using a curve fit to the Westergaard equation. The Westergaard equation 

predicts the deformation of a concrete slab in response to a linear strain gradient throughout its 

depth. 

WESTERGAARD DEFORMATION MODEL

The curve-fitting procedure for measured slab profiles used an idealized shape proposed by 

Westergaard.(20) The idealized profile is based on the assumption of a linear strain gradient 

through the depth of the slab, unrestrained slab ends, and an infinite slab along the undeformed 

axis. Westergaard provided the solution for an infinitely long pavement of finite width. Vertical 

deformation (z) depends on distance from the slab center (x) as shown in the equations in figure

168.

A. Equation. z.

∆sh /h = moisture gradient.

α∆T/h = temperature gradient.

B. Equation. z0.

b = slab width.

C. Equation. λ.

D. Equation. l.

Figure 168. Equation. Relationship of slab elevation to position.

This study applies the solution to predict vertical deformation as a function of longitudinal 

distance from the center of the slab. As such, b represents slab length in this report, rather than 

slab width. 
262

The curve-fitting procedure accepts b, E, μ, and k as inputs to the model and estimates the linear 

strain gradient by fitting the idealized slab profile to a measured profile. The estimate of linear 

strain gradient required to deform the slab into the measured shape is the PSG, which relates to 

figure 168 and is shown in Figure 169.

Figure 169. Equation. PSG.

SLAB PROPERTIES

Local slab profiles were extracted from sectionwide measured profiles using the locations of the 

surrounding joints, as described in appendix E. The length associated with each slab profile was 

the distance between joint locations.

Material properties were assumed to be constant for all slabs within a given test section and 

throughout the monitoring history of each section. A constant value of 0.15 was used for

Poisson’s ratio for all test sections in this study. LTPP database table L05B provided slab 

thickness values, which were based on cores that were collected at the ends of each section.(8)

Table 51 and Table 52 list the values of slab thickness for each test section.

Elastic modulus and modulus of subgrade reaction were derived from FWD testing using two 

methods of analysis: AREA and Best Fit. Khazanovich, Tayabji, and Darter describe the 

methods as follows:

The Best Fit method solves for a combination of the radius of relative stiffness, l, and the 

coefficient of subgrade reaction, k, that produces the best possible agreement between the 

predicted and measured deflections at each sensor. The AREA method ... estimates the 

radius of relative stiffness as a function of the AREA of the deflection basin.(101)

The Best Fit method uses least squares minimization between measured and predicted deflection, 

with relative weighting factors assigned to the output of each deflection sensor.(102)

Smith et al. and Hall and Mohseni describe the AREA method as it is applied to the sensor 

configuration used in the LTPP program.(102,103) The AREA parameter characterizes the 

measured deflection basin in units of distance (i.e., length). AREA is a sum that includes one 

term per deflection sensor. Each term is the product of the deflection measurement at a given 

location and the distance to an adjacent sensor. The sum approximates rectangular integration of 

the deflection basin in two dimensions, with an additional term for the outermost deflection 

measurement. The sum is normalized by the deflection measured directly under the load plate. 

Radius of relative stiffness is computed directly from the AREA parameter using an empirical 

relationship established for the specific sensor placement and loading conditions. In turn, a 

theoretical relationship by Westergaard provides the modulus of subgrade support, given the 

applied load, the load radius, the maximum deflection under the load, and the radius of relative 

stiffness.

(20)
263

In both methods, elastic modulus is calculated from the derived values of radius of relative 

stiffness and modulus of subgrade reaction. Table 51 and Table 52 list elastic modulus, modulus 

of subgrade support, and radius of relative stiffness produced by the AREA and Best Fit 

methods, respectively.

Table 51. Test-section properties using AREA method.

Section h (Inch) E (ksi) k (psi/Inch) l (Inch)

040213 7.9 5,665 228 32.0

040214 8.3 5,515 162 35.9

040215 11.0 5,636 273 39.1

040216 11.2 4,329 239 38.4

040217 8.1 6,760 559 27.2

040218 8.3 8,211 337 33.0

040219 10.8 15,010 405 44.7

040220 11.2 5,771 307 38.7

040221 8.1 7,960 213 36.1

040222 8.6 7,928 266 35.7

040223 11.1 7,865 339 40.6

040224 10.6 6,880 220 42.2

040262 8.1 5,715 191 34.1

040263 8.2 7,807 180 37.8

040264 11.5 15,105 222 54.5

040265 10.8 7,048 225 42.8

040266 12.3 6,178 277 43.4

040267 11.3 6,470 326 39.5

040268 8.5 8,326 341 33.6

063021 8.1 5,871 190 34.4

133019 9.0 5,139 211 35.1

183002 9.6 6,284 283 36.0

200201 7.7 7,889 196 35.4

200202 7.5 5,727 144 34.6

200203 11.2 4,669 229 39.5

200204 11.3 6,918 240 43.4

200205 7.3 9,151 215 34.5

200206 7.7 8,319 180 36.6

200207 10.9 6,499 247 41.3

200208 10.9 7,143 304 40.1

200209 8.4 9,262 217 38.3

200210 8.5 7,823 197 38.0

200211 11.2 5,009 211 41.1

200212 11.1 8,015 261 43.5

200259 11.9 8,530 337 43.7

273003 7.6 5,311 150 33.9

370201 9.2 6,998 201 39.0

370202 8.9 6,278 124 41.8

370203 11.9 5,381 144 48.1

370204 11.6 7,344 137 51.7

370205 8.0 26,919 163 51.8

370206 8.4 13,633 159 45.6

370207 11.7 11,117 146 56.8

370208 11.2 21,598 202 59.8

370209 8.6 8,114 263 36.0
264

Section h (Inch) E (ksi) k (psi/Inch) l (Inch)

370210 9.1 7,097 144 42.2

370211 11.5 7,358 148 50.4

370212 11.2 9,266 278 44.7

370259 10.8 9,366 221 46.2

370260 11.6 13,428 210 54.0

390201 7.9 7,923 205 35.7

390202 8.3 6,192 136 38.6

390203 11.2 4,316 178 41.3

390204 11.1 7,043 319 40.1

390205 8.0 9,227 227 36.5

390206 7.9 7,972 178 37.0

390207 11.2 5,894 235 41.6

390208 11.1 7,680 242 43.9

390209 8.3 7,829 235 35.7

390210 8.0 7,308 218 34.8

390211 11.3 5,697 208 42.8

390212 10.8 8,733 306 41.8

390259 10.9 6,911 280 40.6

390260 11.6 6,576 330 40.4

390261 11.1 7,895 220 45.2

390262 11.5 10,067 303 45.6

390263 11.1 5,399 165 44.2

390264 11.5 7,793 217 46.5

390265 11.2 6,986 304 40.7

493011 10.2 8,620 281 40.8

530201 8.7 4,903 275 31.6

530202 8.3 4,344 202 32.0

530203 11.1 3,241 183 37.9

530204 11.2 5,489 326 37.7

530205 8.5 7,090 395 31.1

530206 8.6 5,495 248 33.1

530207 11.1 4,570 281 37.1

530208 11.2 4,660 406 34.2

530209 9.0 4,353 374 29.2

530210 8.3 5,794 265 32.1

530211 11.8 3,162 323 34.2

530212 11.3 5,301 354 36.8

530259 10.3 4,302 223 36.6

Table 52. Test-section properties using Best Fit method.

Section h (Inch) E (ksi) k (psi/Inch) l (Inch)

040213 7.9 6,889 198 34.8

040214 8.3 5,218 141 36.6

040215 11.0 5,354 229 40.4

040216 11.2 5,474 221 41.5

040217 8.1 7,485 651 26.9

040218 8.3 6,367 298 31.9

040219 10.8 9,261 358 40.8

040220 11.2 7,441 319 40.9

040221 8.1 9,199 236 36.5

040222 8.6 7,571 269 35.1

040223 11.1 7,489 287 41.8
265

Sectionh (Inch)E (ksi)k (psi/Inch)l (Inch)

040224 10.6 8,249 262 42.3

040262 8.1 6,991 216 34.8

040263 8.2 8,405 194 37.8

040264 11.5 9,459 203 49.6

040265 10.8 7,389 170 46.5

040266 12.3 7,689 292 45.2

040267 11.3 7,713 371 40.0

040268 8.5 9,942 346 35.0

063021 8.1 5,412 192 33.6

133019 9.0 4,789 197 35.1

183002 9.6 6,414 239 37.7

200201 7.7 6,841 184 34.7

200202 7.5 6,594 161 34.8

200203 11.2 5,951 257 40.8

200204 11.3 5,944 194 44.1

200205 7.3 9,251 199 35.2

200206 7.7 11,652 202 38.7

200207 10.9 8,626 239 44.7

200208 10.9 9,706 239 46.0

200209 8.4 8,088 188 38.4

200210 8.5 9,996 206 39.9

200211 11.2 6,478 209 43.9

200212 11.1 6,864 208 44.3

200259 11.9 8,308 260 46.3

273003 7.6 5,658 143 34.9

370201 9.2 6,622 161 40.6

370202 8.9 7,350 137 42.4

370203 11.9 7,277 147 51.6

370204 11.6 7,882 94 57.8

370205 8.0 19,556 113 52.4

370206 8.4 15,155 143 48.1

370207 11.7 12,355 131 59.9

370208 11.2 12,868 165 55.3

370209 8.6 7,707 230 36.7

370210 9.1 7,664 155 42.2

370211 11.5 7,918 137 52.3

370212 11.2 8,365 236 45.4

370259 10.8 9,843 177 49.4

370260 11.6 13,495 185 55.8

390201 7.9 7,487 167 37.1

390202 8.3 7,175 131 40.4

390203 11.2 6,029 212 43.0

390204 11.1 6,460 258 41.3

390205 8.0 6,748 196 35.0

390206 7.9 7,568 179 36.5

390207 11.2 7,025 252 42.7

390208 11.1 6,787 200 44.6

390209 8.3 7,705 212 36.5

390210 8.0 8,032 249 34.4

390211 11.3 6,912 235 43.6

390212 10.8 8,148 252 43.2

390259 10.9 6,176 232 41.4
266

Section h (Inch) E (ksi) k (psi/Inch) l (Inch)

390260 11.6 6,166 273 41.6

390261 11.1 10,289 239 47.3

390262 11.5 10,810 226 49.9

390263 11.1 6,366 180 45.1

390264 11.5 5,351 163 45.4

390265 11.2 6,821 247 42.6

493011 10.2 8,425 248 41.9

530201 8.7 4,738 263 31.7

530202 8.3 5,194 246 31.9

530203 11.1 4,073 210 38.8

530204 11.2 5,233 297 38.1

530205 8.5 6,523 362 31.2

530206 8.6 5,198 282 31.6

530207 11.1 5,846 305 38.7

530208 11.2 4,361 363 34.6

530209 9.0 4,227 380 28.8

530210 8.3 6,637 271 33.1

530211 11.8 3,767 362 34.7

530212 11.3 5,001 315 37.4

530259 10.3 5,296 261 37.1

SLAB-BY-SLAB ANALYSIS

Karamihas and Senn describe the method of estimating PSG for each slab profile. The analysis 

steps are summarized in this section.(2)

Step 1: Crop the Profile

Crop the profile of the slab to exclude the negative spikes at the joints, the small area near the 

joint where downward spikes were detected during the joint-finding procedure described in 

appendix E. The start-of-range and end-of-range values shown in Table 48 define the excluded 

areas. For example, the first two joints in section 390203 appear at 11.32 and 26.34 ft. To avoid 

the possibility of including a downward spike in curve fit, the slab profile is cropped to run from 

11.42 through 26.25 ft.

Step 2: Shift

Move the origin of the horizontal scale to the longitudinal slab center.

Step 3: Detrend

Detrend the measured slab profile. Apply a least-squares linear fit to the profile segment and 

subtract the best-fit line.

Step 4: Curve Fit

Perform a nonlinear curve fit of the Westergaard model to the measured slab profile. In this 

study, curve fitting was performed using functions MRQMIN and MRQCOF provided in 
267

Numerical Recipes.

(104) These routines perform a nonlinear least-squares curve fit using the 

Levenberg–Marquardt algorithm. PSG, as defined in Figure 169, is the only fitted parameter.

269

APPENDIX G. PSG VERSUS TIME USING THE BEST FIT METHOD

This appendix provides plots of PSG versus age for the 83 jointed PCC test sections included in 

this study (figure 170 through figure 252). PSG values were derived using radius of relative 

stiffness values produced by the Best Fit method. PSG values are expressed in units of

microstrain per inch (/inch). PSG values for each visit are a weighted average of all slab-byslab values from repeat passes selected for that monitoring visit. The average typically included 

five repeat passes. A weighting is assigned to each PSG value in proportion to the corresponding 

slab length. For slabs that straddle test-section boundaries, a weighting is assigned to the PSG 

value in proportion to the length within the test section. 

On the SPS-2 sections, the age is the time elapsed since the project was opened to traffic. On the 

GPS-3 sections, the age is the time elapsed since the construction date. Figures for sections from 

the same SPS-2 project use the same age scale. 

Source: FHWA.

Figure 170. Graph. PSG progression using Best Fit method for section 040213.
270

Source: FHWA.

Figure 171. Graph. PSG progression using Best Fit method for section 040214.

Source: FHWA.

Figure 172. Graph. PSG progression using Best Fit method for section 040215.
271

Source: FHWA.

Figure 173. Graph. PSG progression using Best Fit method for section 040216.

Source: FHWA.

Figure 174. Graph. PSG progression using Best Fit method for section 040217.
272

Source: FHWA.

Figure 175. Graph. PSG progression using Best Fit method for section 040218.

Source: FHWA.

Figure 176. Graph. PSG progression using Best Fit method for section 040219.
273

Source: FHWA.

Figure 177. Graph. PSG progression using Best Fit method for section 040220.

Source: FHWA.

Figure 178. Graph. PSG progression using Best Fit method for section 040221.
274

Source: FHWA.

Figure 179. Graph. PSG progression using Best Fit method for section 040222.

Source: FHWA.

Figure 180. Graph. PSG progression using Best Fit method for section 040223.
275

Source: FHWA.

Figure 181. Graph. PSG progression using Best Fit method for section 040224.

Source: FHWA.

Figure 182. Graph. PSG progression using Best Fit method for section 040262.
276

Source: FHWA.

Figure 183. Graph. PSG progression using Best Fit method for section 040263.

Source: FHWA.

Figure 184. Graph. PSG progression using Best Fit method for section 040264.
277

Source: FHWA.

Figure 185. Graph. PSG progression using Best Fit method for section 040265.

Source: FHWA.

Figure 186. Graph. PSG progression using Best Fit method for section 040266.
278

Source: FHWA.

Figure 187. Graph. PSG progression using Best Fit method for section 040267.

Source: FHWA.

Figure 188. Graph. PSG progression using Best Fit method for section 040268.
279

Source: FHWA.

Figure 189. Graph. PSG progression using Best Fit method for section 063021.

Source: FHWA.

Figure 190. Graph. PSG progression using Best Fit method for section 133019.
280

Source: FHWA.

Figure 191. Graph. PSG progression using Best Fit method for section 183002.

Source: FHWA.

Figure 192. Graph. PSG progression using Best Fit method for section 200201.
281

Source: FHWA.

Figure 193. Graph. PSG progression using Best Fit method for section 200202.

Source: FHWA.

Figure 194. Graph. PSG progression using Best Fit method for section 200203.
282

Source: FHWA.

Figure 195. Graph. PSG progression using Best Fit method for section 200204.

Source: FHWA.

Figure 196. Graph. PSG progression using Best Fit method for section 200205.
283

Source: FHWA.

Figure 197. Graph. PSG progression using Best Fit method for section 200206.

Source: FHWA.

Figure 198. Graph. PSG progression using Best Fit method for section 200207.
284

Source: FHWA.

Figure 199. Graph. PSG progression using Best Fit method for section 200208.

Source: FHWA.

Figure 200. Graph. PSG progression using Best Fit method for section 200209.
285

Source: FHWA.

Figure 201. Graph. PSG progression using Best Fit method for section 200210.

Source: FHWA.

Figure 202. Graph. PSG progression using Best Fit method for section 200211.
286

Source: FHWA.

Figure 203. Graph. PSG progression using Best Fit method for section 200212.

Source: FHWA.

Figure 204. Graph. PSG progression using Best Fit method for section 200259.
287

Source: FHWA.

Figure 205. Graph. PSG progression using Best Fit method for section 273003.

Source: FHWA.

Figure 206. Graph. PSG progression using Best Fit method for section 370201.
288

Source: FHWA.

Figure 207. Graph. PSG progression using Best Fit method for section 370202.

Source: FHWA.

Figure 208. Graph. PSG progression using Best Fit method for section 370203.
289

Source: FHWA.

Figure 209. Graph. PSG progression using Best Fit method for section 370204.

Source: FHWA.

Figure 210. Graph. PSG progression using Best Fit method for section 370205.
290

Source: FHWA.

Figure 211. Graph. PSG progression using Best Fit method for section 370206.

Source: FHWA.

Figure 212. Graph. PSG progression using Best Fit method for section 370207.
291

Source: FHWA.

Figure 213. Graph. PSG progression using Best Fit method for section 370208.

Source: FHWA.

Figure 214. Graph. PSG progression using Best Fit method for section 370209.
292

Source: FHWA.

Figure 215. Graph. PSG progression using Best Fit method for section 370210.

Source: FHWA.

Figure 216. Graph. PSG progression using Best Fit method for section 370211.
293

Source: FHWA.

Figure 217. Graph. PSG progression using Best Fit method for section 370212.

Source: FHWA.

Figure 218. Graph. PSG progression using Best Fit method for section 370259.
294

Source: FHWA.

Figure 219. Graph. PSG progression using Best Fit method for section 370260.

Source: FHWA.

Figure 220. Graph. PSG progression using Best Fit method for section 390201.
295

Source: FHWA.

Figure 221. Graph. PSG progression using Best Fit method for section 390202.

Source: FHWA.

Figure 222. Graph. PSG progression using Best Fit method for section 390203.
296

Source: FHWA.

Figure 223. Graph. PSG progression using Best Fit method for section 390204.

Source: FHWA.

Figure 224. Graph. PSG progression using Best Fit method for section 390205.
297

Source: FHWA.

Figure 225. Graph. PSG progression using Best Fit method for section 390206.

Source: FHWA.

Figure 226. Graph. PSG progression using Best Fit method for section 390207.
298

Source: FHWA.

Figure 227. Graph. PSG progression using Best Fit method for section 390208.

Source: FHWA.

Figure 228. Graph. PSG progression using Best Fit method for section 390209.
299

Source: FHWA.

Figure 229. Graph. PSG progression using Best Fit method for section 390210.

Source: FHWA.

Figure 230. Graph. PSG progression using Best Fit method for section 390211.
300

Source: FHWA.

Figure 231. Graph. PSG progression using Best Fit method for section 390212.

Source: FHWA.

Figure 232. Graph. PSG progression using Best Fit method for section 390259.
301

Source: FHWA.

Figure 233. Graph. PSG progression using Best Fit method for section 390260.

Source: FHWA.

Figure 234. Graph. PSG progression using Best Fit method for section 390261.
302

Source: FHWA.

Figure 235. Graph. PSG progression using Best Fit method for section 390262.

Source: FHWA.

Figure 236. Graph. PSG progression using Best Fit method for section 390263.
303

Source: FHWA.

Figure 237. Graph. PSG progression using Best Fit method for section 390264.

Source: FHWA.

Figure 238. Graph. PSG progression using Best Fit method for section 390265.
304

Source: FHWA.

Figure 239. Graph. PSG progression using Best Fit method for section 493011.

Source: FHWA.

Figure 240. Graph. PSG progression using Best Fit method for section 530201.
305

Source: FHWA.

Figure 241. Graph. PSG progression using Best Fit method for section 530202.

Source: FHWA.

Figure 242. Graph. PSG progression using Best Fit method for section 530203.
306

Source: FHWA.

Figure 243. Graph. PSG progression using Best Fit method for section 530204.

Source: FHWA.

Figure 244. Graph. PSG progression using Best Fit method for section 530205.
307

Source: FHWA.

Figure 245. Graph. PSG progression using Best Fit method for section 530206.

Source: FHWA.

Figure 246. Graph. PSG progression using Best Fit method for section 530207.
308

Source: FHWA.

Figure 247. Graph. PSG progression using Best Fit method for section 530208.

Source: FHWA.

Figure 248. Graph. PSG progression using Best Fit method for section 530209.
309

Source: FHWA.

Figure 249. Graph. PSG progression using Best Fit method for section 530210.

Source: FHWA.

Figure 250. Graph. PSG progression using Best Fit method for section 530211.
310

Source: FHWA.

Figure 251. Graph. PSG progression using Best Fit method for section 530212.

Source: FHWA.

Figure 252. Graph. PSG progression using Best Fit method for section 530259.
311

APPENDIX H. PSG VERSUS TIME USING AREA METHOD

This appendix provides plots of PSG versus age for the 83 jointed PCC test sections included in 

this study (figure 253 to Figure 335). PSG values were derived using radius of relative stiffness

values produced by the AREA method. PSG values are expressed in units of microstrain per inch 

(/inch). PSG values for each visit are a weighted average of all slab-by-slab values from 

(typically five) repeat passes selected for that monitoring visit. A weighting is assigned to each 

PSG value in proportion to the corresponding slab length. For slabs that straddle test sections 

boundaries, a weighting is assigned to the PSG value in proportion to the length that is within the 

test section. 

On the SPS-2 sections, the age is the time elapsed since the project was opened to traffic. On the 

GPS-3 sections, the age is the time elapsed since the construction date. Figures for sections from 

the same SPS-2 project use the same age scale. 

Source: FHWA.

Figure 253. Graph. PSG progression using AREA method for section 040213.
312

Source: FHWA.

Figure 254. Graph. PSG progression using AREA method for section 040214.

Source: FHWA.

Figure 255. Graph. PSG progression using AREA method for section 040215.
313

Source: FHWA.

Figure 256. Graph. PSG progression using AREA method for section 040216.

Source: FHWA.

Figure 257. Graph. PSG progression using AREA method for section 040217.
314

Source: FHWA.

Figure 258. Graph. PSG progression using AREA method for section 040218.

Source: FHWA.

Figure 259. Graph. PSG progression using AREA method for section 040219.
315

Source: FHWA.

Figure 260. Graph. PSG progression using AREA method for section 040220.

Source: FHWA.

Figure 261. Graph. PSG progression using AREA method for section 040221.
316

Source: FHWA.

Figure 262. Graph. PSG progression using AREA method for section 040222.

Source: FHWA.

Figure 263. Graph. PSG progression using AREA method for section 040223.
317

Source: FHWA.

Figure 264. Graph. PSG progression using AREA method for section 040224.

Source: FHWA.

Figure 265. Graph. PSG progression using AREA method for section 040262.
318

Source: FHWA.

Figure 266. Graph. PSG progression using AREA method for section 040263.

Source: FHWA.

Figure 267. Graph. PSG progression using AREA method for section 040264.
319

Source: FHWA.

Figure 268. Graph. PSG progression using AREA method for section 040265.

Source: FHWA.

Figure 269. Graph. PSG progression using AREA method for section 040266.
320

Source: FHWA.

Figure 270. Graph. PSG progression using AREA method for section 040267.

Source: FHWA.

Figure 271. Graph. PSG progression using AREA method for section 040268.
321

Source: FHWA.

Figure 272. Graph. PSG progression using AREA method for section 063021.

Source: FHWA.

Figure 273. Graph. PSG progression using AREA method for section 133019.
322

Source: FHWA.

Figure 274. Graph. PSG progression using AREA method for section 183002.

Source: FHWA.

Figure 275. Graph. PSG progression using AREA method for section 200201.
323

Source: FHWA.

Figure 276. Graph. PSG progression using AREA method for section 200202.

Source: FHWA.

Figure 277. Graph. PSG progression using AREA method for section 200203.
324

Source: FHWA.

Figure 278. Graph. PSG progression using AREA method for section 200204.

Source: FHWA.

Figure 279. Graph. PSG progression using AREA method for section 200205.
325

Source: FHWA.

Figure 280. Graph. PSG progression using AREA method for section 200206.

Source: FHWA.

Figure 281. Graph. PSG progression using AREA method for section 200207.
326

Source: FHWA.

Figure 282. Graph. PSG progression using AREA method for section 200208.

Source: FHWA.

Figure 283. Graph. PSG progression using AREA method for section 200209.
327

Source: FHWA.

Figure 284. Graph. PSG progression using AREA method for section 200210.

Source: FHWA.

Figure 285. Graph. PSG progression using AREA method for section 200211.
328

Source: FHWA.

Figure 286. Graph. PSG progression using AREA method for section 200212.

Source: FHWA.

Figure 287. Graph. PSG progression using AREA method for section 200259.
329

Source: FHWA.

Figure 288. Graph. PSG progression using AREA method for section 273003.
330

Source: FHWA.

Figure 289. Graph. PSG progression using AREA method for section 370201.

Source: FHWA.

Figure 290. Graph. PSG progression using AREA method for section 370202.
331

Source: FHWA.

Figure 291. Graph. PSG progression using AREA method for section 370203.

Source: FHWA.

Figure 292. Graph. PSG progression using AREA method for section 370204.
332

Source: FHWA.

Figure 293. Graph. PSG progression using AREA method for section 370205.

Source: FHWA.

Figure 294. Graph. PSG progression using AREA method for section 370206.
333

Source: FHWA.

Figure 295. Graph. PSG progression using AREA method for section 370207.

Source: FHWA.

Figure 296. Graph. PSG progression using AREA method for section 370208.
334

Source: FHWA.

Figure 297. Graph. PSG progression using AREA method for section 370209.

Source: FHWA.

Figure 298. Graph. PSG progression using AREA method for section 370210.
335

Source: FHWA.

Figure 299. Graph. PSG progression using AREA method for section 370211.

Source: FHWA.

Figure 300. Graph. PSG progression using AREA method for section 370212.
336

Source: FHWA.

Figure 301. Graph. PSG progression using AREA method for section 370259.

Source: FHWA.

Figure 302. Graph. PSG progression using AREA method for section 370260.
337

Source: FHWA.

Figure 303. Graph. PSG progression using AREA method for section 390201.

Source: FHWA.

Figure 304. Graph. PSG progression using AREA method for section 390202.
338

Source: FHWA.

Figure 305. Graph. PSG progression using AREA method for section 390203.

Source: FHWA.

Figure 306. Graph. PSG progression using AREA method for section 390204.
339

Source: FHWA.

Figure 307. Graph. PSG progression using AREA method for section 390205.

Source: FHWA.

Figure 308. Graph. PSG progression using AREA method for section 390206.
340

Source: FHWA.

Figure 309. Graph. PSG progression using AREA method for section 390207.

Source: FHWA.

Figure 310. Graph. PSG progression using AREA method for section 390208.
341

Source: FHWA.

Figure 311. Graph. PSG progression using AREA method for section 390209.

Source: FHWA.

Figure 312. Graph. PSG progression using AREA method for section 390210.
342

Source: FHWA.

Figure 313. Graph. PSG progression using AREA method for section 390211.

Source: FHWA.

Figure 314. Graph. PSG progression using AREA method for section 390212.
343

Source: FHWA.

Figure 315. Graph. PSG progression using AREA method for section 390259.

Source: FHWA.

Figure 316. Graph. PSG progression using AREA method for section 390260.
344

Source: FHWA.

Figure 317. Graph. PSG progression using AREA method for section 390261.

Source: FHWA.

Figure 318. Graph. PSG progression using AREA method for section 390262.
345

Source: FHWA.

Figure 319. Graph. PSG progression using AREA method for section 390263.

Source: FHWA.

Figure 320. Graph. PSG progression using AREA method for section 390264.
346

Source: FHWA.

Figure 321. Graph. PSG progression using AREA method for section 390265.

Source: FHWA.

Figure 322. Graph. PSG progression using AREA method for section 493011.
347

Source: FHWA.

Figure 323. Graph. PSG progression using AREA method for section 530201.

Source: FHWA.

Figure 324. Graph. PSG progression using AREA method for section 530202.
348

Source: FHWA.

Figure 325. Graph. PSG progression using AREA method for section 530203.

Source: FHWA.

Figure 326. Graph. PSG progression using AREA method for section 530204.
349

Source: FHWA.

Figure 327. Graph. PSG progression using AREA method for section 530205.

Source: FHWA.

Figure 328. Graph. PSG progression using AREA method for section 530206.
350

Source: FHWA.

Figure 329. Graph. PSG progression using AREA method for section 530207.

Source: FHWA.

Figure 330. Graph. PSG progression using AREA method for section 530208.
351

Source: FHWA.

Figure 331. Graph. PSG progression using AREA method for section 530209.

Source: FHWA.

Figure 332. Graph. PSG progression using AREA method for section 530210.
352

Source: FHWA.

Figure 333. Graph. PSG progression using AREA method for section 530211.

Source: FHWA.

Figure 334. Graph. PSG progression using AREA method for section 530212.
353

Source: FHWA.

Figure 335. Graph. PSG progression using AREA method for section 530259.

355

APPENDIX I. LINEAR REGRESSION STATISTICAL OUTPUTS 

PSG LINEAR REGRESSION 

Table 53 shows the results of the linear regression analysis performed on PSG values calculated 

using Best Fit and AREA methods. The results show the PSG intercept (PSGi), the initial PSG 

after the pavement was constructed, the PSG slope (PSGs), and the change in PSG per year after 

construction up to 10 years. The PSGi and PSGs values are used for analysis in chapter 8 and 

chapter 9. 

Table 53. Linear regression slope and intercept for PSG (first 10 years).

State Code SHRP ID 

Best Fit Method 

Intercept 

(PSG) 

Best Fit Method 

Slope 

(PSG/Year) 

AREA Method 

Intercept 

(PSG) 

AREA Method 

Slope 

(PSG/Year) 

4 0217 −0.956706 −0.036938 −0.911377 −0.035152 

4 0219 −0.221692 0.009808 −0.268314 0.011893 

4 0218 −0.232987 0.013285 −0.256965 0.014659 

4 0220 −0.003123 −0.031568 −0.003496 −0.035773 

4 0264 0.174903 −0.005603 0.201377 −0.006494 

4 0268 −0.136764 −0.0477 −0.116243 −0.040444 

4 0266 −0.213204 0.113624 −0.207288 0.110069 

4 0267 −0.482932 0.03966 −0.530763 0.043672 

4 0222 −2.204418 −0.02577 −2.133728 −0.024157 

4 0223 0.050124 0.046607 0.050285 0.046714 

4 0221 0.46346 0.005665 0.554688 0.006642 

4 0224 −0.446087 0.053605 −0.40595 0.048945 

4 0263 0.754596 0.305103 0.67471 0.271467 

4 0213 −0.372634 −0.078811 −0.303927 −0.064105 

4 0214 −1.645933 0.122081 −1.516298 0.113185 

4 0262 −0.655465 0.016985 −0.740292 0.018948 

4 0215 0.33282 −0.088015 0.382195 −0.100473 

4 0216 0.104927 −0.08386 0.15185 −0.114429 

4 0265 0.117546 0.07137 0.126799 0.075264 

20 0259 −0.00893 0.187626 −0.007985 0.193008 

20 0207 0.198532 0.0804 0.210956 0.085334 

20 0206 0.104747 −0.015888 0.107366 −0.016302 

20 0208 0.046943 −0.059967 0.052441 −0.067335 

20 0205 0.18679 0.022736 0.194073 0.023598 

20 0212 0.058865 −0.051597 0.060708 −0.053079 

20 0211 0.995855 −0.032251 1.031212 −0.033421 

20 0209 0.048306 −0.025559 0.052394 −0.027714 

20 0210 0.543103 −0.070227 0.565596 −0.073154 

20 0204 0.366447 −0.012445 0.427725 −0.014488 

20 0203 0.083141 0.008057 0.083666 0.008087 

20 0202 0.225896 −0.072421 0.233754 −0.074927 

20 0201 −0.131318 −0.05696 −0.107603 −0.046716 

37 0207 1.039878 −0.032506 1.117117 −0.034911 

37 0208 −0.265955 0.031323 −0.293121 0.034774 

37 0205 −0.301734 −0.114236 −0.333064 −0.126678 

37 0206 −0.201752 −0.088251 −0.220679 −0.096895 

37 0211 0.058469 −0.063277 0.065622 −0.071278 
356

State Code SHRP ID

Best Fit Method

Intercept

(PSG)

Best Fit Method 

Slope

(PSG/Year)

AREA Method 

Intercept

(PSG)

AREA Method 

Slope

(PSG/Year)

37 0212 0.069245 −0.007507 0.072709 −0.007779

37 0259 0.279894 0.008556 0.272684 0.008511

37 0210 0.044042 0.038818 0.045918 0.040393

37 0209 −0.196774 −0.098415 −0.202266 −0.101111

37 0260 −0.606559 0.112638 −0.638665 0.118654

37 0203 −0.766648 −0.025421 −0.741096 −0.024502

37 0204 0.22611 0.033665 0.242474 0.036094

37 0202 −0.225005 0.050487 −0.240918 0.054198

37 0201 0.493268 0.064587 0.482339 0.063028

39 0264 −0.134821 −0.111855 −0.144228 −0.11962

39 0262 −0.932481 −0.0854 −0.956018 −0.087643

39 0261 −0.2617 −0.031967 −0.26266 −0.03209

39 0206 −0.456176 −0.099773 −0.455888 −0.09971

39 0205 0.049782 −0.019907 0.0605 −0.024116

39 0207 0.693195 −0.028711 0.694463 −0.028765

39 0208 0.270976 −0.032055 0.284382 −0.03376

39 0265 0.146118 −0.040492 0.15643 −0.043399

39 0211 0.075296 −0.042523 0.086573 −0.049474

39 0209 0.065202 −0.070556 0.083196 −0.089274

39 0212 0.123715 −0.04327 0.1244 −0.043601

39 0260 −0.201603 0.064637 −0.225196 0.071777

39 0210 −0.211204 −0.022938 −0.227104 −0.024683

39 0202 −1.326547 −0.211243 −1.628276 −0.260362

39 0204 0.201038 −0.138866 0.208535 −0.143667

39 0203 0.132345 −0.052095 0.136455 −0.0535

39 0201 0.473821 −0.014301 0.510381 −0.015444

39 0259 0.263389 −0.131048 0.26842 −0.133495

39 0263 −1.608829 0.196032 −1.690562 0.205962

53 0207 0.105088 0.088071 0.098397 0.084107

53 0205 −0.934318 −0.270159 −0.978251 −0.283032

53 0206 −0.501058 0.050372 −0.54737 0.05507

53 0208 −0.485466 0.079957 −0.530964 0.087204

53 0259 −0.511732 0.015754 −0.534288 0.016453

53 0212 −0.202414 −0.183207 −0.216284 −0.196881

53 0210 −0.394425 0.040961 −0.47229 0.048826

53 0211 0.381256 −0.017045 0.3765 −0.016796

53 0209 −0.119553 −0.108874 −0.142636 −0.129895

53 0201 −0.29671 −0.027111 −0.312318 −0.028584

53 0204 −0.26658 0.018115 −0.278182 0.018903

53 0202 0.090858 −0.120323 0.093563 −0.124311

53 0203 −0.179065 −0.061348 −0.196881 −0.067756

53 0208 −0.485466 0.079957 −0.530964 0.087204

53 0259 −0.511732 0.015754 −0.534288 0.016453

53 0212 −0.202414 −0.183207 −0.216284 −0.196881

53 0210 −0.394425 0.040961 −0.47229 0.048826

53 0211 0.381256 −0.017045 0.3765 −0.016796

53 0209 −0.119553 −0.108874 −0.142636 −0.129895

53 0201 −0.29671 −0.027111 −0.312318 −0.028584

53 0204 −0.26658 0.018115 −0.278182 0.018903

53 0202 0.090858 −0.120323 0.093563 −0.124311

53 0203 −0.179065 −0.061348 −0.196881 −0.067756
357

State Code SHRP ID 

Best Fit Method 

Intercept 

(PSG) 

Best Fit Method 

Slope 

(PSG/Year) 

AREA Method 

Intercept 

(PSG) 

AREA Method 

Slope 

(PSG/Year) 

53 0208 −0.485466 0.079957 −0.530964 0.087204 

53 0259 −0.511732 0.015754 −0.534288 0.016453 

53 0212 −0.202414 −0.183207 −0.216284 −0.196881 

53 0210 −0.394425 0.040961 −0.47229 0.048826 

53 0211 0.381256 −0.017045 0.3765 −0.016796 

53 0209 −0.119553 −0.108874 −0.142636 −0.129895 

53 0201 −0.29671 −0.027111 −0.312318 −0.028584 

53 0204 −0.26658 0.018115 −0.278182 0.018903 

53 0202 0.090858 −0.120323 0.093563 −0.124311 

53 0203 −0.179065 −0.061348 −0.196881 −0.067756 

SHRP = Strategic Highway Research Program. 

CLIMATE FACTORS 

Table 54 shows the average temperature and humidity for the first month after construction. It 

also shows the average daily difference between maximum and minimum values of temperature 

and humidity of the first month after construction. These averages are based on hourly 

temperature and humidity from the MERRA climate database. 

Table 54. MERRA climate database—first-month averages.(21)

State Code 

Average 

Temperature 

(°F ) 

Average Humidity 

(%) 

Average Daily 

Temperature 

Maximum 

Difference (°F) 

Average Daily 

Humidity 

Maximum 

Difference (%) 

4 72.8 33.3 25.5 31.6 

20 76.3 73.7 18.5 40.6 

37 78.2 75.0 16.0 41.5 

39 63.8 72.7 20.1 49.9 

53 42.3 82.3 12.9 31.3 

Table 55 shows the average temperature and humidity for the first 10 years after construction. It 

also shows the average daily difference between maximum and minimum values of temperature 

and humidity of the first 10 years after construction. These averages are based on hourly 

temperature and humidity from the MERRA climate database. 

Table 55. MERRA climate database—averages of first 10 years.(21)

State Code 

Average 

Temperature 

(°F ) 

Average Humidity 

(%) 

Average Daily 

Temperature 

Maximum 

Difference (°F ) 

Average Daily 

Humidity 

Maximum 

Difference (%) 

4 72.5 26.9 32.2 32.3 

20 55.0 21.1 67.2 42.4 

37 58.1 20.9 73.7 43.5 

39 50.4 18.7 75.6 38.4 

53 50.8 20.5 62.5 44.5 

Table 56 shows the average temperature and maximum humidity for the first 10 years after 

construction. It also shows the average total annual precipitation and the average freezing index 
358

over the first 10 years after construction. These averages are based on yearly computed 

parameters from LTPP virtual weather station tables. 

Table 56. LTPP database—averages of first 10 years. 

State Code 

Average 

Temperature (°F) 

Maximum 

Humidity 

(%) 

Average Total 

Annual 

Precipitation 

(inches) 

Average Freezing 

Index1

(°F days) 

4 72.7 51.8 7.6 0.0 

20 54.9 81.8 32.3 536.7 

37 59.4 87.9 44.6 81.5 

39 51.1 85.8 39.6 651.5 

53 49.3 77.3 10.9 406.4 

1Cumulative degrees of days below freezing (32°F).

STRUCTURAL FACTORS 

Table 57 shows structural properties (other than layer thickness) of the PCC slab, including 

average slab width, slab length, paste volume, modulus of rupture, elastic modulus, and 

temperature gradient. The temperature gradient is based on measurements taken during FWD 

testing at incremental depths from the pavement surface. The paste volume is percent of the PCC 

mix that is paste (i.e., water, cement, and fly ash). 

Table 57. Test section structural design factors. 

State Code SHRP ID 

Average 

Slab Width 

(ft)

Average 

Slab Length 

(ft)

Average 

Paste 

Volume (%) 

Average 

PCC 

Modulus of 

Rupture 

(psi) 

Average 

PCC 

Elastic 

Modulus 

(psi) 

Average 

Temperature 

Gradient 

During FWD 

Testing (°F

/Inch) 

4 0213 14 4.59 21.1 630 4673414 −1.52252 

4 0214 12 4.59 32.0 840 4581386 −1.44452 

4 0215 12 4.59 21.1 685 4547422 −1.18079 

4 0216 14 4.60 32.6 825 4871495 −0.85961 

4 0217 14 4.55 21.2 623 4673414 −0.9445 

4 0218 12 4.59 32.0 925 4667168 −1.0355 

4 0219 12 4.57 21.2 623 4673414 −0.96483 

4 0220 14 4.60 32.2 840 4815720 −0.85858 

4 0221 14 4.60 21.1 623 4673414 −0.94639 

4 0222 12 4.57 32.6 950 4751209 −1.50089 

4 0223 12 4.57 21.1 623 4673414 −0.85394 

4 0224 14 4.54 32.6 825 4763668 −0.71146 

4 0262 14 4.04 20.8 670 4917092 −1.17173 

4 0263 14 3.88 20.6 623 4673414 −1.39779 

4 0264 12 4.03 20.6 623 4673414 −0.38661 

4 0265 12 3.88 20.6 545 4673414 −0.91442 

4 0266 14 4.61 21.1 623 4673414 −0.59854 

4 0267 14 4.65 21.1 580 4375340 −0.50502 

4 0268 14 4.57 21.1 625 4853802 −0.21911 

20 0201 12 4.61 23.6 638 4137143 −1.65641 

20 0202 14 4.61 34.1 911 4660000 −2.00853 
359

State Code SHRP ID

Average 

Slab Width 

(ft)

Average 

Slab Length 

(ft)

Average 

Paste 

Volume (%)

Average 

PCC 

Modulus of 

Rupture 

(psi)

Average 

PCC 

Elastic 

Modulus 

(psi)

Average 

Temperature 

Gradient 

During FWD 

Testing (°F

/Inch)

20 0203 14 4.60 23.6 656 4320000 −0.71594

20 0204 12 4.55 34.1 849 4490000 −0.73556

20 0205 12 4.56 23.6 706 4137143 −0.83047

20 0206 14 4.55 30.0 928 4660000 −0.7026

20 0207 14 4.55 23.6 645 4000000 −0.45431

20 0208 12 4.56 34.1 1,035 4830000 −1.00285

20 0209 12 4.57 23.6 576 4137143 −0.76717

20 0210 14 4.58 34.1 839 4660000 −1.10165

20 0211 14 4.55 23.6 674 4137143 −0.79886

20 0212 12 4.54 34.1 918 4660000 −1.52806

20 0259 12 4.54 27.1 677 4402381 −1.05579

37 0201 12 4.58 25.5 673 4287000 −1.45559

37 0202 14 4.61 36.1 670 4234625 −0.78532

37 0203 14 4.51 25.5 673 4287000 −1.41008

37 0204 12 4.55 36.1 670 4234625 −1.06623

37 0205 12 4.55 25.0 673 4287000 −1.2069

37 0206 14 4.55 35.6 670 4234625 −1.38106

37 0207 14 4.62 25.0 736 4287000 −1.25587

37 0208 12 4.61 35.6 670 4234625 −1.29762

37 0209 12 4.62 25.5 673 4287000 −1.59637

37 0210 14 4.53 36.1 670 4234625 −1.3316

37 0211 14 4.57 25.5 673 4287000 −1.27676

37 0212 12 4.59 36.1 670 4234625 −1.50564

37 0259 12 6.12 27.4 616 3868000 −0.91184

37 0260 14 4.61 25.5 642 4287000 −0.67356

39 0201 12 4.56 25.3 831 2710000 −0.77725

39 0202 14 4.58 31.9 890 3540000 −3.18667

39 0203 14 4.58 25.3 702 2940000 −0.83654

39 0204 12 4.58 31.9 834 3905000 −0.89621

39 0205 12 4.58 25.3 804 2710000 −1.39466

39 0206 14 4.58 31.9 834 3905000 −0.82301

39 0207 14 4.60 25.3 804 2710000 −0.02318

39 0208 12 4.59 31.9 784 3905000 −0.77844

39 0209 12 4.57 25.3 804 2710000 −0.20902

39 0210 14 4.56 31.9 834 3905000 −1.70028

39 0211 14 4.64 25.3 880 2480000 −0.24077

39 0212 12 4.61 31.9 828 4270000 −0.34053

39 0259 12 4.60 31.9 489 3890000 −0.5938

39 0260 12 4.58 27.7 790 3520000 −0.38327

39 0261 14 4.56 25.3 661 3313333 −0.45369

39 0262 12 4.63 25.3 705 2530000 −0.23196

39 0263 14 4.53 25.3 661 3313333 −0.47291

39 0264 12 4.59 25.3 661 3313333 −1.47561

39 0265 12 4.57 25.3 661 3313333 −0.82438

53 0201 12 4.60 22.4 616 4200000 −1.30215

53 0202 14 4.57 34.4 1,041 4200000 −2.20726

53 0203 14 4.59 22.4 622 4200000 −0.97931

53 0204 12 4.60 34.4 915 4200000 −0.75028
360

State Code SHRP ID

Average 

Slab Width 

(ft)

Average 

Slab Length 

(ft)

Average 

Paste 

Volume (%)

Average 

PCC 

Modulus of 

Rupture 

(psi)

Average 

PCC 

Elastic 

Modulus 

(psi)

Average 

Temperature 

Gradient 

During FWD 

Testing (°F

/Inch)

53 0205 12 4.57 22.4 524 4200000 −1.71146

53 0206 14 4.60 34.2 880 4200000 −0.96714

53 0207 14 4.57 22.4 611 4200000 −1.48769

53 0208 12 4.58 34.2 945 4200000 −0.6801

53 0209 12 4.55 22.5 616 4200000 −1.28027

53 0210 14 4.60 34.4 945 4200000 −1.51709

53 0211 14 4.55 22.4 709 4200000 −0.71796

53 0212 12 4.61 34.4 945 4200000 −1.09315

53 0259 14 4.15 27.6 663 4200000 −0.90745

SHRP = Strategic Highway Research Program.

Table 58 shows the thickness of each layer in the test section by layer type. All test sections have

been categorized into GB, PATB, and LCB. In the case of sections with a GB under a treated 

base (i.e., PATB and LCB), the GB is considered a granular subbase. Soil layers that have been 

chemically stabilized are classified as treated subbase.

Table 58. Thickness of test-section layers in inches by the layer type.

State Code SHRP ID PCC GB PATB LCB GS TS

4 0213 7.9 5.8 0.0 0.0 0.0 0.0

4 0214 8.3 6.1 0.0 0.0 0.0 0.0

4 0215 11.0 6.3 0.0 0.0 0.0 0.0

4 0216 11.2 6.3 0.0 0.0 0.0 0.0

4 0217 8.1 0.0 0.0 6.1 0.0 0.0

4 0218 8.3 0.0 0.0 6.2 0.0 0.0

4 0219 10.8 0.0 0.0 6.2 0.0 0.0

4 0220 11.2 0.0 0.0 6.2 0.0 0.0

4 0221 8.1 0.0 4.2 0.0 4.2 0.0

4 0222 8.6 0.0 3.9 0.0 4.3 0.0

4 0223 11.1 0.0 4.1 0.0 3.5 0.0

4 0224 10.6 0.0 4.4 0.0 3.8 0.0

4 0262 8.1 6.1 0.0 0.0 0.0 0.0

4 0263 8.2 0.0 4.4 0.0 3.9 0.0

4 0264 11.5 0.0 3.8 0.0 4.4 0.0

4 0265 10.8 6.8 0.0 0.0 0.0 0.0

4 0266 12.3 0.0 3.9 0.0 0.0 0.0

4 0267 11.3 0.0 3.9 0.0 0.0 0.0

4 0268 8.5 0.0 3.8 0.0 0.0 0.0

20 0201 7.7 6.1 0.0 0.0 0.0 6.0

20 0202 7.5 6.0 0.0 0.0 0.0 6.0

20 0203 11.2 5.9 0.0 0.0 0.0 6.0

20 0204 11.3 5.8 0.0 0.0 0.0 6.0

20 0205 7.3 0.0 0.0 6.4 0.0 6.0

20 0206 7.7 0.0 0.0 6.3 0.0 6.0

20 0207 10.9 0.0 0.0 6.1 0.0 6.0

20 0208 10.9 0.0 0.0 6.4 0.0 6.0

20 0209 8.4 0.0 3.8 0.0 4.2 6.0
361

State Code SHRP ID PCC GB PATB LCB GS TS

20 0210 8.5 0.0 3.9 0.0 4.0 6.0

20 0211 11.2 0.0 3.8 0.0 4.1 6.0

20 0212 11.1 0.0 3.7 0.0 4.1 6.0

20 0259 11.9 0.0 0.0 5.7 0.0 6.0

37 0201 9.2 9.3 0.0 0.0 0.0 8.0

37 0202 8.9 9.0 0.0 0.0 0.0 8.0

37 0203 11.9 5.6 0.0 0.0 7.0 0.0

37 0204 11.6 5.7 0.0 0.0 0.0 7.0

37 0205 8.0 0.0 0.0 6.5 0.0 8.0

37 0206 8.4 0.0 0.0 6.7 0.0 8.0

37 0207 11.7 0.0 0.0 5.7 7.7 0.0

37 0208 11.2 0.0 0.0 5.8 0.0 8.0

37 0209 8.6 0.0 5.6 0.0 5.0 5.0

37 0210 9.1 0.0 5.3 0.0 4.7 5.0

37 0211 11.5 0.0 3.6 0.0 4.1 8.0

37 0212 11.2 0.0 3.8 0.0 3.8 8.0

37 0259 10.8 0.0 4.4 0.0 0.0 8.0

37 0260 11.6 0.0 5.6 0.0 7.0 0.0

39 0201 7.9 6.2 0.0 0.0 0.0 0.0

39 0202 8.3 5.8 0.0 0.0 0.0 0.0

39 0203 11.2 6.1 0.0 0.0 0.0 0.0

39 0204 11.1 5.8 0.0 0.0 16.0 0.0

39 0205 8.0 0.0 0.0 6.2 0.0 0.0

39 0206 7.9 0.0 0.0 5.9 0.0 0.0

39 0207 11.2 0.0 0.0 6.5 0.0 0.0

39 0208 11.1 0.0 0.0 6.7 0.0 0.0

39 0209 8.3 0.0 3.9 0.0 4.1 0.0

39 0210 8.0 0.0 4.1 0.0 3.8 0.0

39 0211 11.3 0.0 3.9 0.0 4.0 0.0

39 0212 10.8 0.0 4.0 0.0 18.9 0.0

39 0259 10.9 6.3 0.0 0.0 18 0.0

39 0260 11.6 0.0 4.0 0.0 26.1 0.0

39 0261 11.1 0.0 0.0 4.2 4.3 0.0

39 0262 11.5 0.0 0.0 4.1 4.1 0.0

39 0263 11.1 7.0 0.0 0.0 0.0 0.0

39 0264 11.5 0.0 0.0 4.0 6.0 0.0

39 0265 11.2 0.0 3.8 0.0 34.0 0.0

53 0201 8.7 5.8 0.0 0.0 66.6 0.0

53 0202 8.3 6.5 0.0 0.0 36.3 0.0

53 0203 11.1 6.9 0.0 0.0 0.0 0.0

53 0204 11.2 5.9 0.0 0.0 61.3 0.0

53 0205 8.5 0.0 0.0 6.1 62.2 0.0

53 0206 8.6 0.0 0.0 6.2 55.0 0.0

53 0207 11.1 0.0 0.0 6.1 84.1 0.0

53 0208 11.2 0.0 0.0 6.5 53.4 0.0

53 0209 9.0 0.0 3.9 0.0 71.8 0.0

53 0210 8.3 0.0 3.8 0.0 53.2 0.0

53 0211 11.8 0.0 3.9 0.0 63.6 0.0

53 0212 11.3 0.0 3.5 0.0 76.3 0.0

53 0259 10.3 0.0 2.8 0.0 2.0 0.0

GS = granular subbase; SHRP = Strategic Highway Research Program; TS = treated subbase.

Note: All thickness values are expressed in inches.
362

DI LINEAR REGRESSION

Table 59 shows the results of linear regression analysis performed on DI values calculated from

FWD testing. The results show the ∆DI intercept (∆DIi), the initial ∆DI after the pavement was 

constructed and the ∆DI slope (∆DIs), the change in ∆DI per year after construction up to 10 

years. Intercept and slope was also computed for DI values at FWD testing locations J1 (slab 

center) and J2 (slab corner).

Table 59. Linear regression intercepts and slopes for DI.

State 

Code

SHRP 

ID ∆DIi (μm)

∆DIs

(μm/Year) DIJ1i (μm)

DIJ1s

(μm/Year) DIJ2i (μm)

DIJ2s

(μm/Year)

4 0213 9.77721 −8.00836 14.45298 −1.99376 7.80621 5.51738

4 0214 −1.87233 2.63776 −23.23041 4.71623 2.42174 0.0132

4 0215 −67.19484 5.08486 −15.06353 0.49439 59.36949 −4.72558

4 0216 0.80371 0.10306 −1.98793 −0.5537 1.3751 −0.08392

4 0217 −62.012 −5.05898 −1.20836 −0.99863 64.65368 3.5145

4 0218 −248.1409 25.08078 −14.12212 0.93093 234.14678 −24.12628

4 0219 −117.3887 −4.6673 −1.06315 −0.48019 116.32552 4.18711

4 0265 99.88888 −27.10856 −31.82291 3.9152 −114.2345 28.8916

4 0266 −27.34335 3.03201 −18.0937 2.1549 12.19123 −1.02126

4 0267 −35.05338 4.15803 −5.95589 0.09466 24.72249 −2.93186

4 0268 −41.97217 3.93292 −15.80551 1.61856 25.95431 −2.26272

20 0201 −28.96117 −12.85242 −4.40299 0.13277 37.51604 11.5614

20 0202 −44.30824 3.03646 4.87329 −0.92135 52.4091 −3.05453

20 0203 2.32269 −0.45929 −1.58315 −0.47631 2.61257 0.31093

20 0204 −19.08814 −14.0511 −2.14428 0.5472 16.2702 16.20037

20 0205 −11.84433 −6.13923 2.23327 −1.76782 19.39008 3.87877

20 0206 −8.69877 −2.2923 0.10839 −1.97463 10.73385 0.67534

20 0207 −2.77959 0.39016 −1.89324 −0.54852 6.82269 −0.84642

20 0208 −6.38999 −0.69893 2.34907 −0.78162 10.75263 1.08046

20 0209 −6.68363 −4.24846 −4.19563 −0.70384 9.04091 3.12849

20 0210 −0.50814 −1.17265 5.58598 −1.60102 6.92251 −0.02961

20 0211 −7.3436 0.30189 1.92858 −0.84804 9.94492 −0.37623

20 0212 10.57708 −4.46903 2.04832 −0.44651 −1.2643 3.95268

20 0259 −2.74149 0.38223 5.31363 −1.27539 7.91506 −1.07408

37 0201 −39.00285 1.97924 −11.88901 0.63397 34.06512 −1.30413

37 0202 −12.8224 −1.68007 −14.58125 0.30413 7.93203 1.26325

37 0203 −7.64595 1.18434 −2.89195 −0.64702 5.57076 −0.35682

37 0204 −29.24517 −8.45494 0.73098 −0.08225 32.56694 8.15765

37 0205 −46.47105 −31.54105 −5.65109 −1.25812 44.38733 29.78818

37 0206 −15.44943 −5.73375 −10.61193 −0.60805 8.70294 4.87699

37 0207 −12.45737 −0.84787 −0.08088 −1.62416 12.43218 0.31403

37 0208 −46.87125 −6.22616 1.20704 −1.58258 49.21064 4.4938

37 0209 −11.05789 1.59922 −15.29166 1.05956 5.85798 −0.43684

37 0210 −2.10828 −1.17717 −11.93228 −0.35486 −1.67312 1.51138

37 0211 0.94378 0.44027 −12.60587 0.92183 0.26767 0.22959

37 0212 −9.85218 −4.61581 −1.989 −0.03469 10.95699 4.98705

37 0259 −27.1948 −1.92252 −4.28709 0.13033 36.02714 0.80262

37 0260 3.55152 −0.91947 1.99509 −0.2665 −0.07531 0.77898

39 0201 −130.8292 27.09795 1.77562 −1.89362 127.67067 −20.31706

39 0202 25.08761 1.13311 11.94844 −0.50127 0.0000 0.0000

39 0203 4.71424 0.1877 0.33702 −0.6492 0.68281 0.00891
363

State 

Code

SHRP 

ID ∆DIi (μm)

∆DIs

(μm/Year) DIJ1i (μm)

DIJ1s

(μm/Year) DIJ2i (μm)

DIJ2s

(μm/Year)

39 0204 −8.9159 −1.60665 −27.02649 5.7286 14.79469 1.54437

39 0205 −19.59697 1.01967 −3.30676 −1.6375 19.00177 −1.11336

39 0206 5.83167 −1.26409 −1.29863 −1.61858 2.62272 −0.13915

39 0207 0.95004 −0.56317 −1.15584 –0.9566 0.77414 −0.08128

39 0208 −3.4797 1.99096 −2.35703 −0.16448 2.88848 −0.26537

39 0209 −98.24292 20.08562 −3.40907 −1.25041 94.61768 −15.19586

39 0210 10.53933 1.24109 −3.22534 −1.30934 0.0000 0.0000

39 0211 4.18845 1.04671 3.29149 −1.35497 0.84022 −0.11434

39 0212 26.07621 −2.69808 −9.51981 1.05203 −4.31088 1.04939

39 0259 −11.03534 4.65194 0.53678 −0.61407 14.55548 −2.11945

39 0260 7.04494 0.16398 −1.65047 −0.9893 0.85168 −0.04359

39 0261 5.59426 −0.47238 −1.04846 −0.358 −0.42296 0.24925

39 0262 −20.89482 4.04499 1.79234 −0.13925 21.18275 −2.92414

39 0263 −37.17806 6.08792 5.62706 −1.02846 42.5989 −6.44014

39 0264 −183.6636 26.65113 −26.5101 3.27117 56.11313 −6.96193

39 0265 10.51183 −1.10648 −1.10638 0.07804 −3.84273 1.79962

53 0201 −89.03458 −21.82868 −15.524 −0.04947 94.4682 19.14319

53 0202 −25.0659 −0.20562 −16.69861 2.70685 20.14697 1.91485

53 0203 −3.35399 −2.29797 −12.95982 −0.43977 5.58983 0.70601

53 0204 8.17289 −2.44699 −12.2868 −0.46208 −0.2204 0.46252

53 0205 −37.26479 −10.76946 −16.34432 0.97348 36.0088 10.0839

53 0206 −27.54665 2.81222 −11.25338 0.52018 18.39723 −2.05976

53 0207 −10.15828 0.48042 −11.21543 0.36266 4.91182 −0.32728

53 0208 −4.99143 −3.31321 −10.42091 −0.01295 −1.03804 3.00812

53 0209 10.18756 −2.95386 −19.51314 0.61512 −0.24257 0.1931

53 0210 9.53061 −0.33472 −13.18451 0.37017 0.0000 0.0000

53 0211 1.97305 −0.26545 −12.50254 −0.23022 0.0000 0.0000

53 0212 17.56149 −0.90396 −12.96738 −0.3594 0.0000 0.0000

53 0259 12.02413 −8.14247 −8.24847 −0.56498 −12.39629 7.02923

SHRP = Strategic Highway Research Program.

LTE LINEAR REGRESSION

Table 60 shows the results of linear regression analysis performed on LTE values calculated

from FWD testing. The results show the LTE intercept (LTEi), the initial LTE after the pavement 

was constructed and the LTE slope (LTEs), and the change in LTE per year after construction up 

to 10 years.

Table 60. Linear regression intercepts and slopes for LTE.

State Code SHRP ID LTEi (%) LTEs (%/Year)

4 0213 87.75626 −1.04305

4 0214 75.09169 1.78057

4 0215 74.82586 0.10451

4 0216 82.15781 0.37596

4 0217 68.68687 −2.43131

4 0218 70.05301 −2.68807

4 0219 59.09027 −2.03114

4 0220 87.32719 −3.20712

4 0221 76.90138 −2.20398

4 0222 81.35223 −2.08318
364

State Code SHRP ID LTEi (%) LTEs (%/Year)

4 0223 74.79376−0.69149

4 0224 76.46068−0.06196

4 0262 65.38007 1.88253 4 0264 84.65164 −3.71659 4 0265 70.31366 −3.34187 4 0266 85.02242 −3.2514 4 0267 84.18136 −3.50943 4 0268 80.42020 −2.20100

20 0201 85.68363 0.00614

20 0202 83.80981 0.39147

20 0203 83.46154 0.66505

20 0204 73.80806 0.46924

20 0205 84.21396 0.10090

20 0206 82.43118 0.65801

20 0207 84.53725 0.27973

20 0208 83.09841 0.85724

20 0209 88.83743 0.25871

20 0210 86.94369 0.37823

20 0211 84.91629 0.27876

20 0212 89.72478 0.34090

20 0259 75.90885 2.05721

37 0201 85.35618−0.76934

37 0202 95.12165−3.00668

37 0203 90.50659−0.34865

37 0204 95.88537−2.34916

37 0205 87.80315−3.68891

37 0206 83.02451−2.30517

37 0207 93.45814−3.72251

37 0208 76.33617−1.09567

37 0209 88.15671−4.10285

37 0210 92.59077−3.89767

37 0211 83.82185−2.12187

37 0212 69.64235−2.12445

37 0259 91.75010−4.78589

37 0260 93.65586−1.33180

39 0201 94.02691−0.17719

39 0202 92.19937 0.56367

39 0203 92.95048 0.22193

39 0204 92.06758−0.39566

39 0205 90.18279−1.31599

39 0206 96.48185−1.33481

39 0207 97.16824−1.0995

39 0208 93.13998 0.37759

39 0209 94.56928 0.42706

39 0210 91.62462−0.3143

39 0211 89.25426 1.12104

39 0212 93.81589−0.02315

39 0259 90.87774 0.31139

39 0260 89.71525 0.39901

39 0261 90.22279 0.90011

39 0262 92.03791 0.54369

39 0263 89.00686 0.88947
365

State Code SHRP ID LTEi (%) LTEs (%/Year)

39 0264 100.30948 −0.55419

39 0265 89.83071 1.00477

53 0201 87.36863 0.20767

53 0202 74.75473 1.10670

53 0203 87.81424 0.41400

53 0204 79.09059 0.62517

53 0205 77.74092 0.54087

53 0206 78.39233 1.04454

53 0207 77.70140 1.06520

53 0208 75.73421 1.32042

53 0209 80.44788 −0.54839

53 0210 85.27003 −0.19789

53 0211 82.33166 −0.64076

53 0212 82.46389 0.33022

53 0259 85.88441 −3.80067

SHRP = Strategic Highway Research Program.

RSTUDIO® RESULTS FROM LINEAR REGRESSION ANALYSIS OF CLIMATIC

AND STRUCTURAL FACTORS TO PSG VALUES

Linear regression analysis computations were completed using RStudio, a free and open-source 

integrated development environment using the R programming language.(22) The following linear 

model summaries (Figure 336 through Figure 341) are the results of using climatic and structural

factors to predict the intercept and slope of PSG values (PSGi and PSGs). The interpretation of 

these models and the significance of their parameters are analyzed further in chapter 8 of this 

report. These modeling results are supplemental to that analysis.

Dependent variables included the following:

• PSGi = psg_i_bfit

• PSGs = psg_s_bfit

Independent variables included the following:

• T0 = temp_0

• ∆T0 = temp_0_dif

• H0 = hum_0 

• ∆H0 = hum_0_dif

• Wslab = slab_width

• Lslab = slab_length

• hPC = pc_thk

• hGB = gb_thk

• hPATB = patb_thk

• hLCB = lcb_thk

• hGS = gs_thk

• hTS = ts_thk

• PV = paste_vol
366

• F = mod_rupt 

• E = mod_elast 

• ∆T = temp_grad 

© 2020 RStudio Linear Model Summary. 

Figure 336. Illustration. Software output from climate analysis and PSG intercept for GB 

pavements.

(22) 

Call:

lm(formula = psg_i_bfit ~ temp_0 + temp_0_dif + hum_0 +

 hum_0_dif + slab_width + slab_length + pc_thk +

 gb_thk + patb_thk + lcb_thk + gs_thk + ts_thk +

 paste_vol + mod_rupt + mod_elast + temp_grad,

 data = R_CLM_GB)

Residuals:

 Min 1Q Median 3Q Max

-0.50573 -0.15106 0.00033 0.12414 0.43981

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|) 

(Intercept) -8.722e+00 6.241e+00 -1.398 0.1957 

temp_0 2.344e-02 2.522e-02 0.929 0.3770 

temp_0_dif 2.759e-01 1.812e-01 1.523 0.1620 

hum_0 8.845e-02 5.314e-02 1.664 0.1304 

hum_0_dif -9.592e-02 7.312e-02 -1.312 0.2221 

slab_width 6.088e-02 8.933e-02 0.682 0.5127 

slab_length -7.825e-01 5.137e-01 -1.523 0.1620 

pc_thk 1.960e-01 7.630e-02 2.568 0.0303 *

gb_thk 1.259e-01 1.400e-01 0.899 0.3920 

patb_thk NA NA NA NA 

lcb_thk NA NA NA NA 

gs_thk 1.405e-02 8.232e-03 1.706 0.1222 

ts_thk 4.430e-02 8.405e-02 0.527 0.6109 

paste_vol -4.540e-03 2.768e-02 -0.164 0.8733 

mod_rupt 4.533e-04 1.039e-03 0.436 0.6728 

mod_elast -2.708e-07 4.081e-07 -0.664 0.5236 

temp_grad -2.986e-01 2.018e-01 -1.479 0.1731 

---

Signif. codes: 0 ‘***’ 0.001 ‘**’ 0.01 ‘*’ 0.05 ‘.’ 0.1 ‘ ’ 1

Residual standard error: 0.355 on 9 degrees of freedom

Multiple R-squared: 0.805, Adjusted R-squared: 0.5017

F-statistic: 2.654 on 14 and 9 DF, p-value: 0.07243
367

© 2020 RStudio Linear Model Summary. 

Figure 337. Illustration. Software output from climate analysis and PSG slope for GB 

pavements.(22) 

Call:

lm(formula = psg_s_bfit ~ meera_avg_temp + meera_temp_var +

 meera_avg_hum + meera_hum_var + slab_width + slab_length +

 pc_thk + gb_thk + patb_thk + lcb_thk + gs_thk +

 ts_thk + paste_vol + mod_rupt + mod_elast +

 temp_grad, data = R_CLM_GB)

Residuals:

 Min 1Q Median 3Q Max

-0.152126 -0.033421 -0.000402 0.037580 0.142512

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|)

(Intercept) -9.055e+00 6.815e+00 -1.329 0.217

meera_avg_temp -1.263e-01 9.102e-02 -1.388 0.199

meera_temp_var 6.536e-01 4.779e-01 1.368 0.205

meera_avg_hum 5.891e-02 4.690e-02 1.256 0.241

meera_hum_var -3.412e-02 3.573e-02 -0.955 0.365

slab_width -2.896e-02 2.751e-02 -1.053 0.320

slab_length 1.433e-01 1.582e-01 0.906 0.389

pc_thk 4.817e-03 2.350e-02 0.205 0.842

gb_thk 4.353e-02 4.313e-02 1.009 0.339

patb_thk NA NA NA NA

lcb_thk NA NA NA NA

gs_thk -9.524e-04 2.535e-03 -0.376 0.716

ts_thk -3.683e-02 2.589e-02 -1.423 0.189

paste_vol 1.373e-02 8.524e-03 1.610 0.142

mod_rupt -3.263e-04 3.198e-04 -1.020 0.334

mod_elast -2.119e-07 1.257e-07 -1.686 0.126

temp_grad -5.627e-02 6.216e-02 -0.905 0.389

Residual standard error: 0.1093 on 9 degrees of freedom

Multiple R-squared: 0.5764, Adjusted R-squared: -0.08256

F-statistic: 0.8747 on 14 and 9 DF, p-value: 0.6033
368

© 2020 RStudio Linear Model Summary. 

Figure 338. Illustration. Software output from climate analysis and PSG intercept for 

PATB pavements.(22) 

Call:

lm(formula = psg_i_bfit ~ temp_0 + temp_0_dif + hum_0 +

 hum_0_dif + slab_width + slab_length + pc_thk +

 gb_thk + patb_thk + lcb_thk + gs_thk + ts_thk +

 paste_vol + mod_rupt + mod_elast + temp_grad,

 data = R_CLM_AT)

Residuals:

 Min 1Q Median 3Q Max

-0.49313 -0.19835 0.02118 0.18342 0.43602

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|)

(Intercept) -6.047e+00 4.567e+00 -1.324 0.205

temp_0 -1.709e-02 3.282e-02 -0.521 0.610

temp_0_dif 1.314e-01 1.489e-01 0.882 0.392

hum_0 4.063e-02 3.780e-02 1.075 0.299

hum_0_dif -3.494e-02 4.683e-02 -0.746 0.467

slab_width 4.125e-02 7.615e-02 0.542 0.596

slab_length -5.206e-02 2.521e-01 -0.206 0.839

pc_thk 8.286e-02 6.085e-02 1.362 0.193

gb_thk NA NA NA NA

patb_thk 2.809e-01 2.846e-01 0.987 0.339

lcb_thk NA NA NA NA

gs_thk 5.537e-04 6.953e-03 0.080 0.938

ts_thk 4.419e-02 9.121e-02 0.484 0.635

paste_vol 2.761e-02 2.672e-02 1.033 0.318

mod_rupt -2.032e-04 1.120e-03 -0.181 0.858

mod_elast 9.288e-08 2.580e-07 0.360 0.724

temp_grad -1.034e-01 2.399e-01 -0.431 0.673

Residual standard error: 0.3588 on 15 degrees of freedom

Multiple R-squared: 0.673, Adjusted R-squared: 0.3679

F-statistic: 2.205 on 14 and 15 DF, p-value: 0.07032
369

© 2020 RStudio Linear Model Summary. 

Figure 339. Illustration. Software output from climate analysis and PSG slope for PATB 

pavements.

(22) 

Call:

lm(formula = psg_s_bfit ~ meera_avg_temp + meera_temp_var +

 meera_avg_hum + meera_hum_var + slab_width + slab_length +

 pc_thk + gb_thk + patb_thk + lcb_thk + gs_thk +

 ts_thk + paste_vol + mod_rupt + mod_elast +

 temp_grad, data = R_CLM_AT)

Residuals:

 Min 1Q Median 3Q Max

-0.038108 -0.018997 -0.002164 0.022036 0.047742

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|)

(Intercept) 1.314e+00 1.953e+00 0.673 0.511

meera_avg_temp 4.998e-03 1.990e-02 0.251 0.805

meera_temp_var -5.076e-02 1.176e-01 -0.432 0.672

meera_avg_hum -4.385e-03 1.343e-02 -0.326 0.749

meera_hum_var -2.928e-03 8.766e-03 -0.334 0.743

slab_width -5.074e-03 7.079e-03 -0.717 0.485

slab_length -1.573e-04 2.344e-02 -0.007 0.995

pc_thk -5.466e-03 5.657e-03 -0.966 0.349

gb_thk NA NA NA NA

patb_thk 1.382e-02 2.646e-02 0.522 0.609

lcb_thk NA NA NA NA

gs_thk 1.147e-04 6.464e-04 0.177 0.862

ts_thk 2.970e-03 8.480e-03 0.350 0.731

paste_vol -8.084e-04 2.484e-03 -0.325 0.749

mod_rupt 6.176e-05 1.041e-04 0.593 0.562

mod_elast -2.142e-08 2.398e-08 -0.893 0.386

temp_grad 1.183e-02 2.230e-02 0.531 0.603

Residual standard error: 0.03336 on 15 degrees of freedom

Multiple R-squared: 0.8099, Adjusted R-squared: 0.6324

F-statistic: 4.563 on 14 and 15 DF, p-value: 0.003002
370

© 2020 RStudio Linear Model Summary. 

Figure 340. Illustration. Software output from climate analysis and PSG intercept for LCB 

pavements.

(22) 

Call:

lm(formula = psg_i_bfit ~ temp_0 + temp_0_dif + hum_0 +

 hum_0_dif + slab_width + slab_length + pc_thk +

 gb_thk + patb_thk + lcb_thk + gs_thk + ts_thk +

 paste_vol + mod_rupt + mod_elast + temp_grad,

 data = R_CLM_CT)

Residuals:

 Min 1Q Median 3Q Max

-0.92027 -0.07521 -0.00436 0.15115 0.70841

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|)

(Intercept) -4.766e+01 4.113e+01 -1.159 0.276

temp_0 -5.899e-02 6.457e-02 -0.914 0.385

temp_0_dif 9.638e-02 2.197e-01 0.439 0.671

hum_0 7.194e-02 6.115e-02 1.176 0.270

hum_0_dif -6.759e-02 8.087e-02 -0.836 0.425

slab_width 1.106e-01 1.581e-01 0.699 0.502

slab_length 9.587e+00 8.713e+00 1.100 0.300

pc_thk 8.880e-02 9.414e-02 0.943 0.370

gb_thk NA NA NA NA

patb_thk NA NA NA NA

lcb_thk 2.459e-01 1.861e-01 1.321 0.219

gs_thk -4.156e-02 3.139e-02 -1.324 0.218

ts_thk 7.129e-02 1.387e-01 0.514 0.620

paste_vol -2.999e-02 6.288e-02 -0.477 0.645

mod_rupt -4.672e-04 1.832e-03 -0.255 0.804

mod_elast 3.459e-07 4.592e-07 0.753 0.471

temp_grad 1.489e-01 4.807e-01 0.310 0.764

Residual standard error: 0.4858 on 9 degrees of freedom

Multiple R-squared: 0.7795, Adjusted R-squared: 0.4365

F-statistic: 2.273 on 14 and 9 DF, p-value: 0.109
371

© 2020 RStudio Linear Model Summary. 

Figure 341. Illustration. Software output from climate analysis and PSG slope for LCB 

pavements.

(22)

RSTUDIO RESULTS FROM LINEAR REGRESSION ANALYSIS OF DI AND 

STRUCTURAL FACTORS TO PSG VALUES 

Linear regression analysis computations were completed using RStudio.(22)

 The following linear 

model summaries (figure 342 through figure 347) are the results of using climatic and structural 

factors to predict PSGi and PSGs values. The interpretation of these models and the significance 

of their parameters are analyzed further in chapter 9 of this report. These modeling results are a 

supplement to that analysis. 

Dependent variables included the following: 

• PSGi = psg_i_bfit 

• PSGs = psg_s_bfit 

Independent variables included the following: 

• ∆DIi = di_j1_j2_intercept 

• ∆DIs = di_j1_j2_regr 

• (DJ1)i = di_j1_intercept 

• (DJ1)s = di_j1_regr 

Call:

lm(formula = psg_s_bfit ~ meera_avg_temp + meera_temp_var +

 meera_avg_hum + meera_hum_var + slab_width + slab_length +

 pc_thk + gb_thk + patb_thk + lcb_thk + gs_thk +

 ts_thk + paste_vol + mod_rupt + mod_elast +

 temp_grad, data = R_CLM_CT)

Residuals:

 Min 1Q Median 3Q Max

-0.100817 -0.027396 0.002338 0.033652 0.072458

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|)

(Intercept) 1.623e+00 7.001e+00 0.232 0.822

meera_avg_temp 8.846e-03 8.073e-02 0.110 0.915

meera_temp_var -7.783e-02 4.908e-01 -0.159 0.878

meera_avg_hum -1.624e-02 5.828e-02 -0.279 0.787

meera_hum_var 3.277e-02 5.356e-02 0.612 0.556

slab_width -6.427e-03 2.360e-02 -0.272 0.791

slab_length -5.811e-02 1.300e+00 -0.045 0.965

pc_thk -2.028e-02 1.405e-02 -1.443 0.183

gb_thk NA NA NA NA

patb_thk NA NA NA NA

lcb_thk 5.206e-03 2.777e-02 0.187 0.855

gs_thk -1.646e-03 4.684e-03 -0.351 0.733

ts_thk -2.011e-02 2.070e-02 -0.971 0.357

paste_vol 9.411e-03 9.383e-03 1.003 0.342

mod_rupt -1.122e-04 2.734e-04 -0.411 0.691

mod_elast -6.196e-08 6.853e-08 -0.904 0.389

temp_grad 6.397e-02 7.173e-02 0.892 0.396

Residual standard error: 0.07249 on 9 degrees of freedom

Multiple R-squared: 0.7509, Adjusted R-squared: 0.3634

F-statistic: 1.938 on 14 and 9 DF, p-value: 0.1602
372

• (DJ2)i = di_j2_intercept 

• (DJ2)s = di_j2_regr 

• Wslab = slab_width 

• Lslab = slab_length 

• hPC = pc_thk 

• hGB = gb_thk 

• hPATB = patb_thk 

• hLCB = lcb_thk

• hGS = gs_thk 

• hTS = ts_thk 

• PV = paste_vol 

• F = mod_rupt 

• E = mod_elast 

• ∆T = temp_grad 

© 2020 RStudio Linear Model Summary. 

Figure 342. Illustration. Software output from DI analysis and PSG intercept for GB 

pavements.

(22) 

Call:

lm(formula = psg_i_bfit ~ di_j1_j2_intercept + di_j1_j2_regr +

 di_j1_intercept + di_j1_regr + di_j2_intercept + di_j2_regr +

 slab_width + slab_length + pc_thk + gb_thk +

 patb_thk + lcb_thk + gs_thk + ts_thk + paste_vol +

 mod_rupt + mod_elast + temp_grad, data = R_DI_GB)

Residuals:

 Min 1Q Median 3Q Max

-0.49879 -0.12961 0.00466 0.19269 0.33359

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|) 

(Intercept) -2.772e+00 4.509e+00 -0.615 0.5582 

di_j1_j2_intercept 1.913e-03 3.624e-02 0.053 0.9594 

di_j1_j2_regr 6.160e-02 1.151e-01 0.535 0.6091 

di_j1_intercept -2.672e-02 3.014e-02 -0.887 0.4048 

di_j1_regr -1.247e-01 1.313e-01 -0.950 0.3738 

di_j2_intercept 3.549e-03 3.921e-02 0.091 0.9304 

di_j2_regr 7.384e-02 1.235e-01 0.598 0.5689 

slab_width 1.855e-01 1.489e-01 1.246 0.2529 

slab_length -3.346e-01 8.630e-01 -0.388 0.7097 

pc_thk 2.049e-01 1.075e-01 1.906 0.0983 .

gb_thk -9.189e-02 1.702e-01 -0.540 0.6060 

patb_thk NA NA NA NA 

lcb_thk NA NA NA NA 

gs_thk 1.223e-02 8.893e-03 1.375 0.2115 

ts_thk 1.415e-01 4.904e-02 2.885 0.0235 *

paste_vol -1.253e-02 2.935e-02 -0.427 0.6824 

mod_rupt 7.779e-04 1.137e-03 0.684 0.5159 

mod_elast -2.394e-07 2.661e-07 -0.900 0.3983 

temp_grad -3.271e-01 2.340e-01 -1.398 0.2048 

---

Signif. codes: 0 ‘***’ 0.001 ‘**’ 0.01 ‘*’ 0.05 ‘.’ 0.1 ‘ ’ 1

Residual standard error: 0.4106 on 7 degrees of freedom

Multiple R-squared: 0.797, Adjusted R-squared: 0.3331

F-statistic: 1.718 on 16 and 7 DF, p-value: 0.2392
373

© 2020 RStudio Linear Model Summary. 

Figure 343. Illustration. Software output from DI analysis and PSG slope for GB 

pavements.(22)

Call:

lm(formula = psg_s_bfit ~ di_j1_j2_intercept + di_j1_j2_regr +

 di_j1_intercept + di_j1_regr + di_j2_intercept + di_j2_regr +

 slab_width + slab_length + pc_thk + gb_thk +

 patb_thk + lcb_thk + gs_thk + ts_thk + paste_vol +

 mod_rupt + mod_elast + temp_grad, data = R_DI_GB)

Residuals:

 Min 1Q Median 3Q Max

-0.11110 -0.02794 0.00040 0.02361 0.12416

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|)

(Intercept) -1.133e+00 1.271e+00 -0.891 0.402

di_j1_j2_intercept 6.087e-03 1.022e-02 0.596 0.570

di_j1_j2_regr 2.905e-02 3.244e-02 0.895 0.400

di_j1_intercept -6.447e-03 8.496e-03 -0.759 0.473

di_j1_regr -7.694e-03 3.700e-02 -0.208 0.841

di_j2_intercept 5.584e-03 1.105e-02 0.505 0.629

di_j2_regr 2.999e-02 3.482e-02 0.861 0.418

slab_width 1.181e-02 4.197e-02 0.281 0.786

slab_length 3.053e-01 2.432e-01 1.255 0.250

pc_thk -7.708e-03 3.030e-02 -0.254 0.806

gb_thk -1.485e-02 4.797e-02 -0.310 0.766

patb_thk NA NA NA NA

lcb_thk NA NA NA NA

gs_thk -5.543e-04 2.507e-03 -0.221 0.831

ts_thk -1.502e-03 1.382e-02 -0.109 0.917

paste_vol 4.687e-04 8.272e-03 0.057 0.956

mod_rupt -1.108e-04 3.205e-04 -0.346 0.740

mod_elast -5.924e-08 7.500e-08 -0.790 0.456

temp_grad 6.327e-03 6.595e-02 0.096 0.926

Residual standard error: 0.1157 on 7 degrees of freedom

Multiple R-squared: 0.6307, Adjusted R-squared: -0.2134

F-statistic: 0.7471 on 16 and 7 DF, p-value: 0.7043
374

© 2020 RStudio Linear Model Summary. 

Figure 344. Illustration. Software output from DI analysis, PSG intercept for PATB 

pavements.

(22) 

Call:

lm(formula = psg_i_bfit ~ di_j1_j2_intercept + di_j1_j2_regr +

 di_j1_intercept + di_j1_regr + di_j2_intercept + di_j2_regr +

 slab_width + slab_length + pc_thk + gb_thk +

 patb_thk + lcb_thk + gs_thk + ts_thk + paste_vol +

 mod_rupt + mod_elast + temp_grad, data = R_DI_AT)

Residuals:

 Min 1Q Median 3Q Max

-0.49550 -0.15270 -0.02566 0.22799 0.38019

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|)

(Intercept) -3.159e+00 2.415e+00 -1.308 0.215

di_j1_j2_intercept 1.628e-02 1.641e-02 0.993 0.341

di_j1_j2_regr 2.978e-03 1.694e-01 0.018 0.986

di_j1_intercept -2.144e-02 2.266e-02 -0.946 0.363

di_j1_regr 5.418e-02 1.832e-01 0.296 0.773

di_j2_intercept 2.319e-02 2.248e-02 1.031 0.323

di_j2_regr 2.949e-02 2.115e-01 0.139 0.891

slab_width 1.742e-01 1.203e-01 1.447 0.173

slab_length -2.423e-01 3.746e-01 -0.647 0.530

pc_thk 5.361e-02 7.469e-02 0.718 0.487

gb_thk NA NA NA NA

patb_thk 1.442e-01 1.707e-01 0.845 0.415

lcb_thk NA NA NA NA

gs_thk 6.437e-03 6.917e-03 0.931 0.370

ts_thk 4.943e-02 3.964e-02 1.247 0.236

paste_vol 2.873e-02 2.621e-02 1.096 0.294

mod_rupt 3.039e-04 1.263e-03 0.241 0.814

mod_elast -1.563e-07 2.578e-07 -0.606 0.556

temp_grad -1.545e-01 3.139e-01 -0.492 0.632

Residual standard error: 0.3855 on 12 degrees of freedom

Multiple R-squared: 0.6845, Adjusted R-squared: 0.2638

F-statistic: 1.627 on 16 and 12 DF, p-value: 0.199
375

© 2020 RStudio Linear Model Summary. 

Figure 345. Illustration. Software output from DI analysis, PSG slope for PATB 

pavements.

(22) 

Call:

lm(formula = psg_s_bfit ~ di_j1_j2_intercept + di_j1_j2_regr +

 di_j1_intercept + di_j1_regr + di_j2_intercept + di_j2_regr +

 slab_width + slab_length + pc_thk + gb_thk +

 patb_thk + lcb_thk + gs_thk + ts_thk + paste_vol +

 mod_rupt + mod_elast + temp_grad, data = R_DI_AT)

Residuals:

 Min 1Q Median 3Q Max

-0.046863 -0.014501 0.001339 0.015675 0.038511

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|) 

(Intercept) 4.358e-01 2.077e-01 2.098 0.0577 .

di_j1_j2_intercept 1.232e-03 1.411e-03 0.873 0.3999 

di_j1_j2_regr 1.974e-03 1.458e-02 0.135 0.8945 

di_j1_intercept -1.923e-03 1.949e-03 -0.987 0.3433 

di_j1_regr -2.322e-02 1.576e-02 -1.473 0.1665 

di_j2_intercept -7.790e-04 1.934e-03 -0.403 0.6942 

di_j2_regr -9.947e-03 1.819e-02 -0.547 0.5945 

slab_width -1.912e-02 1.035e-02 -1.847 0.0895 .

slab_length 2.289e-02 3.222e-02 0.710 0.4910 

pc_thk -3.904e-03 6.425e-03 -0.608 0.5548 

gb_thk NA NA NA NA 

patb_thk -9.838e-03 1.468e-02 -0.670 0.5156 

lcb_thk NA NA NA NA 

gs_thk -6.330e-04 5.950e-04 -1.064 0.3084 

ts_thk -1.856e-03 3.410e-03 -0.544 0.5963 

paste_vol 6.303e-04 2.254e-03 0.280 0.7846 

mod_rupt -6.565e-05 1.086e-04 -0.604 0.5568 

mod_elast -4.763e-08 2.218e-08 -2.148 0.0529 .

temp_grad -1.075e-02 2.700e-02 -0.398 0.6976 

---

Signif. codes: 0 ‘***’ 0.001 ‘**’ 0.01 ‘*’ 0.05 ‘.’ 0.1 ‘ ’ 1

Residual standard error: 0.03316 on 12 degrees of freedom

Multiple R-squared: 0.8401, Adjusted R-squared: 0.6269

F-statistic: 3.941 on 16 and 12 DF, p-value: 0.01033
376

© 2020 RStudio Linear Model Summary. 

Figure 346. Illustration. Software output from DI analysis and PSG intercept for LCB 

pavements.(22) 

Call:

lm(formula = psg_i_bfit ~ di_j1_j2_intercept + di_j1_j2_regr +

 di_j1_intercept + di_j1_regr + di_j2_intercept + di_j2_regr +

 slab_width + slab_length + pc_thk + gb_thk +

 patb_thk + lcb_thk + gs_thk + ts_thk + paste_vol +

 mod_rupt + mod_elast + temp_grad, data = R_DI_CT)

Residuals:

 Min 1Q Median 3Q Max

-0.9727 -0.1553 -0.0128 0.2167 0.7645

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|)

(Intercept) -3.521e+01 4.472e+01 -0.787 0.457

di_j1_j2_intercept 6.997e-02 6.562e-02 1.066 0.322

di_j1_j2_regr 4.351e-01 4.641e-01 0.937 0.380

di_j1_intercept -9.576e-02 1.266e-01 -0.756 0.474

di_j1_regr -4.803e-01 8.185e-01 -0.587 0.576

di_j2_intercept 6.678e-02 6.998e-02 0.954 0.372

di_j2_regr 4.426e-01 4.768e-01 0.928 0.384

slab_width -6.267e-02 2.420e-01 -0.259 0.803

slab_length 7.586e+00 9.886e+00 0.767 0.468

pc_thk 3.056e-02 1.413e-01 0.216 0.835

gb_thk NA NA NA NA

patb_thk NA NA NA NA

lcb_thk 8.421e-02 3.269e-01 0.258 0.804

gs_thk 9.356e-03 1.608e-02 0.582 0.579

ts_thk 1.398e-01 7.829e-02 1.785 0.117

paste_vol -5.009e-03 6.487e-02 -0.077 0.941

mod_rupt -1.754e-04 2.526e-03 -0.069 0.947

mod_elast 1.093e-07 5.035e-07 0.217 0.834

temp_grad 6.994e-01 8.326e-01 0.840 0.429

Residual standard error: 0.6719 on 7 degrees of freedom

Multiple R-squared: 0.6719, Adjusted R-squared: -0.07795

F-statistic: 0.8961 on 16 and 7 DF, p-value: 0.5999
377

© 2020 RStudio Linear Model Summary. 

Figure 347. Illustration. Software output from DI analysis and PSG slope for LCB 

pavements.

(22)

RSTUDIO RESULTS FROM LINEAR REGRESSION ANALYSIS OF LTE AND 

STRUCTURAL FACTORS TO PSG VALUES 

Linear regression analysis computations were complete using RStudio.(22) The following linear 

model summaries (figure 348 through figure 353) are the results of using climatic and structural 

factors to predict PSGi and PSGs values. The interpretation of these models and the significance 

of their parameters are analyzed further in chapter 9 of this report. These modeling results are a 

supplement that analysis. 

Dependent variables included the following: 

• PSGi = psg_i_bfit 

• PSGs = psg_s_bfit 

Independent variables included the following: 

• LTEi = lte_intercept 

• LTEs = lte_regr 

Call:

lm(formula = psg_s_bfit ~ di_j1_j2_intercept + di_j1_j2_regr +

 di_j1_intercept + di_j1_regr + di_j2_intercept + di_j2_regr +

 slab_width + slab_length + pc_thk + gb_thk +

 patb_thk + lcb_thk + gs_thk + ts_thk + paste_vol +

 mod_rupt + mod_elast + temp_grad, data = R_DI_CT)

Residuals:

 Min 1Q Median 3Q Max

-0.11184 -0.03181 0.00130 0.03521 0.09708

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|)

(Intercept) 5.934e-01 5.863e+00 0.101 0.922

di_j1_j2_intercept -3.804e-03 8.603e-03 -0.442 0.672

di_j1_j2_regr -2.029e-02 6.085e-02 -0.333 0.749

di_j1_intercept 5.906e-03 1.660e-02 0.356 0.733

di_j1_regr 2.023e-02 1.073e-01 0.189 0.856

di_j2_intercept -3.769e-03 9.176e-03 -0.411 0.694

di_j2_regr -2.152e-02 6.252e-02 -0.344 0.741

slab_width -9.838e-03 3.173e-02 -0.310 0.766

slab_length -6.043e-02 1.296e+00 -0.047 0.964

pc_thk -2.362e-02 1.853e-02 -1.274 0.243

gb_thk NA NA NA NA

patb_thk NA NA NA NA

lcb_thk 2.185e-02 4.286e-02 0.510 0.626

gs_thk 2.420e-03 2.108e-03 1.148 0.289

ts_thk -1.033e-02 1.027e-02 -1.006 0.348

paste_vol 8.473e-03 8.505e-03 0.996 0.352

mod_rupt -6.934e-05 3.312e-04 -0.209 0.840

mod_elast -3.622e-08 6.602e-08 -0.549 0.600

temp_grad 8.179e-02 1.092e-01 0.749 0.478

Residual standard error: 0.08809 on 7 degrees of freedom

Multiple R-squared: 0.7138, Adjusted R-squared: 0.05974

F-statistic: 1.091 on 16 and 7 DF, p-value: 0.4809
378

• Wslab = slab_width 

• Lslab = slab_length 

• hPC = pc_thk 

• hGB = gb_thk 

• hPATB = patb_thk 

• hLCB = lcb_thk

• hGS = gs_thk 

• hTS = ts_thk 

• PV = paste_vol 

• F = mod_rupt 

• E = mod_elast 

• ∆T = temp_grad 

© 2020 RStudio Linear Model Summary. 

Figure 348. Illustration. Software output from LTE analysis and PSG intercept for GB 

pavements.(22) 

Call:

lm(formula = psg_i_bfit ~ lte_intercept + lte_regr + slab_width +

 slab_length + pc_thk + gb_thk + patb_thk +

 lcb_thk + gs_thk + ts_thk + paste_vol + mod_rupt +

 mod_elast + temp_grad, data = R_LTE_GB)

Residuals:

 Min 1Q Median 3Q Max

-0.49756 -0.17006 0.07233 0.19055 0.32080

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|) 

(Intercept) -6.312e-01 2.964e+00 -0.213 0.83524 

lte_intercept -1.794e-02 2.759e-02 -0.650 0.52894 

lte_regr -1.018e-01 1.121e-01 -0.908 0.38332 

slab_width 1.411e-01 9.823e-02 1.437 0.17862 

slab_length -9.829e-02 8.976e-01 -0.109 0.91478 

pc_thk 1.855e-01 6.729e-02 2.756 0.01868 *

gb_thk -7.182e-02 1.063e-01 -0.676 0.51303 

patb_thk NA NA NA NA 

lcb_thk NA NA NA NA 

gs_thk 1.619e-02 4.728e-03 3.424 0.00569 **

ts_thk 1.424e-01 3.485e-02 4.086 0.00180 **

paste_vol -2.074e-02 2.389e-02 -0.868 0.40389 

mod_rupt 8.004e-04 1.205e-03 0.664 0.52021 

mod_elast -3.755e-07 2.677e-07 -1.403 0.18834 

temp_grad -2.530e-01 1.818e-01 -1.392 0.19149 

---

Signif. codes: 0 ‘***’ 0.001 ‘**’ 0.01 ‘*’ 0.05 ‘.’ 0.1 ‘ ’ 1

Residual standard error: 0.3663 on 11 degrees of freedom

Multiple R-squared: 0.7462, Adjusted R-squared: 0.4694

F-statistic: 2.695 on 12 and 11 DF, p-value: 0.05558
379

© 2020 RStudio Linear Model Summary. 

Figure 349. Illustration. Software output from LTE analysis and PSG slope for GB 

pavements.

(22)

Call:

lm(formula = psg_s_bfit ~ lte_intercept + lte_regr + slab_width +

 slab_length + pc_thk + gb_thk + patb_thk +

 lcb_thk + gs_thk + ts_thk + paste_vol + mod_rupt +

 mod_elast + temp_grad, data = R_LTE_GB)

Residuals:

 Min 1Q Median 3Q Max

-0.135801 -0.048396 -0.009624 0.024071 0.155564

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|)

(Intercept) -5.562e-02 8.753e-01 -0.064 0.950

lte_intercept 2.019e-03 8.148e-03 0.248 0.809

lte_regr 2.778e-02 3.312e-02 0.839 0.419

slab_width -3.243e-02 2.901e-02 -1.118 0.287

slab_length 7.359e-02 2.651e-01 0.278 0.786

pc_thk 2.312e-03 1.987e-02 0.116 0.909

gb_thk 1.224e-02 3.138e-02 0.390 0.704

patb_thk NA NA NA NA

lcb_thk NA NA NA NA

gs_thk -1.131e-03 1.396e-03 -0.810 0.435

ts_thk -8.287e-03 1.029e-02 -0.805 0.438

paste_vol 5.240e-03 7.057e-03 0.742 0.473

mod_rupt -8.368e-05 3.559e-04 -0.235 0.818

mod_elast -6.258e-08 7.908e-08 -0.791 0.445

temp_grad -2.909e-02 5.370e-02 -0.542 0.599

Residual standard error: 0.1082 on 11 degrees of freedom

Multiple R-squared: 0.493, Adjusted R-squared: -0.06016

F-statistic: 0.8912 on 12 and 11 DF, p-value: 0.5791
380

© 2020 RStudio Linear Model Summary. 

Figure 350. Illustration. Software output from LTE analysis and PSG intercept for PATB 

pavements.

(22) 

Call:

lm(formula = psg_i_bfit ~ lte_intercept + lte_regr + slab_width +

 slab_length + pc_thk + gb_thk + patb_thk +

 lcb_thk + gs_thk + ts_thk + paste_vol + mod_rupt +

 mod_elast + temp_grad, data = R_LTE_AT)

Residuals:

 Min 1Q Median 3Q Max

-0.56754 -0.18922 0.03416 0.17424 0.44659

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|) 

(Intercept) -4.129e+00 2.234e+00 -1.849 0.0831 .

lte_intercept 2.487e-02 1.411e-02 1.762 0.0971 .

lte_regr -2.640e-03 5.619e-02 -0.047 0.9631 

slab_width 8.649e-02 6.918e-02 1.250 0.2292 

slab_length -1.896e-01 2.557e-01 -0.741 0.4692 

pc_thk 5.797e-02 5.339e-02 1.086 0.2936 

gb_thk NA NA NA NA 

patb_thk 1.190e-02 1.363e-01 0.087 0.9315 

lcb_thk NA NA NA NA 

gs_thk 1.092e-02 3.879e-03 2.815 0.0124 *

ts_thk 4.285e-02 3.489e-02 1.228 0.2372 

paste_vol 3.026e-02 2.350e-02 1.288 0.2161 

mod_rupt -3.912e-04 1.107e-03 -0.353 0.7285 

mod_elast 4.644e-08 1.567e-07 0.296 0.7707 

temp_grad -2.012e-01 2.427e-01 -0.829 0.4194 

---

Signif. codes: 0 ‘***’ 0.001 ‘**’ 0.01 ‘*’ 0.05 ‘.’ 0.1 ‘ ’ 1

Residual standard error: 0.3552 on 16 degrees of freedom

Multiple R-squared: 0.6428, Adjusted R-squared: 0.375

F-statistic: 2.4 on 12 and 16 DF, p-value: 0.05195
381

© 2020 RStudio Linear Model Summary. 

Figure 351. Illustration. Software output from LTE analysis and PSG slope for PATB 

pavements.

(22) 

Call:

lm(formula = psg_s_bfit ~ lte_intercept + lte_regr + slab_width +

 slab_length + pc_thk + gb_thk + patb_thk +

 lcb_thk + gs_thk + ts_thk + paste_vol + mod_rupt +

 mod_elast + temp_grad, data = R_LTE_AT)

Residuals:

 Min 1Q Median 3Q Max

-0.041124 -0.025612 -0.001526 0.019067 0.049812

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|) 

(Intercept) 1.498e-01 2.118e-01 0.707 0.48956 

lte_intercept 2.651e-03 1.338e-03 1.981 0.06502 .

lte_regr 5.444e-03 5.326e-03 1.022 0.32192 

slab_width -6.950e-03 6.558e-03 -1.060 0.30501 

slab_length -8.880e-03 2.424e-02 -0.366 0.71896 

pc_thk -5.500e-03 5.061e-03 -1.087 0.29324 

gb_thk NA NA NA NA 

patb_thk 7.667e-04 1.292e-02 0.059 0.95342 

lcb_thk NA NA NA NA 

gs_thk 2.200e-04 3.677e-04 0.598 0.55797 

ts_thk -8.380e-04 3.308e-03 -0.253 0.80321 

paste_vol 7.143e-04 2.227e-03 0.321 0.75261 

mod_rupt -1.235e-05 1.050e-04 -0.118 0.90780 

mod_elast -5.434e-08 1.485e-08 -3.659 0.00212 **

temp_grad -5.039e-03 2.301e-02 -0.219 0.82942 

---

Signif. codes: 0 ‘***’ 0.001 ‘**’ 0.01 ‘*’ 0.05 ‘.’ 0.1 ‘ ’ 1

Residual standard error: 0.03367 on 16 degrees of freedom

Multiple R-squared: 0.7802, Adjusted R-squared: 0.6153

F-statistic: 4.733 on 12 and 16 DF, p-value: 0.002383
382

© 2020 RStudio Linear Model Summary. 

Figure 352. Illustration. Software output from LTE analysis and PSG intercept for LCB 

pavements.

(22) 

Call:

lm(formula = psg_i_bfit ~ lte_intercept + lte_regr + slab_width +

 slab_length + pc_thk + gb_thk + patb_thk +

 lcb_thk + gs_thk + ts_thk + paste_vol + mod_rupt +

 mod_elast + temp_grad, data = R_LTE_CT)

Residuals:

 Min 1Q Median 3Q Max

-0.95299 -0.19022 -0.01636 0.17518 0.87010

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|) 

(Intercept) -4.127e+01 4.049e+01 -1.019 0.3300 

lte_intercept 2.608e-02 1.912e-02 1.364 0.1999 

lte_regr 1.777e-01 1.308e-01 1.359 0.2014 

slab_width 2.965e-02 1.601e-01 0.185 0.8564 

slab_length 7.981e+00 8.712e+00 0.916 0.3793 

pc_thk 2.944e-02 9.191e-02 0.320 0.7548 

gb_thk NA NA NA NA 

patb_thk NA NA NA NA 

lcb_thk 3.692e-01 2.284e-01 1.617 0.1343 

gs_thk 4.813e-03 9.293e-03 0.518 0.6148 

ts_thk 1.045e-01 5.512e-02 1.896 0.0845 .

paste_vol -4.006e-03 4.078e-02 -0.098 0.9235 

mod_rupt -5.590e-04 1.670e-03 -0.335 0.7442 

mod_elast 1.865e-08 3.333e-07 0.056 0.9564 

temp_grad 2.441e-01 4.923e-01 0.496 0.6297 

---

Signif. codes: 0 ‘***’ 0.001 ‘**’ 0.01 ‘*’ 0.05 ‘.’ 0.1 ‘ ’ 1

Residual standard error: 0.5665 on 11 degrees of freedom

Multiple R-squared: 0.6334, Adjusted R-squared: 0.2336

F-statistic: 1.584 on 12 and 11 DF, p-value: 0.2272
383

© 2020 RStudio Linear Model Summary. 

Figure 353. Illustration. Software output from LTE analysis and PSG slope for LCB 

pavements.

(22)

Call:

lm(formula = psg_s_bfit ~ lte_intercept + lte_regr + slab_width +

 slab_length + pc_thk + gb_thk + patb_thk +

 lcb_thk + gs_thk + ts_thk + paste_vol + mod_rupt +

 mod_elast + temp_grad, data = R_LTE_CT)

Residuals:

 Min 1Q Median 3Q Max

-0.104851 -0.036500 0.000033 0.018897 0.109452

Coefficients: (2 not defined because of singularities)

 Estimate Std. Error t value Pr(>|t|) 

(Intercept) 3.874e-01 5.203e+00 0.074 0.9420 

lte_intercept 2.617e-04 2.457e-03 0.107 0.9171 

lte_regr -3.868e-03 1.681e-02 -0.230 0.8222 

slab_width -1.409e-02 2.057e-02 -0.685 0.5075 

slab_length -1.116e-02 1.120e+00 -0.010 0.9922 

pc_thk -2.189e-02 1.181e-02 -1.854 0.0908 .

gb_thk NA NA NA NA 

patb_thk NA NA NA NA 

lcb_thk 6.982e-03 2.935e-02 0.238 0.8163 

gs_thk 2.331e-03 1.194e-03 1.953 0.0768 .

ts_thk -9.440e-03 7.082e-03 -1.333 0.2095 

paste_vol 7.837e-03 5.240e-03 1.496 0.1629 

mod_rupt -4.472e-05 2.147e-04 -0.208 0.8388 

mod_elast -1.825e-08 4.283e-08 -0.426 0.6783 

temp_grad 9.846e-02 6.326e-02 1.556 0.1479 

---

Signif. codes: 0 ‘***’ 0.001 ‘**’ 0.01 ‘*’ 0.05 ‘.’ 0.1 ‘ ’ 1

Residual standard error: 0.0728 on 11 degrees of freedom

Multiple R-squared: 0.6929, Adjusted R-squared: 0.3579

F-statistic: 2.068 on 12 and 11 DF, p-value: 0.1195

385

APPENDIX J. AREAS OF LOCALIZED ROUGHNESS

INTRODUCTION

Typical studies of pavement roughness and roughness progression address the average IRI over

the road segments of interest. In most cases, studies do not examine the contributions of 

localized roughness to overall IRI. Many States that specify smoothness using the IRI include 

requirements on the average IRI over a standard length (e.g., 528 ft) and on localized roughness. 

Per AASHTO R54-14, ALRs are defined as any region where the IRI averaged over a 25-ft base 

length is greater than a specified threshold.(24) Negative pay adjustments and requirements for 

corrective action are often based on the area of pavement out of compliance and the peak 

roughness value within the ALR. Typically, IRI and ALR are based on a single pass over the 

specified road segment.

The literature offers broad information about changes to average IRI values over time and 

statistical repeatability of IRI measurements produced by multiple passes over the same 

pavement section. However, little information is available regarding changes over time, seasonal,

and diurnal changes in ALR of jointed PCC pavement or agreement in ALR between repeated 

profile measurements. This appendix presents examples of long- and short-term changes in ALR 

on jointed PCC test sections within the LTPP program and examines the repeatability of extent, 

severity, and placement of ALR.

The profile measurements discussed in this report offer a research-quality dataset for quantifying 

potential short- and long-term changes in ALR on five LTPP SPS-2 projects and five LTPP 

GPS-3 test sections. Long-term changes are examined using profile measurements by the LTPP

program. These changes include annual visits (with few exceptions) to the GPS-3 sections 

starting in 1990 and to SPS-2 sites starting from the year each site was opened to traffic. Many of 

these sites and sections have been monitored over more than 20 years. Three of the GPS-3 

sections and three of the SPS-2 sites also include sets of seasonal or diurnal measurements 

collected under the LTPP SMP. (Appendix B describes the monitoring history of each site and 

section in detail.)

Short-term changes are examined using profile measurements of the same SPS-2 sites and GPS-3 

sections using profile measurements from an FHWA study of jointed PCC curl and warp 

conducted from 2003 to 2004.(85) The study collected profile measurements over diurnal and 

seasonal cycles. Diurnal monitoring typically included profile-measurement visits before sunrise, 

after sunrise, in the midafternoon, and after sunset. Seasonal monitoring typically included four 

visits throughout a 12-month period that approximated one visit per season. Of the 83 jointed 

PCC test sections included within the LTPP dataset, the FHWA study included seasonal and 

diurnal monitoring of 44 test sections and diurnal monitoring of another 20 test sections. The 

FHWA study did not include the remaining 19 test sections

Postprocessing of raw profile measurements from both sources removed minor inconsistencies in 

longitudinal offset and in the output of distance-measurement instruments (DMIs) among all 

measurements from each section. Researchers removed longitudinal offset between profile 

measurements by using cross-correlation of filtered profiles; a process called automated
386

synchronization.(2,11) The DMI adjustment procedure ensured consistent longitudinal scaling 

among all passes over a given section. This process is equivalent to optimal DMI adjustment 

described by Perera and Karamihas.(105)

Each series from the FHWA curl-and-warp study included at least 7 and as many as 11 passes by 

the profiler. Seven or nine passes were common for the LTPP program. Researchers performed 

data-quality screening to select five repeat profile measurements per section from each series. 

Among the group of available runs, five measurements that exhibited the best agreement with 

each other were selected for further analysis. Agreement between two profiles was judged by 

cross-correlating the profiles after applying the IRI filter.(2,11) Chapter 4 of this report describes 

the synchronization and quality-screening procedures in detail.

The quality-screening process sought five passes from each visit with the highest repeatability. 

The resulting repeatability in ALR represents the best case (i.e., research-quality fieldmeasurement procedures followed by rigorous synchronization and quality screening). The 

aligned profile data provided an opportunity to compare the extent and severity of ALR without 

variation caused by inconsistent longitudinal placement of profile features. Changes in ALR 

among repeat passes from the same visit are attributed to variations in lateral tracking of the 

profiler and limitations with height sensors and accelerometers. Additional changes in ALR 

between measurement visits are attributed to changes in the actual profile of the pavement. 

BACKGROUND

ALRs are derived from roughness profiles. Sayers originally proposed roughness profiles as a 

way to show the distribution of roughness in detail over the length of a road.(106) Sayers 

recommended using roughness profiles for specifying “the quality of pavements after 

construction or repair, and the accuracy of profiling equipment.”

(107) A roughness profile displays 

a continuous report of roughness averaged over a specified length as a function of distance along 

a particular road section. In contrast to discrete interval reporting of roughness, which provides a 

listing of roughness values for consecutive segments, a roughness profile provides the roughness 

of all possible segments of a given length.(107)

A roughness profile is calculated from an elevation profile. The calculation is detailed in the 

following three steps:

Step 1: Filter the elevation profile using the IRI algorithm. The IRI algorithm includes 

smoothing the profile by applying the moving average with a 9.84-inch base length and filtering 

the profile using the Golden Car Model.(108) The Golden Car Model is a quarter-car simulation 

with standard parameter values, and the predicted output used for the IRI is spatial velocity 

across the suspension. For engineering purposes, the IRI algorithm can be considered a filter 

that, when applied to an elevation profile, produces a trace in units of slope (e.g., inches/mi) and 

emphasizes content that causes vibration in passing vehicles.

Step 2: Rectify the filtered trace by taking the absolute value of each point.

Step 3: Apply a moving average to the rectified trace. The base length of the moving average 

corresponds to the desired segment length used for averaging.
387

Figure 354 through Figure 357 demonstrate the process on a profile of section 390204 measured 

9.9 years after it was opened to traffic. Figure 354 shows the left elevation profile. The profile is

high-pass filtered with a cutoff wavelength of 100 ft to make features that affect the IRI more 

visible. This is a jointed PCC section with a nominal joint spacing of 15 ft. The profile includes 

downward spikes at many joints.

Source: FHWA.

Figure 354. Graph. Left elevation profile of section 390204 at 9.9 years.

Figure 355 shows the outcome of step 1. The graph is the raw output of the IRI algorithm in units 

of inches/mi. The total range of values extends from −544 to 290 inches/mi. The most severe 

value occurs 106 ft from the start of the section, which is the location of a downward step in the 

elevation profile. 

Source: FHWA.

Figure 355. Graph. Raw IRI filter output of section 390204 at 9.9 years.

Figure 356 shows the outcome of step 2, which is obtained by taking the absolute value of each 

point in the trace from Figure 355. The overall IRI for the entire 500-ft section is 71.8 inches/mi

and is the average value of every point in this trace. For shorter segments within the section, the 

IRI is calculated by averaging the values within the desired range.
388

Source: FHWA.

Figure 356. Graph. Rectified IRI filter output for section 390204 at 9.9 years.

Figure 357 shows the outcome of step 3, which is the roughness profile for a base length of 25 ft. 

Each point in Figure 357 represents the IRI of a 25-ft-long segment that begins 12.5 ft upstream

and ends 12.5 ft downstream. Note that features of the profile outside the section boundaries 

affect the roughness values in the first and last 12.5 ft of the trace.

Source: FHWA.

Figure 357. Graph. Left roughness profile for section 390204 at 9.9 years.

The short-interval roughness profile shows how roughness is distributed along the section and 

whether any areas exist that contribute disproportionately to overall roughness. Any area in 

which the trace is greater than a designated threshold is considered an ALR. A threshold of 

125 inches/mi is marked in Figure 357. Two areas violate this threshold. The first ranges from 

99.2 to 105.1 ft with a peak value of 128.7 inches/mi and the second ranges from 110.0 to 

115.1 ft with a peak value of 130.5 inches/mi. 

One tilted slab causes both ALRs that appear in Figure 357. Figure 358 shows a closeup view of 

the left elevation profile. Downward spikes are visible at three joints, including those at 99.1 and 

114.5 ft from the start of the section. The slab between these joints is cracked, and the leading 

portion of the slab is tilted upward. The primary cause of the localized roughness is the 0.18-inch

fault at the midslab crack, which is 106.0 ft from the start of the section. The roughness profile 
389

fluctuates between 99 and 115 ft because each point includes additional influence from other 

roughness within the 25-ft averaging range. This example demonstrates the importance of 

inspecting the elevation profile to determine a cause once ALRs are identified.

Source: FHWA.

Figure 358. Graph. Closeup view of left elevation profile for section 390204 at 9.9 years.

ALR SETTINGS

This study reports statistics that describe short- and long-term changes and repeatability of ALR 

using IRI from each wheel path, a base length of 25 ft, and threshold values of 125 inches/mi and 

160 inches/mi. ALRs are primarily quantified in terms of total area. This section demonstrates 

the influence of alternative index options, base lengths, and methods of quantifying the extent 

and severity of ALRs.

Base Length

The ALR detected from a profile is sensitive to base length. The maximum roughness observed 

in a roughness profile is expected to increase as base length decreases, and short base lengths 

reveal highly localized roughness averaged using longer base lengths.(106) Figure 359 and Figure 

360 provide an example from section 040213 measured 14.2 years after it was opened to traffic. 

Figure 359 shows the right elevation profile. The profile is high-pass filtered with a cutoff 

wavelength of 100 ft to make features that affect the IRI more visible. Section 040213 is jointed 

PCC with a nominal joint spacing of 15 ft. The profile includes evidence of upwardly curled 

slabs, which contribute to roughness throughout the test section. Deep narrow spikes appear in 

areas where the profiler passed over wandering longitudinal cracks, which make localized 

contributions to roughness.

Figure 360 compares the roughness profile corresponding to Figure 359 for base-length values of 

10, 25, 50, and 100 ft. The figures show that the range of values for the roughness profiles grows 

more extreme as base length decreases. At a base length of 100 ft, the highest values in the 

roughness profiles appear in areas that include the narrow dips at the longitudinal cracks.

However, the influence of the dips is averaged by lower roughness in the surrounding area. As 

base length decreases, peak values in the roughness profiles increase, and the trace identifies the 

location of the localized roughness more closely.
390

Source: FHWA.

Figure 359. Graph. Right elevation profile of section 040213 at 14.2 years.

Source: FHWA.

Figure 360. Graph. Right roughness profiles of section 040213 at 14.2 years.

The average value of each trace in Figure 360 approximates the average IRI for the section of 

145.0 inches/mi to within 1 inch/mi because, except for end effects, the average value is 

independent of base length. “End effects” refers to roughness profiles including some influence 

from profile outside section boundaries within half of the base length at either end. Each trace 

has a slightly different average value because the range changes with base length. When the 

length of the section increases relative to the base length, the average value of the roughness 

profile more closely approaches the average IRI for the section.

Figure 361 provides an additional demonstration of the influence of base length on variations 

that appear in a roughness profile. The figure shows the cumulative probability distribution of 

roughness from each trace in Figure 360. The distribution is shown in length rather than

percentage. The total range of roughness values increases as base length decreases. For example, 

the values range from 104.0 inches/mi to 210.8 inches/mi at a base length of 100 ft and from 

24.6 inches/mi to 640.1 inches/mi at a base length of 10 ft. 
391

Source: FHWA.

Figure 361. Graph. Cumulative roughness of section 040213 at 14.2 years.

Figure 361 presents a potential summary of the localized roughness that exists within a long 

pavement section. For a given base length and roughness threshold, the cumulative distribution 

provides the total extent of ALR, which can be presented in length, as shown, or percentage.

For the highly localized narrow dips shown in Figure 359, base lengths of 10 and 25 ft 

pinpointed the roughness source more closely. A short base length is often desirable to detect 

localized rough features and quantify their severity. Karamihas et al. recommended a minimum 

base length of 25 ft and warned that for very short base lengths, such as 10 ft, height-sensor 

dropouts and other sensor errors were more likely to register as ALR. Additionally, peak 

roughness in an ALR was likely to vary between profiler types depending of the details of the 

sample procedures and height-sensor footprint.(109) Sayers recommended using a 20-ft base 

length for detecting localized roughness, but that the base length should be shorter than the 

minimum distance between rough features.(106)

Figure 362 through Figure 364 demonstrate the need to consider the source of roughness when 

selecting an appropriate base length for detecting ALR. Figure 362 shows the left elevation 

profile for an area of section 133019 measured approximately 22.7 years after it was constructed. 

The profile is high-pass filtered with a cutoff wavelength of 100 ft to make features that affect 

the IRI more visible. Section 133019 is jointed PCC with a nominal joint spacing of 20 ft. Each 

slab shown has a net downward curvature, and the most severe roughness appears as dips at the 

joints.

Figure 363 shows the roughness profile for a base length of 10 ft over the same range of section 

133019 shown in Figure 362. The arrows indicate the joint locations. Localized roughness is

registered at each joint. The center of each area in the roughness profile with the highest 

magnitude is shifted slightly from the joint locations. The shift occurs because the IRI algorithm 

reacts to the roughness starting at each rough feature and over a short distance past the joint 

locations. 
392

Figure 364 shows the roughness profile for a base length of 25 ft with arrows at each joint

location. Using this base length, the peak values in the roughness profiles appear between the 

joints and some of the lower roughness values appear at the joints because the base length is 

greater than the spacing between the positions of localized rough features. At the center of each 

slab, the 25-ft range used to calculate roughness values includes two of the joints. The roughness 

within 7.5 ft of each joint includes the influence of only one joint.

Source: FHWA.

Figure 362. Graph. Left elevation profile of section 133019 at 22.7 years.

Source: FHWA.

Figure 363. Graph. Left roughness profile of 10-ft base length for section 133019 at 

22.7 years.
393

Source: FHWA.

Figure 364. Graph. Left roughness profile of 25-ft base length for section 133019 at 

22.7 years.

A longer base length may be useful for identifying rough areas in a long section of roadway. 

When evaluating miles of pavement, a roughness profile with a base length of 528 ft provides a 

way to identify areas that need attention. For example, the format of the pay adjustment schedule 

recommended by AASHTO R54-14 is based on roughness profiles calculated using a base length 

of 528 ft.(24) Swan and Karamihas demonstrated the use of roughness profiles with a base length 

of 264 ft for general pavement acceptance and 25 ft for investigation of roughness within areas 

that do not meet the specification.(107)

This research examines 500-ft-long sections. The 500-ft length imposes a limit on base length. 

Figure 365 provides an example of using a relatively long base length on a short section to 

quantify the functional aspects of pavement behavior. Figure 365 shows the right roughness 

profile from section 040214 measured 10.4 years after it was opened to traffic. The roughness 

profile was calculated using a base length of 100 ft. The average IRI for this profile is 

89.1 inches/mi. This section is roughest over the first 100 ft with a peak value of 

164.2 inches/mi. The roughness decreases over the next 200 ft and is lowest over the last 200 ft 

with values of 70.7 inches/mi or less and a minimum value of 48.8 inches/mi.

Source: FHWA.

Figure 365. Graph. Right roughness profile of section 040214 at 10.4 years.
394

A change in slab curl and warp throughout the section causes the change in roughness shown in 

Figure 365. Section 040214 is jointed PCC with a nominal joint spacing of 15 ft. The slabs have 

downward curvature in the first 300 ft of the section, and the magnitude of the curvature 

decreases along the section. In the last 200 ft of the section, the slabs are relatively flat. (The 

Spatial Trends section in chapter 5 provides more information.) 

Index Options

The preceding examples present roughness profiles and ALR derived from IRI in either the left 

or right profile. Two other options for identifying ALR include the following:

• MRI: The average of the IRI from the left and right wheel paths. An MRI-based 

roughness profile is calculated using a point-by-point average of the roughness profile 

from the left and right wheel path.

• HRI: The profiles are combined using point-by-point averages of the elevation values 

from the two sides. An HRI-based roughness profile is calculated after passing the 

combined profile through the IRI algorithm.

MRI or HRI moderate localized roughness that appears on only one side of the lane or is much 

rougher on one side than the other. HRI is always less than or equal to MRI because averaging 

the elevation profiles eliminates aspects of fluctuations in elevation that are not consistent on 

both sides. HRI preserves the bounce component of roughness but eliminates the roll component.

Figure 366 through Figure 368 demonstrate the potential contrast to the IRI from individual 

wheel paths of HRI and MRI. Figure 366 shows the left elevation profile for section 040213 

measured 14.2 years after it was opened to traffic. The profile is high-pass filtered with a cutoff 

wavelength of 100 ft to make features that affect the IRI more visible. This profile was measured 

in the same pass as the right elevation profile shown in Figure 359, and Figure 359 and Figure 

366 have compatible vertical scaling. Profiles from both sides include upwardly curled slabs, 

which introduced roughness with features similar in each wheel path. Profiles from both sides 

also include a long wavelength disturbance in the first 150 ft for the test section. However, open 

longitudinal cracks do not appear in the left side of the lane, and the left elevation profiles do not 

include the patches of downward spikes that appear in Figure 359.

Source: FHWA.

Figure 366. Graph. Left elevation profile of section 040213 at 14.2 years.

Figure 367 shows the roughness profiles for both wheel paths using a base length of 25 ft. Figure 

367 identifies a threshold of 150 inches/mi. With this threshold, the left profile includes eight
395

ALRs with a total length of 157.9 ft, and the right profile includes seven ALRs with a total 

length of 41.9 ft.

Source: FHWA.

Figure 367. Graph. Left and right roughness profiles for section 040213 at 14.2 years.

Table 61 lists the boundaries, length, and peak roughness for each ALR. The table also lists 

excess roughness (ER), which is discussed in the following section. The most severe localized 

roughness appears in areas of the right wheel path in which narrow dips were measured over the 

opened longitudinal cracks. The left wheel path registers several ALRs with relatively lower 

peak roughness, which do not correspond to individual surface defects. Upwardly curled slabs 

contribute to roughness but not sufficiently in the first 70 ft or the last 300 ft of the test section. 

ALRs only appear where the distributed contribution of the long-wavelength disturbance shown 

in Figure 366 exacerbates the roughness.

Figure 368 shows the MRI- and HRI-based roughness profiles using a base length of 25 ft and a 

marked threshold value of 150 inches/mi. These roughness profiles were derived from the same 

elevation profiles as Figure 367 and are displayed with vertical scaling compatible with Figure 

368. Figure 368 shows that averaging across both wheel paths moderates the effects of the severe 

roughness that appear on the right side. Averaging greatly reduces the values of peak roughness

values and eliminates the ALR from the first 55 ft of the section. The ALR in the last 50 ft of the 

right roughness profiles are eliminated in the HRI profile and are nearly eliminated in the MRI 

profile.
396

Table 61. ALR in left and right profiles for section 040213 at 14.2 years.

Side ALR Start (ft) ALR End (ft) ALR Range (ft)

Peak Roughness 

(Inches/mi) ER (Inches/mi)

Left 74.8 82.0 7.2 165.7 0.16

Left 89.1 95.4 6.4 172.4 0.17

Left 110.1 114.1 4.0 160.0 0.05

Left 118.5 120.7 2.3 153.7 0.01

Left 124.2 134.8 10.7 178.2 0.37

Left 166.1 166.6 0.6 150.4 <0.01

Left 167.2 173.7 6.5 160.1 0.07

Left 196.0 200.3 4.3 157.9 0.05

Right 36.5 53.3 16.8 191.6 0.67

Right 121.0 174.4 53.4 350.2 9.84

Right 176.8 206.5 29.7 201.0 1.23

Right 247.6 248.8 1.2 152.0 <0.01

Right 310.0 345.4 35.4 301.9 5.85

Right 464.4 472.1 7.7 171.1 0.15

Right 476.2 489.8 13.6 184.7 0.45

Source: FHWA.

Figure 368. Graph. MRI- and HRI-based roughness profiles for section 040213 at 

14.2 years.

The ALR for MRI and HRI are listed in Table 62. With a threshold of 150 inches/mi, the MRI

profile included six ALRs with a total length of 107.9 ft. The HRI profile showed lower values 

than the MRI profile throughout the section. The HRI profile included six ALR due to the area of 

roughness that straddles the threshold line in the range from 150 to 175 ft. Using HRI, the total 

length is reduced to 70.7 ft, the peak roughness values are reduced, and the ALR from 180 to 

205 ft is eliminated.
397

Table 62. ALR derived from MRI and HRI profiles for section 040213 at 14.2 years.

Index ALR Start (ft) ALR End (ft) ALR Range (ft)

Peak Roughness 

(Inches/mi) ER (Inches/mi)

MRI 91.0 93.0 2.0 152.4 <0.01

MRI 121.2 174.1 52.9 247.7 4.68

MRI 181.6 203.9 22.4 177.2 0.47

MRI 312.0 312.5 0.5 150.3 <0.01

MRI 313.8 342.2 28.4 218.2 1.82

MRI 480.2 482.0 1.7 152.5 <0.01

HRI 91.1 92.4 1.3 151.5 <0.01

HRI 121.8 150.8 29.0 247.5 3.68

HRI 152.9 156.5 3.5 155.4 0.02

HRI 158.5 162.3 3.8 155.6 0.03

HRI 164.4 173.6 9.2 160.4 0.08

HRI 316.8 340.7 23.9 203.3 1.17

Using MRI or HRI offers an advantage because it reduces the amount of data to assimilate by 

half. Each index captures the most severe localized roughness. However, neither index offers 

information about whether the source of roughness exists on one side of the lane or both. In 

contrast, analyzing roughness profiles from both wheel paths helps identify the sources of 

roughness. A higher threshold is needed for ALRs based on MRI than for IRI from individual 

wheel paths for capturing the features that cause the same reduction in functional quality. The 

HRI is not as sensitive as IRI to features that are not the same on each side of the lane (e.g., a 

bump on one side and a dip of the same layout and shape on the other side). As a result, 

HRI-based roughness profiles will underestimate the reduction in functional quality caused by 

some features, requiring an even higher threshold for capturing the features that cause the same 

reduction in functional quality.

OPTIONS FOR QUANTIFYING LOCALIZED ROUGHNESS SEVERITY

Table 61 and Table 62 demonstrate three possible methods for quantifying the severity of 

localized roughness: number of ALRs, total length of ALRs, and peak roughness values. 

Practical application of roughness profiles for project-level pavement assessment typically 

requires using all three. 

Table 61 shows that the number of ALRs does not characterize the severity of localized 

roughness. The left and right wheel paths included the same number of ALR, although the 

overall length and severity of ALR was much greater for the right wheel path. However, the 

number of ALRs may be of interest if corrective action is required for ALRs. The number and 

layout of ALRs may also be of interest if corrective action is permitted to reduce negative pay 

adjustment or if ALRs are used to plan surface rehabilitation. 

For planning corrective action or rehabilitation, further viewing and analysis of the elevation 

profiles is needed to identify the sources of roughness and apply options for reducing roughness 

cost effectively. For example, Figure 357 and Figure 358 demonstrated a case in which more 

than one ALR corresponded to the same surface defect. Figure 366 and Figure 367 showed a 

case in which two sources of background roughness distributed over a length greater than the 

base length caused several ALRs. A corrective strategy based on addressing the eight ALRs
398

individually is likely to be less effective than a corrective strategy based on mitigating the 

long-wavelength disturbance or roughness at the joints associated with upward curl.

The total length of ALR provides a suitable summary of the status of a pavement section in some 

cases but not others. Normalized by section length, the total length of ALR defines the 

proportion of the section out of specification, which offers a simple way to compare the status of 

pavement sections. However, the total length of ALR does not capture potential variations in the 

severity of roughness. For example, based on total length, the eight ALRs listed for the left 

wheel path in Table 61 incorrectly implies a greater reduction in the health of the pavement than 

the area listed for the right wheel path from 310.0 to 345.4 ft. The eight ALRs for the left wheel 

path have a total length of 41.9 ft, and the highest peak value is 178.2 inches/mi. The ALR from 

310.0 to 345.4 ft in the right wheel path has a smaller length but a much higher peak roughness 

value of 301.9 inches/mi.

In contrast to the number and length of ALR, peak roughness values provide a measure of the 

severity of localized roughness but no measure of the extent. The use of peak roughness requires 

the analyst to consider a potentially large number of values. Weighting the length of ALRs by 

their severity provides an alternative that may help prioritize investment in corrective action or 

assign negative pay adjustments based on degradation in functional quality. The following 

example is similar to the provisions for calculating negative pay adjustments for localized 

roughness in AASHTO R54-14.(24)

Figure 369 shows the distribution of roughness for left and right roughness profiles of section 

040213, measured 14.2 years after it was opened to traffic. The distribution is weighted by 

length. These plots show the distribution of roughness that appears in each trace from Figure 

367. This distribution sorts roughness into discrete bins with an increment of 5 inches/mi. The 

horizontal line marks an example roughness threshold of 150 inches/mi. For each wheel path, the 

sum of the length for bins above 150 inches/mi is equal to the total length of ALR for each wheel 

path. (The total length of ALR is proportional to the area left of the curve and above the 

threshold line.) 

Table 63 shows the estimated ALR weighted by severity. The table lists six nonzero bins with 

roughness above 150 inches/mi for the left wheel path (Figure 369). Each value of roughness 

above the threshold is the center of the corresponding range, which is the value at the center of 

the bin within the distribution minus the roughness threshold. Roughness-weighted length for 

each range is the product roughness above the threshold and length. The total value of 

468.4 ft×inches/mi is calculated from the probability distribution, but it is also the total 

roughness-weighted length for all ALRs within the test section. The roughness-weighted length

is an estimate of the area above and below the threshold line by the left roughness profile in 

Figure 367.
399

Source: FHWA.

Figure 369. Graph. Roughness distribution of section 040213 at 14.2 years. 

Table 63. ALR severity for section 040213 at 14.2 years for the left wheel path.

Roughness Range 

(Inches/mi) Length (ft)

Roughness Above 

Threshold (Inches/mi)

Roughness-Weighted 

Length (ft×Inches/mi) ER (Inches/mi)

150–155 11.06 2.5 27.6 0.055

155–160 11.96 7.5 89.7 0.179

160–165 5.34 12.5 66.7 0.133

165–170 6.94 17.5 121.5 0.243

170–175 3.86 22.5 86.8 0.174

175–180 2.76 27.5 76.0 0.152

>150 41.91 — 468.4 0.937

—No data.

Roughness-weighted length summarizes the severity of ALRs for a test section in a way that 

incorporates length and peak roughness. However, the units of ft×inches/mi are not intuitive, and 

the value grows in proportion to section length for the same density of localized roughness. The 

excess roughness (ER) column in Table 63 lists the contribution from each roughness range. The 

ER is the roughness-weighted length normalized by the section length, which is 500 ft. (This 

could have been calculated directly if fFigure 369 and the Length column of Table 63 were 

expressed in terms of probability rather than length.) The total excess roughness (TER) is 

0.937 inches/mi for the left wheel path, which is the total roughness-weighted length normalized 

by the section length and quantifies the contribution of ER to the average roughness of the

section. Reducing the roughness within all ALR to the threshold value would reduce the overall 

IRI by 0.937 inches/mi.

Calculation of roughness-weighted length for the right wheel path includes contributions from 

41 bins (from 150 to 355 inches/mi), and produces a total of 9,614.2 ft×inches/mi. This produces 

an estimate of TER of 19.228 inches/mi. As such, localized roughness greater than the threshold 

accounts for an increase in the sectionwide IRI of 0.94 inches/mi for the left wheel path and 

19.23 inches/mi for the right wheel path. This TER estimate is less than the total contribution of 
400

the corresponding features of the elevation profile to roughness. It only accounts for the portion 

of the roughness above 150 inches/mi in the roughness profile.

An equivalent calculation of TER is possible using the roughness profile directly. The TER is the 

sum of the ER at every point in the profile (RE,i) times the profile recording interval (x) and 

normalized by the section length (LS), as shown in figure 370.

Figure 370. Equation. TER.

In the equation in figure 370, N is the number of points in the roughness profile and i is the point 

index. ER at a given point is calculated as shown in figure 371.

Figure 371. Equation. ER at a point.

In the equation in figure 371, Ri is the value of the roughness profile at point i, RT is the 

roughness threshold, and the max function returns the more positive value among its inputs. Note 

that only those points in the roughness profile greater than the threshold roughness contribute to 

the sum in the equation in figure 370. The profile recording interval is constant and the L=N×

calculation of TER is simplified by the equation shown in figure 372.

Figure 372. Equation. Simplified TER.

For the roughness profiles shown in Figure 367 and summarized in Figure 369, TER calculation 

includes 7,777 points. The sum includes 652 nonzero points for the left roughness profile, which 

corresponds to a total ALR length of 41.9 ft, and 2,456 nonzero points for the right roughness 

profile, which corresponds to a total ALR length of 157.9 ft. TER values for the left and right are 

0.927 and 19.22 inches/mi, respectively. These values are more precise than the values 

calculated from the roughness distribution because those values sorted roughness values into 

discrete bins.

With minor modification, the expression in figure 372 quantifies the relative severity of each 

ALR on a standard scale. ER for an individual area is calculated as shown in figure 373.

Figure 373. Equation. ER for an ALR.

In the equation in figure 371, x is the recording interval, Ri is the value of the roughness profile 

at point i and RT is the roughness threshold, NS is the index of the first value above the threshold 
401

for the ALR, NE is the index of the last value above the threshold for the ALR, and L is a 

standard section length of 528 ft. 

ER is normalized by 528 ft to cast ALR severity onto a constant scale. ALR of equal roughness 

density will produce the same ER value regardless of actual section length. ER quantifies the 

roughness above the threshold of an ALR in terms of its contribution to the overall IRI of a 

528-ft long section. Table 61 and Table 62 list the ER for each ALR. Using ER distinguishes 

ALR based on both area and peak roughness level and helps identify the ALR that most affects 

overall roughness and functional quality.

SHORT-TERM CHANGES

This section presents short-term changes in ALR for 59 LTPP SPS-2 test sections and 5 LTPP 

GPS-3 test sections. Data were collected in 2003 and 2004 to support an FHWA study of jointed 

concrete curl and warp.(85)

The FHWA study included diurnal measurements of 19 test sections and diurnal and seasonal 

measurements of 19 additional test sections distributed throughout the United States.(85) The 

analysis was performed on a subset of measurements collected on LTPP test sections, which 

include GPS-3 test sections 063021, 133019, 183002, 273003, and 493011, and SPS-2 test 

sections 040217, 040219, 200205, 200207, 370201, 390209, 390211, 530206, and 530207. Raw 

profile measurements at the five SPS-2 sites often included coverage of 50 additional test 

sections incorporated into this study. 

Profile data included measurements over a diurnal cycle in every visit to the SPS-2 sites and 

GPS-3 sections. Diurnal profile measurements included four series of passes over a 24-hour

cycle: before sunrise, after sunrise, midafternoon, and after sunset. The diurnal cycle did not 

always begin before sunrise. For example, the earliest visit to section 063021 began with a series 

of measurements after sunset, which was followed by the other three visits the next day. Profile 

data include seasonal measurements of three of the SPS-2 sites and four of the GPS-3 sections. 

Seasonal measurements occurred in four visits over a 1-year cycle, and each seasonal 

measurement visit included measurements over a diurnal cycle. 

Table 64 and Table 65 list the SPS-2 sites and GPS-3 sections, respectively. The tables list the

measurement dates and timing of the first pass in each of the diurnal series. A typical series of 

passes occurred over 50–80 minutes at SPS-2 sites, although some took up to 2 hours. A typical 

series of passes occurred over an hour or less at GPS-3 sections. Each series included at least 

seven repeat profile passes. Five passes from each series were selected for analysis based on 

agreement in profile, as described in the Quality Screening section of chapter 4.
402

Table 64. Measurement dates and times for SPS-2 sites. 

Site Date BD AD MA AS

Arizona 17-Aug-2003 04:16 08:55 12:00 19:20††

Arizona 13-Dec-2003 05:26 09:45 14:05 18:26 

Arizona 08-Mar-2004 05:19† 10:35 14:00 20:42 

Arizona 02-Jun-2004 03:14† 07:10 12:18 20:05 

Kansas 05-Sep-2003 04:30 08:27 13:26†† 19:00††

Kansas 19-Nov-2003 04:03† 09:10 12:08 18:02 

Kansas 17-Mar-2004 04:10† 08:15 12:02 18:40 

Kansas 19-Apr-2004 04:00† 08:06 12:00 19:30 

North Carolina 16-May-2003 05:34 08:01 15:59†† — 

Ohio 20-Sep-2003 05:09 09:49 13:10†† 21:14††

Ohio 27-Oct-2003 04:53 08:06 12:18 18:51 

Ohio 25-Jan-2004 04:05 07:46 12:11†† 18:32††

Ohio 16-Jun-2004 04:06 08:07 12:39 18:23 

Washington 22-Aug-2003 04:44 08:02 12:32 17:04 

—No data. 

† = measured the following morning. 

†† = measured the previous afternoon/evening. 

BD = before dawn; AD = after dawn; MA = midafternoon; AS = after sunset. 

Table 65. Measurement dates and times for GPS-3 sections. 

Section Date BD AD MA AS

063021 18-Aug-2003 4:49 8:13 12:31 18:53††

063021 12-Dec-2003 4:42 9:05 13:03 17:18 

063021 10-Mar-2004 5:57† 10:20† 14:14 20:17 

063021 03-Jun-2004 4:06† 7:29† 12:13 20:06 

133019 10-Jul-2003 4:35 8:23 12:41 19:13††

133019 21-Oct-2003 7:04 9:01 14:07†† 20:34††

133019 10-Jan-2004 4:28 8:03 12:58†† 18:34††

133019 19-May-2004 4:44 8:08 12:01 20:34 

183002 30-Oct-2003 5:52† 10:45 14:10 18:47 

273003 16-Sep-2003 5:17 8:48 12:38 21:31 

273003 11-Nov-2003 5:01† 9:11 13:36 19:31 

273003 24-Feb-2004 4:06 7:17 12:26†† 18:14††

273003 27-Apr-2004 4:09 8:06 12:06 19:34††

493011 27-Aug-2003 5:09† 8:22 13:21 19:44 

493011 04-Dec-2003 5:07 10:17 13:21†† 19:14††

493011 15-Mar-2004 4:15 7:56 12:02 18:01 

493011 08-Jun-2004 4:21 7:17 12:17 22:17††

† = measured the following morning. 

†† = measured the previous afternoon/evening. 

BD = before dawn; AD = after dawn; MA = midafternoon; AS = after sunset. 

Table 66 lists the average roughness in the right wheel path for the five repeat passes selected 

from each diurnal and seasonal series. The table lists the age of each section on the date of the 

earliest visit. For the SPS-2 sites, the age is the time in years since the open to traffic date. For 

the GPS-3 sections, the age is the time in years since the date of construction. The seasonal test 

sections were not actually visited once per season; rather, they were visited once in each of four 

consecutive time slots ranging from July to September 2003, October to December 2003, 

January to March 2004, and April to June 2004. Table 66 shows raw measurements lacked the 
403

range to include section 040262, 200203, 200204, 390203, 390207, 390208, 390262, 390263, 

and 390265 in one of the four seasonal visits. Data were not collected after sunset at the North 

Carolina SPS-2 site.

As shown in Table 66, the overall IRI of many test sections changes over seasonal and diurnal 

cycles. Most of the cyclic change in roughness is attributed to cyclic changes in curl and warp. 

Cyclic changes in the extent and severity of ALR are likewise linked to changes in curl and 

warp. Changes in curl and warp are attributed to changes in environment, which induce changes 

in the temperature and moisture gradient throughout the depth of PCC slabs.

Note that the same profiler collected all measurements. Data collection included an effort to 

capture diverse environmental conditions. However, the specific dates of the measurements were 

influenced by the need to complete a data-collection cycle by the profiler and its crew that 

covered these and many other sections in a cost-effective circuit. As such, the conditions 

throughout the diurnal visits do not necessarily represent the maximum potential for cyclic 

changes in roughness. The changes observed on these 64 test sections represent examples of the 

changes that may occur. 

Diurnal changes in IRI from the right wheel path of 25 inches/mi or greater were observed on 

sections 040222, 040262, 200205, 273003, 493011, and the odd-numbered sections from the 

Arizona SPS-2 site. Odd-numbered SPS-2 sections have lower flexural strength than evennumbered sections. Sections 200205 and 273003 have slabs with downward curl. Their 

roughness is lowest before dawn and after sunset. The other sections have upward curl, and their 

roughness is highest before dawn and after sunset. 

The 11 sections with large diurnal changes in roughness also exhibited large seasonal changes. 

Sections 390202, 390204, 390204, and 390207 also showed a seasonal change. The slabs within 

these sections shifted toward downward curl in the final (i.e., summer) seasonal visit. The change 

in curl was either a reduction in upward curl, a reverse in the direction of curl, or an increase in 

downward curl. 
404

Table 66. Average IRI by visit for the right wheel path.

Section

Age 

(years)

S1, 

BD

S1, 

AD

S1, 

MA

S2, 

BD

S2, 

AD

S2, 

MA

S2, 

AS

S3, 

BD

S3, 

AD

S3, 

MA

S3, 

AS

S4, 

BD

S4, 

AD

S4, 

MA

S4, 

AS

S5, 

BD

S5, 

AD

S5, 

MA

S5, 

AS

040213 9.9 — — — 152 140 125 139 141 122 117 133 130 118 111 127 145 150 122 135

040214 9.9 — — — 78 77 79 77 83 83 85 82 83 90 83 82 82 84 82 81

040215 9.9 — — — 134 128 115 123 136 128 120 130 131 119 109 120 136 136 122 126

040216 9.9 — — — 95 92 94 92 95 95 94 95 95 96 97 95 95 97 99 96

040217 9.9 — — — 91 76 69 88 81 74 72 76 83 69 67 82 105 90 75 92

040218 9.9 — — — 74 65 62 64 78 68 64 73 72 59 61 69 79 75 66 72

040219 9.9 — — — 131 112 101 122 124 114 104 118 123 101 96 115 147 140 106 129

040220 9.9 — — — 75 71 68 71 89 84 74 82 82 73 70 74 82 82 75 76

040221 9.9 — — — 104 83 73 94 94 85 76 91 94 74 73 91 116 106 81 105

040222 9.9 — — — 75 58 55 63 85 72 63 79 78 59 55 75 93 92 61 70

040223 9.9 — — — 116 106 88 106 111 104 95 104 112 92 87 102 125 123 93 107

040224 9.9 — — — 74 71 72 72 84 79 74 79 82 72 70 76 78 81 71 73

040262 9.9 — — — 202 189 172 198 199 194 187 194 195 176 170 189 — — — —

063021 29.4 — — — 105 109 111 108 111 108 109 109 111 111 109 107 112 107 108 105

133019 21.6 — — — 118 113 116 119 114 127 121 114 114 112 116 117 109 117 118 108

183002 27.2 — — — — — — — 132 132 123 130 — — — — — — — —

200201 11.1 — — — 123 130 135 128 120 121 131 123 119 117 135 122 116 121 131 120

200202 11.1 — — — 70 63 52 54 77 64 60 72 69 63 59 60 78 71 57 61

200203 11.1 — — — — — — — 91 92 97 94 90 93 104 95 90 90 99 94

200204 11.1 — — — — — — — 100 92 86 92 99 93 84 89 94 99 82 85

200205 11.1 — — — 86 88 101 90 91 99 104 93 93 97 115 99 89 96 114 96

200206 11.1 — — — 89 87 93 91 95 97 96 89 88 90 99 92 98 91 96 93

200207 11.1 — — — 100 102 116 106 98 101 109 103 101 100 114 106 101 101 111 109

200208 11.1 — — — 130 127 123 127 133 127 132 132 133 129 126 129 132 131 125 127

200211 11.1 — — — 80 82 93 83 — — — — 84 86 100 87 82 85 96 85

200212 11.1 — — — 108 106 105 105 113 108 105 106 108 106 108 106 113 110 110 107

273003 18.0 — — — 147 155 184 159 153 159 177 156 166 168 175 172 154 160 180 169

370201 8.9 94 94 94 — — — — — — — — — — — — — — — —

370202 8.9 121 121 112 — — — — — — — — — — — — — — — —

370203 8.9 110 113 107 — — — — — — — — — — — — — — — —

370205 8.9 126 130 128 — — — — — — — — — — — — — — — —
405

370206 8.9 112 110 102 — — — — — — — — — — — — — — — — 

370209 8.9 90 93 92 — — — — — — — — — — — — — — — — 

370210 8.9 84 80 83 — — — — — — — — — — — — — — — — 

370259 8.9 89 94 93 — — — — — — — — — — — — — — — — 

390201 7.0 — — — 103 99 97 97 111 109 100 108 112 111 106 109 102 102 101 103

390202 7.0 — — — 102 99 100 97 112 110 101 108 120 120 112 118 105 104 104 106

390203 7.1 — — — — — — — 83 83 72 80 89 90 78 85 69 70 69 70

390204 7.0 — — — 73 69 60 63 85 85 75 81 92 92 80 86 65 64 65 65

390205 7.0 — — — 110 104 101 110 121 117 108 117 116 121 113 116 113 109 109 112

390206 7.0 — — — 104 105 116 106 106 108 104 107 115 111 104 110 107 121 107 118

390207 7.1 — — — — — — — 80 81 89 82 78 81 85 80 100 98 101 106

390208 7.1 — — — — — — — 88 85 86 83 93 90 86 88 90 93 91 93

390209 7.0 — — — 83 76 77 76 84 82 75 81 80 78 75 79 76 76 77 77

390210 7.0 — — — 64 70 79 67 73 70 74 70 68 70 73 71 72 74 72 78

390211 7.0 — — — 83 83 86 84 86 86 86 85 83 84 83 82 87 89 87 90

390212 7.0 — — — 67 66 72 65 70 70 69 69 69 71 66 67 68 67 68 71

390260 7.0 — — — 72 69 68 67 74 73 68 70 71 75 66 69 68 67 67 68

390261 7.0 — — — 74 73 74 74 80 79 74 77 85 83 76 80 74 75 73 74

390262 7.1 — — — — — — — 71 71 67 69 75 73 68 71 68 68 68 70

390263 7.1 — — — — — — — 89 89 83 88 96 93 84 89 81 81 81 81

390265 7.1 — — — — — — — 96 96 95 95 94 94 92 92 91 92 92 93

493011 17.3 — — — 176 164 145 154 165 161 157 164 165 161 149 156 168 167 145 156

530201 7.8 — — — 121 121 122 119 — — — — — — — — — — — — 

530202 7.8 — — — 86 86 89 89 — — — — — — — — — — — — 

530204 7.8 — — — 94 92 97 95 — — — — — — — — — — — — 

530205 7.8 — — — 95 94 96 97 — — — — — — — — — — — — 

530206 7.8 — — — 107 105 106 104 — — — — — — — — — — — — 

530207 7.8 — — — 89 89 88 91 — — — — — — — — — — — — 

530208 7.8 — — — 85 85 84 86 — — — — — — — — — — — — 

530209 7.8 — — — 103 106 101 103 — — — — — — — — — — — — 

530210 7.8 — — — 67 62 64 61 — — — — — — — — — — — — 

530211 7.8 — — — 89 87 89 85 — — — — — — — — — — — — 

530212 7.8 — — — 68 69 66 67 — — — — — — — — — — — — 

—No data. 

† = measured the following morning. 

†† = measured the previous afternoon/evening. 

BD = before dawn; AD = after dawn; MA = midafternoon; AS = after sunset. 
406

Table 67 through Table 69 quantify sectionwide ALR for the right wheel path in several ways. 

Similar to overall roughness, the extent and severity of ALR is heavily influenced by curl and 

warp. However, the values in Table 67 through Table 69 do not directly correlate to the overall 

roughness values provided in Table 66 because the roughness threshold determines which 

features affect the extent, severity, and presence of ALR. In many cases, ALRs appear at a small 

number of rough features. As such, interactions with changes in curl and warp only depend on 

the behavior of a few slabs.

Table 67 lists the total ALR length (in feet) for each visit for a base length of 25 ft and a 

roughness threshold of 125 inches/mi. These values are the average sectionwide ALR length for 

five visits from each series. Several test sections have no ALR when the threshold value is set at 

125 inches/mi and the corresponding table entry is zero. In most cases, these are the sections 

with the lowest overall IRI values. For example, no visit with average IRI less than

64.7 inches/mi produced any ALR. Every visit with average IRI greater than 80.2 inches/mi 

produced at least one ALR. 

Any series with an average overall IRI above roughness threshold has a commensurately high 

total ALR length. The lowest total ALR length for a series with an average IRI of 125 inches/mi 

or above is 123 ft. 
407

Table 68 lists the total ALR length (in feet) for each visit for a base length of 25 ft and a 

roughness threshold of 160 inches/mi. Results are provided for a higher threshold to show the 

change in ALR as threshold rises. For some sections with a longer service history, a threshold of 

160 inches/mi may be more appropriate. Other sections simply have high roughness. Of the 736 

series of runs quantified in Table 67 and Table 68, 152 had at least one ALR for a threshold of 

125 inches/mi but none for a threshold of 160 inches/mi.
408

Table 67. Total ALR length of the right wheel path at 125-inch/mi threshold.

Section

Age 

(years)

S1, 

BD

S1, 

AD

S1, 

MA

S2, 

BD

S2, 

AD

S2, 

MA

S2, 

AS

S3, 

BD

S3, 

AD

S3, 

MA

S3, 

AS

S4, 

BD

S4, 

AD

S4, 

MA

S4, 

AS

S5, 

BD

S5, 

AD

S5, 

MA

S5, 

AS

040213 9.9 — — — 415 334 251 339 323 212 184 293 294 163 139 252 380 400 208 284

040214 9.9 — — — 26 45 47 29 36 54 66 53 61 103 84 55 34 46 67 42

040215 9.9 — — — 329 280 161 244 334 271 219 299 310 199 123 219 341 335 221 279

040216 9.9 — — — 47 49 48 49 62 61 53 61 55 60 63 54 59 58 61 54

040217 9.9 — — — 35 10 0 16 17 18 0 4 19 2 0 13 93 31 17 35

040218 9.9 — — — 0 0 0 0 1 0 0 0 0 0 0 0 5 1 0 0

040219 9.9 — — — 300 165 90 232 246 159 97 190 242 91 55 168 384 352 113 277

040220 9.9 — — — 0 0 0 0 6 2 0 0 1 0 0 0 2 2 0 0

040221 9.9 — — — 94 51 29 60 57 33 32 52 56 37 39 48 136 93 27 90

040222 9.9 — — — 1 0 0 0 16 0 0 0 0 0 0 1 64 44 0 1

040223 9.9 — — — 181 75 6 85 116 65 22 71 121 15 6 65 270 242 14 87

040224 9.9 — — — 1 0 0 0 4 3 0 3 6 0 0 1 1 1 1 0

040262 9.9 — — — 500 498 484 499 499 500 494 498 498 489 483 496 — — — —

063021 29.4 — — — 114 120 140 108 144 130 139 138 142 133 129 123 145 119 137 112

133019 21.6 — — — 173 158 164 184 163 223 202 165 163 161 181 186 142 183 192 112

183002 27.2 — — — — — — — 211 228 203 205 — — — — — — — —

200201 11.1 — — — 119 126 123 130 135 132 145 142 135 129 159 133 131 131 148 133

200202 11.1 — — — 0 0 0 0 10 0 0 1 0 0 0 0 15 2 0 0

200203 11.1 — — — — — — — 43 45 59 53 39 53 91 45 41 34 63 41

200204 11.1 — — — — — — — 92 55 18 52 76 53 8 16 65 84 7 10

200205 11.1 — — — 16 14 63 24 31 58 96 37 46 60 154 66 19 48 117 57

200206 11.1 — — — 74 69 78 87 87 88 110 81 72 91 115 100 92 88 107 94

200207 11.1 — — — 60 65 150 102 58 67 95 77 62 60 126 92 73 65 114 115

200208 11.1 — — — 280 267 240 258 311 292 296 302 305 310 262 298 304 305 263 283

200211 11.1 — — — 22 20 30 20 — — — — 21 22 66 22 22 21 49 21

200212 11.1 — — — 118 113 115 114 126 115 109 121 121 116 120 111 127 119 134 117

273003 18.0 — — — 343 385 465 397 379 402 452 392 433 435 450 442 377 397 467 423

370201 8.9 54 53 53 — — — — — — — — — — — — — — — —

370202 8.9 194 187 122 — — — — — — — — — — — — — — — —

370203 8.9 141 168 141 — — — — — — — — — — — — — — — —

370205 8.9 263 278 274 — — — — — — — — — — — — — — — —
409

370206 8.9 138 132 77 — — — — — — — — — — — — — — — —

370209 8.9 42 38 58 — — — — — — — — — — — — — — — —

370210 8.9 18 15 42 — — — — — — — — — — — — — — — —

370259 8.9 55 68 57 — — — — — — — — — — — — — — — —

390201 7.0 — — — 65 61 56 57 103 85 63 85 126 120 101 113 73 74 71 75

390202 7.0 — — — 111 103 94 95 146 137 109 128 183 182 153 174 122 120 118 120

390203 7.1 — — — — — — — 1 4 0 0 18 14 0 1 0 0 0 0

390204 7.0 — — — 2 1 0 0 26 25 7 19 47 47 23 29 0 0 0 0

390205 7.0 — — — 140 121 115 144 200 175 133 165 161 187 142 169 172 170 161 157

390206 7.0 — — — 133 133 170 136 129 139 127 132 164 145 121 135 141 161 136 189

390207 7.1 — — — — — — — 65 62 86 63 49 56 81 60 101 100 105 113

390208 7.1 — — — — — — — 55 40 36 38 62 47 53 47 61 60 58 71

390209 7.0 — — — 40 39 32 37 38 36 25 37 38 32 36 37 38 40 46 33

390210 7.0 — — — 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0

390211 7.0 — — — 31 32 27 36 38 37 37 36 35 37 33 36 36 45 42 44

390212 7.0 — — — 6 6 7 5 6 7 7 7 0 2 0 0 7 7 6 7

390260 7.0 — — — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

390261 7.0 — — — 16 25 20 21 33 25 22 28 46 42 19 30 27 25 24 23

390262 7.1 — — — — — — — 0 0 0 0 0 0 0 0 0 0 0 0

390263 7.1 — — — — — — — 34 41 34 42 51 41 27 36 34 35 30 29

390265 7.1 — — — — — — — 90 86 76 89 77 78 69 75 59 66 60 63

493011 17.3 — — — 477 445 344 396 459 429 412 451 447 432 394 420 456 456 344 406

530201 7.8 — — — 230 214 233 207 — — — — — — — — — — — —

530202 7.8 — — — 8 9 11 7 — — — — — — — — — — — —

530204 7.8 — — — 28 25 45 23 — — — — — — — — — — — —

530205 7.8 — — — 61 61 65 73 — — — — — — — — — — — —

530206 7.8 — — — 63 67 62 63 — — — — — — — — — — — —

530207 7.8 — — — 28 27 30 31 — — — — — — — — — — — —

530208 7.8 — — — 23 17 13 27 — — — — — — — — — — — —

530209 7.8 — — — 127 145 108 129 — — — — — — — — — — — —

530210 7.8 — — — 0 0 0 0 — — — — — — — — — — — —

530211 7.8 — — — 30 28 27 24 — — — — — — — — — — — —

530212 7.8 — — — 0 0 0 0 — — — — — — — — — — — —

—No data.

BD = before dawn; AD = after dawn; MA = midafternoon; AS = after sunset.

S1 = May 2003; S2 = Jul–Sep 2003; S3 = Oct–Dec 2003; S4 = Jan–Mar 2004; S5 = Apr–Jun 2004.
410

Table 68. Total ALR length of the right wheel path at 160-inch/mi threshold.

Section

Age 

(years)

S1, 

BD

S1, 

AD

S1, 

MA

S2, 

BD

S2, 

AD

S2, 

MA

S2, 

AS

S3, 

BD

S3, 

AD

S3, 

MA

S3, 

AS

S4, 

BD

S4, 

AD

S4, 

MA

S4, 

AS

S5, 

BD

S5, 

AD

S5, 

MA

S5, 

AS

040213 9.9 — — — 178 103 33 96 94 35 17 80 57 47 26 59 151 159 42 85

040214 9.9 — — — 2 13 20 3 10 20 23 14 16 32 19 11 0 15 10 1

040215 9.9 — — — 66 43 22 35 91 59 27 52 60 33 10 23 89 92 50 46

040216 9.9 — — — 4 1 5 3 0 0 3 6 7 7 8 4 1 1 5 1

040217 9.9 — — — 0 0 0 0 1 2 0 0 0 0 0 0 0 2 1 0

040218 9.9 — — — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

040219 9.9 — — — 68 31 10 42 52 36 15 47 44 17 2 28 160 111 16 70

040220 9.9 — — — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

040221 9.9 — — — 30 29 6 24 17 13 9 30 32 17 18 20 45 22 6 43

040222 9.9 — — — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

040223 9.9 — — — 2 0 0 0 0 0 0 0 1 0 0 0 18 10 0 1

040224 9.9 — — — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

040262 9.9 — — — 472 428 349 467 462 456 416 449 448 362 324 423 — — — —

063021 29.4 — — — 20 42 39 40 35 20 26 27 37 20 26 23 32 20 38 25

133019 21.6 — — — 73 43 63 72 62 110 75 54 49 37 63 65 26 71 60 9

183002 27.2 — — — — — — — 145 151 126 140 — — — — — — — —

200201 11.1 — — — 78 82 78 87 101 89 101 102 96 85 103 91 93 90 108 97

200202 11.1 — — — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

200203 11.1 — — — — — — — 0 0 0 0 0 0 2 0 0 0 0 0

200204 11.1 — — — — — — — 2 0 0 0 0 0 0 0 0 0 0 0

200205 11.1 — — — 0 0 3 1 0 3 8 1 17 21 38 24 0 22 37 1

200206 11.1 — — — 41 35 43 46 43 48 51 37 36 43 53 49 44 40 54 47

200207 11.1 — — — 26 26 28 26 26 26 27 27 26 26 28 26 26 26 26 26

200208 11.1 — — — 80 74 73 80 97 76 90 101 94 82 75 85 92 86 73 79

200211 11.1 — — — 16 17 18 17 — — — — 17 17 18 18 16 17 18 16

200212 11.1 — — — 71 66 55 63 84 72 60 68 70 67 58 61 79 80 66 62

273003 18.0 — — — 155 208 372 230 191 226 327 215 263 276 317 289 189 223 344 282

370201 8.9 0 0 0 — — — — — — — — — — — — — — — —

370202 8.9 19 15 10 — — — — — — — — — — — — — — — —

370203 8.9 32 47 33 — — — — — — — — — — — — — — — —

370205 8.9 61 85 75 — — — — — — — — — — — — — — — —
411

370206 8.9 27 30 16 — — — — — — — — — — — — — — — —

370209 8.9 0 0 0 — — — — — — — — — — — — — — — —

370210 8.9 0 0 0 — — — — — — — — — — — — — — — —

370259 8.9 5 10 4 — — — — — — — — — — — — — — — —

390201 7.0 — — — 47 48 48 47 49 50 50 48 48 48 48 48 49 49 49 50

390202 7.0 — — — 48 43 43 39 65 61 51 56 97 93 75 94 61 58 58 56

390203 7.1 — — — — — — — 0 0 0 0 0 0 0 0 0 0 0 0

390204 7.0 — — — 0 0 0 0 0 0 0 0 3 7 0 0 0 0 0 0

390205 7.0 — — — 55 41 42 65 75 63 47 67 66 75 61 65 72 59 56 65

390206 7.0 — — — 5 11 22 16 9 23 22 21 32 13 10 24 20 49 20 52

390207 7.1 — — — — — — — 20 20 24 21 7 8 16 9 34 34 36 47

390208 7.1 — — — — — — — 4 5 10 4 6 6 2 4 13 15 10 15

390209 7.0 — — — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

390210 7.0 — — — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

390211 7.0 — — — 5 1 0 4 7 5 0 2 7 5 2 7 1 0 0 1

390212 7.0 — — — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

390260 7.0 — — — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

390261 7.0 — — — 5 5 3 4 5 5 3 4 9 9 6 7 6 5 6 5

390262 7.1 — — — — — — — 0 0 0 0 0 0 0 0 0 0 0 0

390263 7.1 — — — — — — — 0 10 3 8 5 2 1 2 2 1 0 0

390265 7.1 — — — — — — — 28 26 24 28 21 22 14 17 6 7 9 6

493011 17.3 — — — 319 246 147 199 282 227 207 262 265 253 164 220 271 263 137 206

530201 7.8 — — — 29 31 36 27 — — — — — — — — — — — —

530202 7.8 — — — 0 0 0 0 — — — — — — — — — — — —

530204 7.8 — — — 0 0 0 0 — — — — — — — — — — — —

530205 7.8 — — — 12 3 15 15 — — — — — — — — — — — —

530206 7.8 — — — 13 11 8 10 — — — — — — — — — — — —

530207 7.8 — — — 0 0 0 0 — — — — — — — — — — — —

530208 7.8 — — — 0 0 0 0 — — — — — — — — — — — —

530209 7.8 — — — 11 39 6 29 — — — — — — — — — — — —

530210 7.8 — — — 0 0 0 0 — — — — — — — — — — — —

530211 7.8 — — — 1 0 0 0 — — — — — — — — — — — —

530212 7.8 — — — 0 0 0 0 — — — — — — — — — — — —

—No data.

BD = before dawn; AD = after dawn; MA = midafternoon; AS = after sunset.

S1 = May 2003; S2 = Jul–Sep 2003; S3 = Oct–Dec 2003; S4 = Jan–Mar 2004; S5 = Apr–Jun 2004.
412

Table 69. Average ER of right wheel path at 125-inch/mi threshold.

Section

Age 

(years)

S1, 

BD

S1, 

AD

S1, 

MA

S2, 

BD

S2, 

AD

S2, 

MA

S2, 

AS

S3, 

BD

S3, 

AD

S3, 

MA

S3, 

AS

S4, 

BD

S4, 

AD

S4, 

MA

S4, 

AS

S5, 

BD

S5, 

AD

S5, 

MA

S5, 

AS

040213 9.9 — — — 29.1 20.4 10.1 18.4 22.0 8.4 6.8 16.3 12.9 10.1 6.0 14.2 22.8 27.7 9.1 18.9

040214 9.9 — — — 1.2 2.2 2.6 1.0 1.8 2.8 3.4 2.4 2.6 5.7 3.4 2.2 1.1 2.2 2.5 1.2

040215 9.9 — — — 15.3 11.2 5.3 9.0 17.3 11.8 7.5 12.7 13.8 7.1 3.5 7.4 17.7 17.2 9.3 10.9

040216 9.9 — — — 1.3 1.3 1.5 1.3 1.1 1.0 1.5 1.8 1.8 1.8 2.2 1.5 1.5 1.3 1.5 1.2

040217 9.9 — — — 0.5 0.1 0.0 0.2 0.4 0.6 0.0 0.0 0.4 0.0 0.0 0.2 2.3 0.8 0.6 0.7

040218 9.9 — — — 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

040219 9.9 — — — 14.6 6.3 2.7 9.4 10.9 6.9 3.1 8.7 9.9 3.4 1.8 6.4 26.3 19.7 4.1 13.7

040220 9.9 — — — 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

040221 9.9 — — — 5.6 4.2 1.3 3.8 3.4 1.8 1.9 4.6 5.3 2.7 2.6 3.3 8.9 4.8 1.1 7.9

040222 9.9 — — — 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.7 0.0 0.0

040223 9.9 — — — 4.3 1.5 0.0 1.6 2.6 1.2 0.3 1.6 2.9 0.1 0.0 1.2 8.5 7.2 0.1 1.8

040224 9.9 — — — 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0

040262 9.9 — — — 76.9 63.6 46.7 72.3 73.5 68.4 61.7 69.1 70.1 50.7 44.9 63.3 — — — —

063021 29.4 — — — 4.9 7.0 7.2 6.3 6.7 5.3 5.8 5.6 6.9 5.2 5.9 5.0 6.5 4.6 6.9 5.1

133019 21.6 — — — 11.2 8.1 10.0 11.5 9.6 16.3 12.2 9.3 8.5 7.7 10.0 10.4 6.1 11.0 10.5 4.1

183002 27.2 — — — — — — — 27.6 26.4 21.8 27.5 — — — — — — — —

200201 11.1 — — — 45.0 45.3 48.0 40.6 32.1 31.1 34.4 32.1 33.8 31.9 35.5 33.8 31.2 31.4 33.6 31.5

200202 11.1 — — — 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0

200203 11.1 — — — — — — — 0.8 1.0 1.5 1.3 0.8 1.2 2.4 1.0 0.8 0.6 1.5 0.9

200204 11.1 — — — — — — — 2.1 0.9 0.1 0.7 1.5 0.7 0.1 0.1 1.4 1.7 0.0 0.1

200205 11.1 — — — 0.5 0.3 1.7 0.6 0.7 1.5 3.1 0.8 2.3 3.0 7.5 3.4 0.5 3.5 9.8 1.1

200206 11.1 — — — 5.1 4.6 5.7 5.7 6.3 6.7 8.3 5.4 4.8 6.1 8.7 6.9 6.8 6.2 7.9 6.4

200207 11.1 — — — 5.4 5.7 9.4 6.7 5.6 5.7 7.4 6.6 5.7 5.7 8.0 6.4 5.9 5.7 7.3 7.0

200208 11.1 — — — 13.9 12.6 12.7 13.9 16.8 13.9 16.4 16.8 16.0 14.7 13.5 14.8 16.4 15.5 13.4 13.5

200211 11.1 — — — 1.9 2.0 2.8 2.2 — — — — 2.2 2.5 3.6 2.6 2.2 2.4 3.2 2.4

200212 11.1 — — — 15.2 14.3 12.1 13.3 16.9 14.9 13.7 14.6 15.8 14.4 13.3 14.0 16.3 15.9 14.8 14.3

273003 18.0 — — — 29.3 34.8 60.3 38.1 33.0 37.8 53.5 35.2 43.4 44.8 50.8 48.1 33.9 38.4 55.8 47.1

370201 8.9 1.1 1.2 1.3 — — — — — — — — — — — — — — — —

370202 8.9 5.9 6.1 3.7 — — — — — — — — — — — — — — — —

370203 8.9 6.3 7.8 5.9 — — — — — — — — — — — — — — — —

370205 8.9 13.0 16.1 15.4 — — — — — — — — — — — — — — — —
413

370206 8.9 5.3 5.8 3.3 — — — — — — — — — — — — — — — —

370209 8.9 0.8 0.5 1.0 — — — — — — — — — — — — — — — —

370210 8.9 0.3 0.2 0.8 — — — — — — — — — — — — — — — —

370259 8.9 1.7 2.6 1.7 — — — — — — — — — — — — — — — —

390201 7.0 — — — 8.8 9.1 9.8 9.2 9.5 9.4 9.5 9.3 10.0 9.5 9.4 9.6 10.6 10.9 10.7 11.2

390202 7.0 — — — 7.3 6.8 6.1 6.0 10.2 9.2 7.5 8.3 13.8 13.9 10.9 13.7 8.8 8.3 8.3 8.4

390203 7.1 — — — — — — — 0.0 0.0 0.0 0.0 0.4 0.1 0.0 0.0 0.0 0.0 0.0 0.0

390204 7.0 — — — 0.0 0.0 0.0 0.0 0.5 0.5 0.1 0.3 1.4 1.9 0.4 0.8 0.0 0.0 0.0 0.0

390205 7.0 — — — 8.6 7.1 7.2 10.0 13.8 11.6 9.4 11.7 10.6 12.9 10.4 11.1 11.4 9.7 9.8 10.3

390206 7.0 — — — 4.0 5.5 10.9 7.5 5.4 6.3 6.5 7.8 8.9 5.2 4.2 6.9 5.8 17.5 5.2 10.2

390207 7.1 — — — — — — — 2.8 2.9 4.4 3.1 1.8 2.1 3.2 2.4 5.9 5.9 6.3 7.8

390208 7.1 — — — — — — — 1.8 1.4 2.1 1.4 2.1 1.7 1.7 1.6 2.4 2.4 2.2 2.8

390209 7.0 — — — 1.1 0.8 0.6 0.7 0.7 0.7 0.4 0.8 0.9 0.6 0.9 0.9 0.8 0.9 1.1 0.7

390210 7.0 — — — 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

390211 7.0 — — — 1.1 1.0 0.5 1.3 1.6 1.5 1.0 1.2 1.6 1.6 1.1 1.5 0.8 1.3 1.2 1.2

390212 7.0 — — — 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.2 0.2 0.1 0.2

390260 7.0 — — — 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

390261 7.0 — — — 0.7 1.0 0.7 0.8 1.1 0.9 0.9 0.9 1.4 1.4 0.8 1.1 0.9 0.9 0.9 0.8

390262 7.1 — — — — — — — 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

390263 7.1 — — — — — — — 0.9 2.0 1.1 1.7 1.6 1.0 0.6 1.0 1.0 0.9 0.7 0.4

390265 7.1 — — — — — — — 4.7 4.5 4.0 4.7 3.9 4.1 3.2 3.7 2.4 2.5 2.6 2.5

493011 17.3 — — — 50.4 39.3 23.9 31.5 39.9 36.9 34.2 39.2 39.9 36.9 27.2 32.5 43.6 41.6 23.6 32.6

530201 7.8 — — — 8.6 8.4 9.5 7.7 — — — — — — — — — — — —

530202 7.8 — — — 0.1 0.1 0.1 0.1 — — — — — — — — — — — —

530204 7.8 — — — 0.4 0.3 0.8 0.3 — — — — — — — — — — — —

530205 7.8 — — — 2.6 1.3 3.0 3.1 — — — — — — — — — — — —

530206 7.8 — — — 2.8 2.6 2.2 2.4 — — — — — — — — — — — —

530207 7.8 — — — 0.7 0.6 0.8 0.8 — — — — — — — — — — — —

530208 7.8 — — — 0.3 0.2 0.1 0.5 — — — — — — — — — — — —

530209 7.8 — — — 3.9 7.4 2.7 5.9 — — — — — — — — — — — —

530210 7.8 — — — 0.0 0.0 0.0 0.0 — — — — — — — — — — — —

530211 7.8 — — — 0.7 0.4 0.3 0.3 — — — — — — — — — — — —

530212 7.8 — — — 0.0 0.0 0.0 0.0 — — — — — — — — — — — —

—No data.

BD = before dawn; AD = after dawn; MA = midafternoon; AS = after sunset.

S1 = May 2003; S2 = Jul–Sep 2003; S3 = Oct–Dec 2003; S4 = Jan–Mar 2004; S5 = Apr–Jun 2004.
414

Figure 374 through Figure 379 provide graphical examples of short-term changes in total ALR 

length. Figure 374 shows the total ALR length for the right wheel path in each visit to section 

040223 using a base length of 25 ft and a roughness threshold of 125 inches/mi. The 

measurements included a diurnal cycle within each seasonal set of visits. ALR length was largest 

in the predawn visit and lowest for the midafternoon visit in each season. The highest total ALR 

length for a midafternoon visit was 22 ft, and the lowest ALR length for a predawn visit was 

116 ft.

The slabs within section 040223 were curled upward. Slab curl was typically the most severe at 

night and less severe at midday. Changes in slab curl account for the large range on overall IRI 

values of 87–125 inches/mi and the large range in overall ALR length of 6–270 ft for a 

roughness threshold of 125 inches/mi. Table 67 and Table 68 show several sections that 

exhibited similar behavior because of diurnal changes in upward curl. 

Source: FHWA.

Figure 374. Graph. Total ALR length of section 040223 for the right wheel path.

Figure 375 compares ALR behavior of the midafternoon visit on 02-Jun-2004 to the predawn 

visit on the following day. The figure shows the total ALR length from the right wheel path 

versus roughness threshold for one pass from each visit using a base length of 25 ft. Both traces 

have the same shape but are offset from each other by approximately 30 inches/mi. On section

040223, the increase in upward curl at night increased the roughness by about 30 inches/mi 

throughout its length. The increase in upward curl did not introduce localized roughness; rather, 

it exacerbated the existing localized roughness within the section. 

Figure 376 shows the total ALR length for the right wheel path in each visit to section 200202 

using a base length of 25 ft and a roughness threshold of 100 inches/mi. Similar to section 

040223, section 200202 exhibited diurnal changes in roughness due to changes in the severity of 

upward curl. The overall IRI for the right wheel path had a minimum value of 52 inches/mi for 

the midday visit on 04-Sep-2003. The IRI for the right wheel path for the predawn visit on 
415

20-Apr-2004 was 78 inches/mi, a 50-percent increase. A noteworthy feature of the data in Figure 

376 is the contrast between more than 80 ft of total ALR length for two of the visits and the 

absence or near absence of ALR in four others. 

Source: FHWA.

Figure 375. Graph. Cumulative ALR length of section 040223 for the right wheel path.

Source: FHWA.

Figure 376. Graph. Total ALR length of section 200202 for the right wheel path.

Figure 377 shows the total ALR length for the right wheel path in each visit to section 200205

using a base length of 25 ft and a roughness threshold of 125 inches/mi. Slabs within this section 

were curled downward. Within each seasonal group, total ALR length and overall IRI were the 

highest for the midafternoon visit and lowest for visits prior to 10:00 a.m.
416

Figure 377 includes evidence of potential seasonal changes in ALR length. By seasonal group, 

September 2003 measurements had the lowest ALR length and March 2004 measurements had 

the highest. Higher temperatures or greater moisture under the slabs in autumn and lower 

temperatures or lower moisture under the slabs in the spring may explain the difference. 

However, the true seasonal change is difficult to distinguish from diurnal effects. 

Source: FHWA.

Figure 377. Graph. Total ALR length of section 200205 for the right wheel path.

Figure 378 shows the total ALR length for the right wheel path in each visit to section 390204 

using a base length of 25 ft and a roughness threshold of 125 inches/mi. In the portions of the test 

section that account for most of the ALR, slabs were curled upward. Figure 378 shows ALR 

length was largest in autumn and winter. Within those seasonal groups, ALR length was largest 

in the predawn visits and after-dawn visits prior to 10:00 a.m. ALR length was much smaller (or 

zero) in summer and autumn. 

Figure 379 compares ALR behavior of the predawn visit on 25-Jan-2004 to the predawn visit on 

16-Jun-2004. The figure shows the total ALR length from the right wheel path versus roughness 

threshold for one pass from each visit using a base length of 25 ft. The change of roughness 

threshold associated with a given ALR length did not appear as a uniform shift in the traces 

shown in Figure 375. Instead, a greater range of roughness existed throughout the section for the 

profile measured in January 2004. The tail of the total ALR length distribution at high roughness 

values corresponds to the most severe ALRs. 

The increase in overall roughness and ALR in winter is caused by an increase in upward slab 

curl. However, the change was not uniform throughout the section. The difference in upward curl 

in January 2004 appeared as severe uplift at specific joints within the last 200 ft of the section

when compared to profiles collected in June 2004. The slab curl and the resulting roughness 

changed less in the first 300 ft of the section, and the severity of the downward fault shown in 

Figure 358 did not change.
417

Source: FHWA.

Figure 378. Graph. Total ALR length of section 390204 for the right wheel path.

Source: FHWA.

Figure 379. Graph. Cumulative ALR length of section 390204 for the right wheel path.

The examples in this section address short-term changes in total ALR length. On most test 

sections, short-term changes in ER follow the same qualitative trends as total ALR length. 

However, the quantitative changes in ER are typically larger in terms of percentage.

Table 69 lists the average ER in the right wheel path for the five repeat passes selected from each 

diurnal and seasonal series. These values correspond to a base length of 25 ft and a roughness 

threshold of 125 inches/mi.
418

LONG-TERM CHANGES

This research examined long-term changes in ALRs for 78 LTPP SPS-2 test sections and 5 LTPP 

GPS-3 test sections. Data were collected for the LTPP program as described in appendix B. 

Profile data were collected approximately once per year since the open to traffic date at the 

SPS-2 sites. GPS-3 sections were monitored in at least 12 and at most 39 visits since 1989. Three 

GPS-3 sections and three SPS-2 sections were in the LTPP SMP. Profile data were collected 

over some seasonal cycles and at various times of day at SMP sections. In addition, data were 

collected at various times during a 24-hour cycle at each SPS-2 site in 2014. 

No common long-term trend in ALR length or severity emerged among the 83 test sections. 

However, when researchers examined the test sections using a base length of 25 ft and roughness 

thresholds of 125 inches/mi and 160 inches/mi, most test sections exhibited one or more of the 

following behaviors: 

• Little or no ALR: In many cases where overall IRI remained low relative to the 

roughness threshold throughout the monitoring period, little or no ALR appeared.

• Stable ARL: Several test sections included a similar length of ALR throughout the 

monitoring history. ALRs typically appeared as a discrete, persistent set of rough profile 

features on these sections. In some cases, the severity of each ALR was also consistent 

over time. 

• ALR growth with age: Several test sections included little or no ALR in the earliest 

monitoring visits, but ALR length and severity increased as distress and other sources of 

roughness increased over time.

• Confounded ALR growth: On some test sections, ALR length and severity increased over 

time. However, the trend was confounded by seasonal and diurnal fluctuations in curl and 

warp.

This section presents ALR length, severity, and locations over the monitoring history for eight 

test sections. These sections represent typical long-term trends for test sections that included 

ALR for threshold values of 125 inches/mi or higher. For each example, three graphs are 

provided:

• Bar charts, total ALR length: These figures show the total length for all ALR within the 

test section at the date and time of each measurement visit. Values of length are the 

average for the (typically five) repeat profile measurements from each visit. 

• Bar charts, ALR severity: These figures show the ER within the test section at the date 

and time of each measurement visit. Values of ER are the average for the (typically five) 

repeat profile measurements from each visit. ER is the contribution to the overall IRI of 

all roughness above the threshold within the roughness profile.

• ALR map: These figures show the range of ALR for each profile-measurement pass. 

ALRs are marked with a line over the corresponding range, and no markings appear in 

ranges without localized roughness. Passes are grouped by profile-measurement visit to 

compare the locations of ALR borders between repeat passes. 

All three graphs display the dependent variable (length, severity, or locations) along a horizontal 

axis. Measurement visits are stacked vertically and are arranged in order of occurrence with the 
419

earliest visit at the top. The interval between visits is not consistent for the eight test sections. In 

some cases, visits are a year or more apart. In others, up to four monitoring visits occurred in one 

year or over one 24-hour cycle.

Figure 380 through Figure 382 characterize the long-term trend in ALR for the right wheel path 

of section 040223 using a base length of 25 ft and a roughness threshold of 125 inches/mi. ALR 

length and ER increase over time. Both quantities are higher in the final monitoring visits than in 

the earliest monitoring visits. However, diurnal changes in slab curl cause greater variation in 

roughness than long-term changes. 

The largest observations of ALR length and ER occurred between midnight and 3:00 a.m. on 

13-Aug-2006 and 20-Sep-2008. This was when upward curl had the highest magnitude, which 

increased the average roughness to values near the threshold (Figure 380). Many of the ALR are 

not localized because their peak values did not exceed the average roughness for the section by 

more than 40 percent. As a result, ALR length stands out relative to other visits more so than ER

because peak value at each ALR is not extreme compared to the average.

Four visits starting on 06-Feb-2014 demonstrate diurnal changes in ALR on section 040223 

linked to upward slab curl. The roughness, ALR length, and ER were highest at night and early 

morning when the pavement surface was coolest and lower in the early afternoon and 

midafternoon when the pavement surface was warm.
420

Source: FHWA.

Figure 380. Graph. ALR map of section 040223 for the right wheel path.
421

Source: FHWA.

Figure 381. Graph. Total ALR length of section 040223 for the right wheel path.

Source: FHWA.

Figure 382. Graph. ER of section 040223 for the right wheel path.
422

Figure 383 through Figure 385 characterize the long-term trend in ALR for the right wheel path 

of section 370202 using a base length of 25 ft and a roughness threshold of 125 inches/mi. ALR 

length and ER may have undergone a modest long-term increase. However, cyclic changes in 

roughness caused by slab curl and warp obscure the long-term trend.

Monitoring visits to section 370202 include measurements in five consecutive seasons starting in 

October 1997. In the first four seasons, all profile measurements were collected between 

10:30 a.m. and 3:15 p.m. For these visits, the average level of slab curl was neutral (PSG near 

zero) and the overall roughness in the right wheel path only varied from 81.9 to 83.0 inches/mi. 

(The range of age from 3.27 to 4.06 years is detailed in Figure 207 and Table 71.) In November 

1998, profile measurements began at 8:45 a.m. For this visit, most of the slabs were curled 

upward. The ALR length and ER were much greater for this visit, and the overall roughness 

increased to 110.9 inches/mi in the right wheel path. Similar onset of upward curl and 

commensurate increases in roughness were observed for measurements at about 9:00 a.m. on 

14-Jul-2001 and 11-Oct-2001.
423

Source: FHWA.

Figure 383. Graph. ALR map of section 370202 for the right wheel path.
424

Source: FHWA.

Figure 384. Graph. Total ALR length of section 370202 for the right wheel path.

Source: FHWA.

Figure 385. Graph. ER of section 370202 for the right wheel path.

Figure 386 through Figure 388 characterize the long-term trend in ALR for the right wheel path 

of section 370208 using a base length of 25 ft and a roughness threshold of 160 inches/mi. ALRs 

appeared in three specific locations in the earliest visits and remained throughout the monitoring 

history. Four additional ALRs appeared as the pavement aged. No distress was recorded at the 
425

locations of these ALRs, and the specific sources of roughness were difficult to discern by 

viewing the profiles. 

Section 370208 provides another example of seasonal and diurnal changes in slab curl making 

the long-term trend in ALR difficult to identify. Plots for this section were provided because the 

monitoring history includes two pairs of visits from the same day (28-Feb-1996 and 

17-May-2001), measurements over a 24-hour cycle (starting 24-Jun-2014), and multiple visits 

per year from 2000 through 2003. 

The slabs within section 370208 exhibit a modest level of upward curl. In early morning or late 

evening visits, the length and severity of ALR increased because of an increase in the prevailing 

levels of upward curl. The increase in upward curl did not introduce new ALR, but it increased 

the range and severity of the existing ALR.

Source: FHWA.

Figure 386. Graph. ALR map of section 370208 for the right wheel path.
426

Source: FHWA.

Figure 387. Graph. Total ALR length of section 370208 for the right wheel path.
427

Source: FHWA.

Figure 388. Graph. ER of section 370208 for the right wheel path.

Figure 389 through Figure 391 characterize the long-term trend in ALR for the right wheel path 

of section 200201 using a base length of 25 ft and a roughness threshold of 125 inches/mi. Three 

ALRs exist within this section early in its life. Inspection of the profiles showed that ALRs were 

caused by a slope break between an area of decreasing elevation and a flat area at 170 ft, two 

narrow bumps in the range from 285 to 300 ft, and a slope break between an area of decreasing 

elevation and a flat area at 430 ft.

ALR length and ER increased unsteadily throughout the life of section 200201. Two distressed 

slabs with faulting caused ALRs in the last 50 ft of the section. Slabs in this area were replaced 

in 1995. Replacement slabs were not flush with the surrounding pavement and cracked 

transversely. The replacement slabs grew progressively rough until they were replaced in 

June 2002. (Note the corresponding growth and subsequent reduction in ER in Figure 391.) 
428

The new replacement slabs also caused ALRs. Later in the monitoring history of section 200201, 

ALRs appear in the right wheel path at distressed joints and at the locations of the joint-repair 

patches used to address the distress.

Most slabs within section 200201 were curled downward during monitoring visits starting at 

7.55 years of age, which caused an increase in ALR length for the midafternoon visits on 

06-May-2014 and 05-May-2014 relative to the early morning visits on 06-May-2014. The 

change in ER for the same visit was proportionately smaller than the change in ALR length 

because the increased downward curl during the midafternoon visits caused additional ALRs to 

appear with roughness slightly above the 125-inch/mi threshold.
429

Source: FHWA.

Figure 389. Graph. ALR map of section 200201 for the right wheel path.
430

Source: FHWA.

Figure 390. Graph. Total ALR length of section 200201 for the right wheel path.

Source: FHWA.

Figure 391. Graph. ER of section 200201 for the right wheel path.
431

Figure 392 through Figure 394 characterize the long-term trend in ALR for the right wheel path 

of section 200205 using a base length of 25 ft and a roughness threshold of 125 inches/mi. This 

section included very little localized roughness early in its life, a somewhat steady increase over 

the first 12 years, then a more rapid increase after the first 12 years. A single slab with an 

elevation above the surrounding profile caused the largest ALR in the first 10 years of the history 

of section 200205. 

A long-term increase in downward slab curl contributed to an increase in ALR in the second half 

of the monitoring history of section 200205. Distress at several joints and roughness at jointrepair patches placed in 2008, 2010, 2011, and 2014 contributed to an increase in ALR, 

including severe localized roughness in the right wheel path at a joint at 238 ft. Joint distress and 

joint-repair patches contributed to ER more than downward curl.
432

Source: FHWA.

Figure 392. Graph. ALR map of section 200205 for right wheel path.
433

Source: FHWA.

Figure 393. Graph. Total ALR length of section 200205 for the right wheel path.

Source: FHWA.

Figure 394. Graph. ER of section 200205 for the right wheel path.
434

Figure 395 through Figure 397 characterize the long-term trend in ALR for the right wheel path 

of section 390209 using a base length of 25 ft and a roughness threshold of 125 inches/mi. This 

section included no ALR in the first monitoring visit and a modest increase in ALR length and 

ER in the first 10 years. The two ALRs in the first 10 years appeared in the presence of longwavelength roughness (i.e., long dips that include areas with rapid changes in slope). However, 

the roughness in these locations did not violate the 125-inch/mi threshold until short-wavelength 

roughness (i.e., faulting at joints and midslab cracks) appears. Roughness at distressed joints, 

faulted midslab cracks, and joint-repair patches caused the large increase in ALR length and ER 

starting at an age of 11.81 years.
435

Source: FHWA.

Figure 395. Graph. ALR map of section 390209 for the right wheel path.
436

Source: FHWA.

Figure 396. Graph. Total ALR length of section 390209 for the right wheel path.

Source: FHWA.

Figure 397. Graph. ER of section 390209 for the right wheel path.

Figure 398 through Figure 400 characterize the long-term trend in ALR for the right wheel path 

of section 200209 using a base length of 25 ft and a roughness threshold of 125 inches/mi. Two 

ALRs of low severity appeared in this section throughout its monitoring history. Each ALR 

appeared at the trailing end of a slab with a larger level of downward curl than the surrounding 

slabs. Researchers are not clear if structural behavior and environmental conditions caused the 

downward curling at these slabs or if construction defects caused roughness to appear in the 

shape of downward curling in these locations.
437

Source: FHWA.

Figure 398. Graph. ALR map of section 200209 for the right wheel path.
438

Source: FHWA.

Figure 399. Graph. Total ALR length of section 200209 for the right wheel path.

Source: FHWA.

Figure 400. Graph. ER of section 200209 for the right wheel path.
439

Figure 401 through Figure 403 characterize the long-term trend in ALRs for the right wheel path 

of section 370260 using a base length of 25 ft and a roughness threshold of 125 inches/mi. Two 

ALRs appeared early in the life of this section with length and severity that remained stable 

throughout the monitoring period. A narrow dip at 6 ft caused the ALR at the start of the section. 

This dip was not severe, and the peak value of the roughness profile was typically 130 to 

135 inches/mi. A bump that is more than 0.25 inches high from 310 to 318 ft from the start of the 

section caused the other ALR. This feature consistently caused peaks in the roughness profile 

above 200 inches/mi, and it contributed heavily to ER as a result.

Source: FHWA.

Figure 401. Graph. ALR map of section 370260 for the right wheel path.

Two ALRs appear early in the life of this section that increase in length and severity over the 

first 8 years, then remain stable for the rest of the monitoring period. The specific source of 

roughness from 170 to 230 ft is less clear although distress surveys show transverse cracks and 

joint distress. One ALR appears starting 4.35 years into the life of this section and remains 
440

throughout the rest of the monitoring period. Roughness at this feature, however, is barely 

enough to violate the 125-inch/mi threshold.

Source: FHWA.

Figure 402. Graph. Total ALR length of section 370260 for the right wheel path.
441

Source: FHWA. 

Figure 403. Graph. ER of section 370260 for the right wheel path.

ALR REPEATABILITY 

This section presents examples of ALR repeatability using profile measurements collected for 

the LTPP program. For most profile-monitoring visits, five repeat passes were selected for 

analysis from a larger set based on agreement in profile features that affect the IRI. Profiles from 

a specific section were aligned longitudinally over the monitoring history. The alignment process 

included longitudinal offset adjustment and application of a scale factor to the longitudinal 

distance interval to improve alignment over the entire length of the section. As such, 

disagreement within a set of repeat profile measurements corresponds to vertical measurement 

variations. 

Table 70 through 
442

Table 77 present relevant summary statistics for the eight sample sections discussed in the LongTerm Changes section. Repeatability is examined for total ALR length, ER, and ALR placement. 

The tables list the average IRI, average ALR length, and average ER for each profilemeasurement visit. The tables also list the SD of each quantity. The values in the tables are based 

on five passes per visit except for some visits in 2014 collected for the study of diurnal changes. 

ALR length and ER vary more than overall IRI relative to their average values (i.e., the SD of 

ALR length and ER is greater relative to their average values than overall IRI), which is 

particularly true when the length and severity of ALR is low or when ALRs appear in some 

repeat passes. Variations in ALR length and ER are consistent with the observation by Sayers 

that when using a short base length, the detail within a roughness profile is more difficult to 

reproduce than the overall IRI.(106)

Table 70 through 
443

Table 77 list the ALR length common to all repeat passes within a given visit. The common 

length is the ALR length within a test section in which ALR was registered in every pass. 

Table 70 lists a value of 0.0 ft for the first visit to section 040223. The ALR map in Figure 

380 shows that ALR appeared approximately 170 ft from the start of the section. However, 

the ALR only appeared in four of the five passes. In contrast, ALR appeared in all five 

passes in the fourth visit, with 8.2 ft of mutual overlap. Figure 380, Figure 383, Figure 386, 

Figure 389, Figure 392, Figure 395, Figure 398, and Figure 401 show ALR maps that 

correspond to the “common ALR length (ft)” columns in Table 70 through 
444

Table 77. Typically, ALR with higher severity (i.e., greater ER) registered ALR length more 

consistently than ALR with peak values barely above the threshold value. 

Table 70. ALR repeatability of section 040223 for the right wheel path at 125 inches/mi.

Date Time Passes

Average 

IRI 

(Inches/mi)

IRI SD 

(Inches/mi)

Average 

ALR 

Length 

(ft)

ALR 

Length 

SD 

(ft)

Common 

ALR

Length 

(ft)

Average 

ER 

(Inches/mi)

ER SD 

(Inches/mi)

25-Jan-1994 06:10 5 81.2 2.8 10.0 5.4 0.0 0.2 0.1

05-Mar-1995 11:21 5 80.1 1.5 10.6 7.5 0.0 0.1 0.1

27-Jan-1997 12:01 5 84.8 1.1 10.0 5.3 1.8 0.1 0.1

04-Dec-1997 11:06 5 88.3 2.0 13.1 2.7 8.2 0.2 0.1

08-Dec-1998 10:28 5 92.1 1.3 16.0 4.0 9.0 0.3 0.1

15-Nov-1999 11:38 5 95.4 1.3 32.2 8.6 8.5 0.4 0.2

30-Nov-2000 13:37 5 94.0 0.8 27.1 5.1 17.7 0.5 0.1

08-Nov-2001 11:38 5 99.5 1.0 46.2 3.1 28.6 0.9 0.1

30-Oct-2002 12:55 5 88.6 0.6 9.7 4.3 0.6 0.1 0.1

04-Feb-2004 13:57 5 85.5 1.1 8.8 6.6 0.0 0.0 0.0

12-Dec-2004 17:28 5 99.1 1.0 36.4 10.8 6.8 0.5 0.2

13-Aug-2006 00:24 5 120.8 1.1 213.2 18.2 153.5 5.9 0.7

13-Dec-2007 12:08 5 96.6 1.9 38.4 7.6 6.6 0.4 0.1

20-Sep-2008 02:27 5 118.9 0.7 198.8 17.0 133.1 5.8 0.5

25-Jan-2010 18:00 5 103.2 1.0 65.2 8.7 22.0 0.9 0.2

08-Dec-2011 21:26 5 110.2 1.2 118.0 15.3 72.1 2.8 0.4

16-Dec-2012 19:46 5 107.6 0.8 105.3 6.8 71.0 2.3 0.1

06-Feb-2014 23:02 5 111.5 0.4 124.8 4.2 92.0 3.0 0.1

07-Feb-2014 08:39 3 111.0 2.0 143.3 12.8 0.0 3.2 0.8

07-Feb-2014 12:48 3 106.0 0.7 79.1 4.3 0.0 1.3 0.2

07-Feb-2014 16:21 3 94.3 1.1 35.3 7.7 0.0 0.7 0.2

14-Nov-2014 01:29 5 105.4 0.9 76.0 6.7 39.2 1.4 0.1

07-Dec-2015 18:23 5 99.3 2.0 41.4 13.6 23.2 0.8 0.2
445

Table 71. ALR repeatability of section 370202 for the right wheel path at 125 inches/mi.

Date Time Passes

Average 

IRI 

(Inches/mi)

IRI SD

(Inches/mi)

Average 

ALR 

Length 

(ft)

ALR 

Length 

SD

(ft)

Common 

ALR 

Length 

(ft)

Average 

ER 

(Inches/mi)

ER SD

(Inches/mi)

30-Mar-1994 10:28 5 85.8 0.7 13.5 2.4 7.1 0.2 0.0

06-Jan-1996 05:46 5 86.3 0.9 8.1 2.3 1.0 0.1 0.0

28-Feb-1996 10:58 5 86.5 1.1 13.1 4.5 5.0 0.2 0.0

07-Oct-1997 13:36 5 84.1 0.8 5.7 0.9 3.4 0.1 0.0

18-Feb-1998 13:57 5 84.5 0.7 5.2 2.5 1.6 0.1 0.0

19-May-1998 10:36 5 83.4 1.1 3.7 3.9 0.0 0.0 0.0

24-Jul-1998 12:02 5 83.5 1.3 4.2 3.5 0.0 0.0 0.0

04-Nov-1998 08:45 5 112.5 1.5 126.2 8.6 78.8 2.4 0.3

10-Nov-1999 23:54 5 97.3 0.9 18.0 3.2 10.7 0.3 0.1

13-Mar-2000 14:02 5 87.3 1.2 10.5 3.6 4.7 0.1 0.0

08-Nov-2000 11:28 5 98.7 1.6 27.7 8.5 10.1 0.3 0.1

14-Jul-2001 09:11 5 111.0 2.5 111.3 17.7 64.6 2.4 0.4

11-Oct-2001 08:45 5 123.1 2.7 219.6 30.4 154.8 6.8 1.4

23-May-2002 11:02 5 98.9 2.5 30.6 10.5 12.2 0.4 0.1

19-Sep-2002 17:48 5 107.9 3.0 97.6 26.9 47.6 1.7 0.7

22-Jan-2003 15:42 5 102.7 2.0 45.2 12.5 17.4 0.6 0.2

01-Jun-2003 11:38 5 93.1 1.4 16.2 4.3 8.6 0.3 0.1

Table 72. ALR repeatability of section 200201 for the right wheel path at 125 inches/mi.

Date Time Passes

Average 

IRI 

(Inches/mi)

IRI SD

(Inches/mi)

Average 

ALR 

Length 

(ft)

ALR 

Length 

SD

(ft)

Common 

ALR 

Length 

(ft)

Average 

ER 

(Inches/mi)

ER SD

(Inches/mi)

14-Aug-1992 13:17 5 86.4 1.3 78.3 6.0 69.4 7.3 0.3

10-Mar-1993 11:05 5 87.0 3.9 70.9 3.1 61.5 5.7 0.7

15-May-1994 10:10 5 78.7 2.0 79.6 4.9 65.5 3.3 0.8

18-Feb-1995 09:12 5 81.3 0.7 86.4 3.4 75.3 5.1 0.5

20-Apr-1996 13:31 5 90.6 1.2 98.7 2.9 87.2 7.4 0.5

03-Mar-1997 11:40 5 89.1 1.5 98.6 3.0 90.8 7.0 0.5

15-May-1998 10:37 5 104.9 1.9 119.0 2.6 112.6 15.9 0.3

15-Mar-1999 08:34 5 105.8 3.3 118.6 3.5 104.6 18.1 1.1

01-Mar-2000 11:25 5 108.2 0.9 116.6 2.7 108.9 18.4 0.7

10-May-2001 14:20 5 132.3 1.9 143.0 3.6 137.6 36.3 0.4

21-Apr-2002 08:22 5 155.4 4.4 141.7 16.4 124.6 57.6 1.7

20-Feb-2003 10:52 5 134.6 1.5 177.4 13.7 148.4 33.3 0.6

12-Mar-2004 17:04 5 127.3 1.6 139.8 2.2 130.4 33.8 0.7

05-Jun-2006 13:24 5 126.7 1.0 145.1 3.3 140.0 31.2 1.1

19-Apr-2008 09:42 5 136.5 2.3 191.2 22.3 145.9 30.5 0.9

07-Aug-2009 10:01 5 140.8 3.1 215.3 27.5 173.3 34.8 1.3

19-Oct-2010 15:49 5 143.8 2.0 210.6 8.6 173.7 35.8 1.0

21-Sep-2012 14:08 5 144.1 1.7 225.3 16.0 176.9 32.6 1.3

03-Dec-2013 16:25 5 151.1 2.5 242.5 19.5 195.3 39.5 1.3

05-May-2014 14:45 5 156.1 1.0 270.2 15.0 231.4 42.3 0.4

06-May-2014 06:57 5 137.0 2.1 161.2 11.2 143.2 35.4 1.9

06-May-2014 14:10 5 156.8 2.7 282.0 23.4 234.6 43.6 1.6

06-May-2014 20:25 5 145.5 1.9 203.2 13.2 173.5 37.2 1.6

09-Dec-2015 13:08 5 160.2 3.7 282.0 32.1 228.2 44.9 2.8
446

Table 73. ALR repeatability of section 370208 for the right wheel path at 160 inches/mi.

Date Time Passes

Average 

IRI 

(Inches/mi)

IRI SD

(Inches/mi)

Average 

ALR 

Length 

(ft)

ALR 

Length 

SD

(ft)

Common 

ALR 

Length 

(ft)

Average 

ER 

(Inches/mi)

ER SD

(Inches/mi)

30-Mar-1994 10:28 5 110.2 7.2 43.5 12.1 21.9 1.9 0.8

06-Jan-1996 05:46 5 124.1 1.0 72.5 7.2 52.5 3.0 0.3

28-Feb-1996 10:43 5 118.5 1.1 58.2 3.6 46.9 2.5 0.3

28-Feb-1996 18:22 5 114.2 1.2 44.4 10.1 28.1 1.8 0.4

07-Oct-1997 14:12 5 123.2 2.2 79.6 9.2 60.3 3.8 0.3

18-Feb-1998 13:23 5 122.8 2.0 77.7 11.3 50.5 2.6 0.5

19-May-1998 10:36 5 120.9 1.4 73.5 10.1 33.8 2.2 0.3

24-Jul-1998 11:31 5 124.0 2.9 81.2 8.3 53.7 2.8 0.4

04-Nov-1998 08:45 5 137.6 2.1 137.9 10.8 86.4 5.7 0.3

10-Nov-1999 23:54 5 123.7 2.6 81.1 7.3 39.2 2.6 0.3

13-Mar-2000 14:14 5 114.0 3.1 34.3 5.5 18.0 1.4 0.2

08-Nov-2000 11:16 5 125.9 1.1 81.4 4.8 46.4 2.6 0.3

17-May-2001 08:37 5 143.1 2.0 154.0 14.7 131.1 9.2 1.0

17-May-2001 13:35 5 139.2 2.4 135.3 10.5 103.0 7.7 1.2

14-Jul-2001 09:19 5 127.3 3.9 83.2 15.6 39.2 3.2 0.6

11-Oct-2001 08:45 5 140.5 1.3 143.4 6.9 119.8 8.7 1.2

23-May-2002 11:02 5 119.3 1.6 53.8 5.2 15.6 1.8 0.3

19-Sep-2002 17:31 5 125.4 3.5 68.7 20.6 24.6 2.4 0.8

22-Jan-2003 15:42 5 133.5 2.3 109.6 5.8 78.6 4.3 0.8

01-Jun-2003 11:28 5 124.3 1.6 75.4 9.4 45.3 2.2 0.4

07-Nov-2003 09:27 5 139.4 0.8 127.7 15.7 78.8 5.7 0.2

14-Nov-2004 15:58 5 142.6 2.5 151.6 14.6 106.3 6.3 0.8

14-Jun-2006 16:01 5 139.0 2.3 129.6 15.4 73.5 5.5 0.9

30-Nov-2006 13:43 5 126.4 4.7 80.0 20.1 48.5 4.1 0.5

18-Mar-2009 15:51 5 131.6 1.1 102.2 8.2 74.0 3.7 0.4

18-Apr-2010 15:03 5 132.4 1.6 100.9 10.9 64.1 3.9 0.4

27-Apr-2011 19:38 5 149.5 1.2 175.8 9.7 132.3 10.2 0.6

10-Dec-2012 13:24 5 146.2 3.1 149.2 19.4 92.8 7.7 0.5

24-Jun-2014 13:23 5 138.4 4.2 107.3 23.8 52.0 5.4 0.9

24-Jun-2014 16:57 5 152.4 3.2 191.1 27.5 128.5 9.9 1.1

24-Jun-2014 19:20 5 155.8 1.1 199.1 13.2 136.7 11.9 0.8

25-Jun-2014 06:08 4 170.1 2.2 314.2 12.3 0.0 19.6 1.6

09-Mar-2015 16:33 5 147.7 1.6 178.7 11.2 119.4 9.9 1.3
447

Table 74. ALR repeatability of section 200205 for the right wheel path at 125 inches/mi.

Date Time Passes

Average 

IRI 

(Inches/mi)

IRI SD

(Inches/mi)

Average 

ALR 

Length 

(ft)

ALR 

Length 

SD

(ft)

Common 

ALR 

Length 

(ft)

Average 

ER 

(Inches/mi)

ER SD

(Inches/mi)

14-Aug-1992 13:17 5 76.8 1.7 5.0 5.0 0.0 0.1 0.1

10-Mar-1993 11:05 5 83.2 3.1 17.4 4.7 10.0 0.4 0.1

15-May-1994 10:10 5 76.7 0.7 3.9 2.5 0.0 0.0 0.0

18-Feb-1995 09:12 5 75.2 1.0 6.0 2.7 2.3 0.1 0.1

20-Apr-1996 13:31 5 85.9 3.8 29.8 16.2 5.5 0.6 0.3

03-Mar-1997 12:02 5 82.8 0.9 18.0 4.4 10.7 0.3 0.1

15-May-1998 10:26 5 81.0 2.2 27.4 6.0 13.8 0.7 0.2

15-Mar-1999 08:34 5 80.6 0.9 17.8 1.4 11.5 0.4 0.1

01-Mar-2000 11:25 5 86.7 2.3 31.0 12.5 20.4 0.8 0.3

10-May-2001 14:20 5 94.9 1.0 57.3 9.7 30.4 1.5 0.3

21-Apr-2002 08:01 5 90.9 6.2 42.5 30.3 11.4 1.0 0.7

20-Feb-2003 10:41 5 99.7 1.9 78.0 4.3 48.9 2.1 0.4

12-Mar-2004 17:15 5 101.6 2.7 99.1 22.3 42.5 3.0 0.9

05-Jun-2006 12:58 5 118.0 1.1 169.2 13.4 125.1 14.1 1.3

19-Apr-2008 09:42 5 126.0 4.3 191.0 25.2 131.0 16.5 2.1

07-Aug-2009 09:23 5 121.4 2.1 199.7 16.8 137.9 12.6 1.1

19-Oct-2010 15:49 5 120.0 1.4 209.7 12.1 155.3 10.1 0.7

21-Sep-2012 14:08 5 137.3 4.1 316.8 24.3 252.8 21.1 2.7

03-Dec-2013 16:25 5 150.3 5.4 283.6 41.5 202.2 34.3 4.0

05-May-2014 14:17 5 185.3 7.2 363.6 20.6 309.2 65.5 7.4

06-May-2014 06:57 5 181.3 20.9 253.4 41.4 178.0 69.1 22.3

06-May-2014 13:53 5 212.2 19.3 358.7 11.9 305.8 91.9 19.3

06-May-2014 20:25 5 171.7 4.5 310.4 34.0 221.0 55.4 4.6

09-Dec-2015 13:08 5 165.6 5.3 402.3 17.4 371.4 44.3 4.7

Table 75. ALR repeatability of section 390209 for the right wheel path at 125 inches/mi.

Date Time Passes

Average 

IRI 

(Inches/mi)

IRI SD

(Inches/mi)

Average 

ALR 

Length 

(ft)

ALR 

Length 

SD

(ft)

Common 

ALR 

Length 

(ft)

Average 

ER 

(Inches/mi)

ER SD

(Inches/mi)

27-Dec-1996 10:22 5 61.7 0.6 0.0 0.0 0.0 0.0 0.0

08-Dec-1997 09:21 5 62.8 0.3 4.1 1.8 1.9 0.0 0.0

12-Nov-1998 09:24 5 68.5 1.4 13.3 3.4 6.9 0.2 0.1

20-Oct-1999 08:44 5 70.6 1.3 15.4 3.4 10.2 0.2 0.1

16-Aug-2000 09:17 5 66.4 0.6 11.5 2.4 4.8 0.1 0.1

04-Nov-2001 08:30 5 73.7 0.9 13.0 3.1 8.1 0.2 0.1

06-Dec-2002 11:36 5 72.6 0.8 16.6 2.7 10.1 0.2 0.1

29-Apr-2003 14:37 5 78.9 0.5 20.7 7.1 7.1 0.2 0.1

04-Feb-2004 15:01 5 73.6 0.7 32.5 4.4 18.7 0.6 0.2

05-May-2005 12:20 5 83.2 1.1 51.0 1.4 47.4 1.5 0.2

08-Aug-2006 12:10 5 85.5 1.0 62.6 6.3 45.4 1.8 0.2

23-Jul-2008 14:13 5 105.3 1.3 127.0 4.2 112.1 11.0 0.4

21-Oct-2009 14:53 5 114.8 1.3 147.8 5.5 132.1 15.1 0.9

11-Aug-2010 10:40 5 126.8 1.4 173.3 3.3 162.1 22.7 1.2

18-Oct-2011 10:34 5 142.3 2.2 215.7 7.4 191.7 29.6 1.7

22-May-2012 13:37 5 131.8 1.3 209.2 7.4 188.8 21.3 0.9
448

Table 76. ALR repeatability of section 200209 for the right wheel path at 125 inches/mi.

Date Time Passes

Average 

IRI 

(Inches/mi)

IRI SD

(Inches/mi)

Average 

ALR 

Length 

(ft)

ALR 

Length 

SD

(ft)

Common 

ALR 

Length 

(ft)

Average 

ER 

(Inches/mi)

ER SD

(Inches/mi)

14-Aug-1992 13:17 5 71.3 0.1 19.0 2.0 16.6 0.4 0.0

10-Mar-1993 11:05 5 83.9 3.5 28.1 3.3 21.3 1.6 0.6

15-May-1994 10:10 5 67.2 0.6 19.7 0.9 19.0 0.6 0.0

18-Feb-1995 09:12 5 74.2 1.0 24.1 1.6 21.8 1.2 0.2

20-Apr-1996 13:31 5 80.1 1.8 31.0 6.7 21.5 1.1 0.3

03-Mar-1997 11:40 5 79.1 0.8 37.8 2.3 32.5 1.2 0.1

15-May-1998 10:26 5 81.0 2.7 28.1 6.1 20.4 1.4 0.5

15-Mar-1999 08:34 5 76.1 1.6 21.5 2.3 19.1 1.0 0.1

01-Mar-2000 11:25 5 78.9 0.8 29.1 2.0 25.1 1.0 0.1

10-May-2001 14:08 5 85.5 1.6 33.1 4.0 25.1 1.6 0.3

21-Apr-2002 08:01 5 77.6 3.7 22.4 2.0 18.3 0.7 0.1

20-Feb-2003 10:41 5 79.7 1.1 28.8 3.0 24.0 1.3 0.3

12-Mar-2004 17:15 5 75.4 1.1 28.2 5.2 21.5 0.8 0.2

05-Jun-2006 12:58 5 76.2 1.1 26.4 1.8 23.8 0.7 0.0

19-Apr-2008 09:42 5 79.4 1.8 32.5 3.7 25.0 0.8 0.1

07-Aug-2009 09:44 5 79.6 1.7 25.1 1.4 22.6 1.2 0.4

19-Oct-2010 16:28 5 81.3 1.1 25.8 3.1 22.4 1.1 0.4

21-Sep-2012 14:20 5 80.2 0.5 33.0 1.3 30.7 0.9 0.2

03-Dec-2013 16:25 5 77.9 1.3 24.1 0.3 20.8 0.6 0.1

05-May-2014 14:17 5 87.0 2.5 37.0 5.8 25.4 1.6 0.3

06-May-2014 06:57 5 75.4 2.1 23.5 3.5 17.9 0.5 0.1

06-May-2014 14:23 5 88.8 0.6 43.6 7.7 29.1 1.7 0.3

06-May-2014 20:25 5 76.0 1.7 23.8 1.0 21.7 0.7 0.1

09-Dec-2015 13:08 5 81.4 0.7 30.1 2.6 22.7 0.7 0.1
449

Table 77. ALR repeatability of section 370260 for the right wheel path at 125 inches/mi.

Date Time Passes

Average 

IRI 

(Inches/mi)

IRI SD

(Inches/mi)

Average 

ALR 

Length 

(ft)

ALR 

Length 

SD

(ft)

Common 

ALR 

Length 

(ft)

Average 

ER 

(Inches/mi)

ER SD

(Inches/mi)

30-Mar-1994 10:28 5 101.2 0.9 60.5 3.9 44.9 4.6 0.5

06-Jan-1996 05:46 5 99.1 0.5 47.2 3.9 39.5 4.7 0.1

28-Feb-1996 10:43 5 97.4 1.1 50.6 1.7 41.7 3.9 0.2

07-Oct-1997 13:55 5 98.7 0.5 60.7 4.7 49.1 4.5 0.3

18-Feb-1998 13:23 5 100.9 0.3 57.7 4.0 46.4 4.6 0.2

19-May-1998 10:52 5 99.6 1.3 60.4 4.9 46.0 4.2 0.2

24-Jul-1998 11:14 5 98.6 0.5 55.6 2.1 44.1 4.5 0.1

04-Nov-1998 08:45 5 106.1 0.8 81.3 6.1 59.6 6.7 0.1

11-Nov-1999 00:04 5 102.8 0.4 75.4 4.0 61.8 6.0 0.4

13-Mar-2000 14:02 5 102.8 1.8 78.0 5.3 65.1 5.8 0.2

08-Nov-2000 11:16 5 104.1 1.1 86.2 4.4 74.5 6.8 0.3

14-Jul-2001 09:19 5 102.7 1.1 87.1 6.3 66.0 6.2 0.6

11-Oct-2001 08:45 5 107.2 1.2 94.7 2.8 75.8 7.1 0.3

23-May-2002 10:07 5 103.7 1.2 91.7 1.2 80.2 6.9 0.3

19-Sep-2002 17:31 5 104.6 0.3 88.4 2.1 81.7 6.7 0.2

22-Jan-2003 15:42 5 104.8 0.4 98.2 5.9 86.0 7.2 0.4

01-Jun-2003 11:58 5 103.4 1.3 97.3 8.7 80.2 6.4 0.3

07-Nov-2003 09:36 5 105.7 2.2 104.2 17.1 75.3 7.5 0.8

14-Nov-2004 15:58 5 108.2 0.9 110.9 4.5 100.8 8.4 0.4

14-Jun-2006 15:42 5 105.2 0.7 98.8 8.3 79.2 7.1 0.3

30-Nov-2006 12:41 5 102.4 3.0 99.4 13.2 70.5 6.0 1.0

18-Mar-2009 15:51 5 103.4 1.1 100.3 4.7 85.7 6.3 0.5

18-Apr-2010 15:14 5 104.4 1.2 97.4 3.1 80.5 6.3 0.3

27-Apr-2011 19:38 5 101.0 1.2 88.6 6.1 69.2 5.3 0.4

10-Dec-2012 13:24 5 102.8 2.3 107.0 12.1 85.2 6.1 1.0

24-Jun-2014 13:23 5 100.9 2.9 82.1 14.2 54.2 5.2 1.1

24-Jun-2014 16:42 5 101.9 2.4 90.1 7.3 61.3 5.6 1.0

24-Jun-2014 19:20 5 105.0 10.5 84.9 20.1 64.2 9.3 8.5

25-Jun-2014 06:08 4 107.2 1.6 105.7 11.5 0.0 7.8 1.2

09-Mar-2015 16:33 5 104.1 4.1 114.2 16.2 89.9 6.6 2.1

451

ACKNOWLEDGMENTS

The team appreciates the ongoing support of Mr. Larry Scofield of the International Grinding 

and Grooving Association; he is a true champion of applied research.

453

REFERENCES 

1. National Research Council. 1990. Specific Pavement Studies, Experimental Design and 

Research Plan for Experiment SPS-2, Strategic Study of Structural Factors for Rigid 

Pavements. SHRP, NRC, Washington, DC. 

2. Karamihas, S.M., and K. Senn. 2012. Curl and Warp Analysis of the LTPP SPS-2 Site in 

Arizona, Report No. FHWA-HRT-12-068. Washington, DC: Federal Highway 

Administration. 

3. Chang, G., S.M. Karamihas, R.O. Rasmussen, D. Merritt, and M. Swanlund. 2008. 

“Quantifying the Impact of Jointed Concrete Curling and Warping on Pavement Uneveness.” 

Presented at the 6th Symposium on Pavement Surface Characteristics. Portorož, Slovenia: 

World Road Association. 

4. American Association of State Highway and Transportation Officials (AASHTO). 1993. 

AASHTO Guide for Design of Pavement Structures. Washington, DC: AASHTO. 

5. Von Quintus, H.L., C. Rao, and L. Irwin. 2015. Long-Term Pavement Performance Program 

Determination of In-Place Elastic Layer Modulus: Backcalculation Methodology and 

Procedures. Report No. FHWA-HRT-15-036. Washington, DC: Federal Highway 

Administration. 

6. Chang, G.K., S.M. Karamihas, R.O Rasmussen, D.K. Merritt, and M. Ruiz. 2007. Impact of 

Temperature Curling and Moisture Warping on Jointed Concrete Pavement Performance,

Volume II. Data Analysis and Model Development. Washington, DC: Federal Highway 

Administration. 

7. Jiang, Y.J., and M.I. Darter. 2005. Structural Factors on Jointed Plain Concrete Pavements: 

SPS-2—Initial Evaluation and Analysis. Report No. FHWA-RD-01-167. Washington, DC: 

Federal Highway Administration.

8. Federal Highway Administration. n.d.. “LTPP InfoPaveTM” (website). 

https://infopave.fhwa.dot.gov/, last accessed March 15, 2016. 

9. Simpson, A.L., P.N. Schmalzer, and G.R. Rada. 2007. Long Term Pavement Performance 

Project Laboratory Materials Testing and Handling Guide. Report No. FHWA-HRT-07-052. 

Washington DC: Federal Highway Administration.

10. Hall, K.T., M.I. Darter, T.H. Hoerner, and L. Khazanovich. 1997. LTPP Data Analysis Phase 

I: Validation of Guidelines for k-Value Selection and Concrete Pavement Performance 

Prediction, Report No. FHWA-RD-96-198. Washington, DC: Federal Highway 

Administration. 

11. Karamihas, S.M. 2007. Profile Analysis of the LTPP SPS-1 Site in Arizona. Report No. 

UMTRI-2007-16. Ann Arbor, MI: University of Michigan Transportation Research Institute. 
454

12. Karamihas, S.M., and K. Senn. 2009. “Profile Analysis of Arizona Specific Pavement 

Studies 5 Project.” Transportation Research Record, no. 2095: 144–152.

13. Karamihas, S.M. and K. Senn. 2010. Profile Analysis of the LTPP SPS-6 Site in Arizona.

Report No. UMTRI-2010-17. Ann Arbor, MI: University of Michigan Transportation 

Research Institute. 

14. Perera, R.W., and S.D. Kohn. 2005. Quantification of Smoothness Index Differences Related 

to Long-Term Pavement Performance Equipment Type. Report No. FHWA-HRT-05-054. 

Washington DC: Federal Highway Administration. 

15. Johnson, A. 1993. SPS-2 Construction Report: I–70 Near Abilene, Kansas. St. Paul, MN: 

Braun Intertec Pavement, Inc. 

16. Nichols Consulting Engineers. 1997. Construction Report on Site 530200. Reno, NV: 

Nichols Consulting Engineers. 

17. Pozsgay, M.A. 1998. Construction Report for Ohio SPS-2. Washington, DC: Federal 

Highway Administration. 

18. Rutka, A. 1994. Construction Report on SPS-2, Project 370200, 1993, US RTE 52 SB, 

Lexington By-Pass. Report No. FHWA-RD-94-3701. Washington, DC: Federal Highway 

Administration.

19. Szrot, R.B. 1994. Construction Report for Experiment SPS-2. Reno, NV: Nichols Consulting 

Engineers. 

20. Westergaard, H.M. 1927. “Analysis of Stresses in Concrete Roads Caused by Variations of 

Temperature.” Public Roads, 8(3): 54–60.

21. National Aeronautics and Space Administration Goddard Space Flight Center. n.d. “ModernEra Retrospective Analysis for Research and Applications (MERRA)” (website). 

https://gmao.gsfc.nasa.gov/reanalysis/MERRA, last accessed July 6, 2017. 

22. RStudio. n.d. “RStudio: Integrated Development for R. RStudio, Inc.” (website). 

http://www.rstudio.com/, last accessed October 18, 2018. 

23. LAW PCS. 2000. “LTPP Manual for Falling Weight Deflectometer Measurements: 

Operational Field Guidelines, Version 3.1.” Washington, DC: Federal Highway 

Administration.

24. American Association of State Highway and Transportation Officials (AASHTO). 2018. 

Standard Practice for Accepting Pavement Ride Quality When Measured Using Inertial 

Profiling Systems. AASHTO R 54-14. Washington, DC: AASHTO.

25. Stanton, T.E. 1944. First Report on the Experimental Concrete Pavement Constructed in 

Ventura County During October 1941 as a Part of the Investigation of Joint Spacing in 
455

Concrete. Report No. R-00194. Sacramento, CA: State of California Department of Public 

Works, Division of Highways.

26. Hveem, F.N. 1949. A Report of an Investigation to Determine Causes for Displacement and 

Faulting at the Joints in Portland Cement Concrete Pavements. Sacramento, CA: California 

Division of Highways, Materials and Research Department,.

27. Hveem, F.N. 1951. “Slab Warping Affects Pavement Joint Performance.” Journal of the 

American Concrete Institute 22 no. 10: 797–808.

28. Hveem, F.N. 1952. Ten Year Report Investigational Concrete Pavement in California 

Cooperative Research Project in Joint Spacing. Sacramento, CA: California Division of 

Highways, Sacramento.

29. Tremper, B., and D.L Spellman. 1963. “Shrinkage of Concrete—Comparison of Laboratory 

and Field Performance.” Highway Research Record 3: 30–61.

30. Moyer, R.A. 1950. “Report of Committee on Antiskid Properties of Road Surfaces.” 

Highway Research Board Bulletin, no. 27: 1–13.

31. Housel, W.S. 1962. “Cumulative Changes in Rigid Pavements with Age in Service.” 

Highway Research Board Bulletin, no. 328: 1–23.

32. State Highway Commission of Kansas. 1949. Kansas Experimental Concrete Pavement.

Construction Project 10–13 PWS 2. Topeka, KS: State Highway Commission of Kansas.

33. Evans, M., Jr., and W.B. Drake. 1959. 17-Year Report on the Owensboro-Hartford Cooperative Investigation of Joint Spacing in Concrete Pavements. Lexington, KY:

Commonwealth of Kentucky Department of Highways, Highway Materials and Research 

Laboratory.

34. Highway Research Board. 1962. The AASHO Road Test. Report 5. Pavement Research. 

Washington DC: National Academy of Sciences, National Research Council.

35. Yu, H.T., L. Khazanovich, M.I. Darter, and A. Ardani. 1998. “Analysis of Concrete 

Pavement Response to Temperature and Wheel Loads Measured from Instrumented Slabs.” 

Transportation Research Record, no. 1639: 94–101.

36. Jeong J.H., and D.G. Zollinger. 2004. “Early-Age Curling and Warping Behavior: Insights 

from a Fully Instrumented Test-Slab System.” Transportation Research Record, no. 1896:

66–74.

37. Ardani, A. 2006. Implementation of Proven PCCP Practices in Colorado. Report No.

CDOT-DTD-R-2006-9. Denver, CO: Colorado Department of Transportation.

38. Lowrie, C., and W.J. Nowlen. 1960. “Progress Report: Colorado Concrete Pavement and 

Subbase Experiment Project.” Highway Research Board Bulletin 274, Concrete Pavement

Design and Performance Studies, 150–161, National Research Council, Washington, DC.
456

39. Spellman, D.L., J.R. Stoker, and B.F. Neal. 1970. California Pavement Faulting Study. 

Interim Report. Report No. M&R 635167-1. Sacramento, CA: State of California, Division 

of Highways, Materials and Research Department.

40. Rao, S., and J.R. Roesler. 2005. “Characterizing Effective Built-In Curling from Concrete 

Pavement Field Measurements.” Journal of Transportation Engineering 131, no. 4: 320–327.

41. Rao, S. 2006. “Characterizing Effective Built-In Curling and its Effect on Concrete 

Pavement Cracking.” Ph.D. dissertation. University of Illinois at Urbana-Champaign.

https://www.ideals.illinois.edu/handle/2142/29960, last accessed May 13, 2020.

42. Armaghani, J.M., T.J. Larsen, and L.L. Smith. 1987. “Temperature Response of Concrete 

Pavements.” Transportation Research Record, no. 1121: 23–33.

43. Goldsberry, B.M. 1988. “Thermal Effect Curling of Concrete Pavements on U.S. 23 Test 

Road.” Master’s Thesis. Ohio University.

44. Poblete, M., R. Salsilli, R. Valenzuela, A. Bull, and P. Spratz. 1988. “Field Evaluation of 

Thermal Deformations in Undoweled PCC Pavement Slabs.” Transportation Research 

Record, no. 1207: 217–228.

45. Yu, H.T., and L. Khazanovich. 2001. “Effects of Construction Curling on Concrete 

Pavement Behavior.” Presented at the 7th International Conference on Concrete Pavements. 

Lake Buena Vista, FL: International Society for Concrete Pavements.

46. Rao, S., and J.R. Roesler. 2005. “Nondestructive Testing of Concrete Pavements for 

Characterization of Effective Built-In Curling.” Journal of Testing and Evaluation 33, no. 5:

356–363.

47. Teller, L.W., and E.C. Sutherland. 1935. “The Structural Design of Concrete Pavements. Part 

1—A Description of the Investigation.” Public Roads 16, no. 8: 145–158.

48. Teller, L.W., and E.C. Sutherland. 1935. “The Structural Design of Concrete Pavements. Part 

2—Observed Effects of Variations in Temperature and Moisture on the Size, Shape and 

Stress Resistance of Concrete Pavement Slabs.” Public Roads 16, no. 9: 169–197.

49. Kim, S., H. Ceylan, and K. Gopalakrishnan. 2007. “Initial Smoothness of Concrete 

Pavements Under Environmental Loads.” Magazine of Concrete Research 59, no. 8: 599–

609.

50. Ceylan, H., S. Kim, K. Gopalakrishnan, and K. Wang. 2007. “Environmental Effects on 

Deformation and Smoothness Behavior of Early-Age Jointed Plain Concrete Pavements.” 

Transportation Research Record, no. 2037: 30–39.

51. Pradena, M., and L. Houben. (2017). “Ride Quality Stability of Jointed Plain-Concrete Road 

Pavements with Short Slabs.” Proceedings of the Institution of Civil Engineers – Transport, 

171, 3, 1–8, London, UK.
457

52. Rao, C., E. Barenberg, M.B. Snyder, and S. Schmidt. (2001). “Effects of Temperature and 

Moisture on the Response of Concrete Pavements.” Proceedings, 7th International 

Conference on Concrete Pavements, 23–38, International Society for Concrete Pavements, 

Lake Buena Vista, FL.

53. Hansen, W., D.L. Smiley, Y. Peng, and E.A. Jensen. 2002. “Validating Top-Down Premature 

Transverse Slab Cracking in Jointed Plain Concrete Pavement.” Transportation Research 

Record, no. 1809: 52–59.

54. Beckemeyer, C.A., L. Khazanovich, and H.T. Yu. 2002. “Determining the Amount of Builtin Curling in Jointed Concrete Pavement.” Transportation Research Record, no.

1809: 85-92.

55. Vandenbossche, J.M. 2003. “Interpreting Falling Weight Deflectometer Results for Curled 

and Warped Portland Cement Concrete Pavements.” Ph.D. dissertation, University of 

Minnesota.

56. Wells, S.A., B.M. Phillips, and J.M. Vandenbossche. 2006. “Quantifying Built-in 

Construction Gradients and Early-Age Slab Deformation Caused by Environmental Loads in 

a Jointed Plain Concrete Pavement.” International Journal of Pavement Engineering 7, no. 4:

275–289.

57. Asbahan, R., and J. Vandenbossche. 2011. “Effects of Temperature and Moisture Gradients 

on Slab Deformation for Jointed Plain Concrete Pavements.” Journal of Transportation 

Engineering 137 no. 8: 563–570.

58. Kim, S. 2006. “Early Age Behavior of Jointed Plain Concrete Pavements Subjected to 

Environmental Loads.” Ph.D. dissertation, Iowa State University.

59. Ceylan, H., D.J. Turner, R.O. Rasmussen, G.K. Chang, and J. Grove. 2007. Impact of 

Curling, Warping, and Other Early-Age Behavior on Concrete Pavement Smoothness: Early, 

Frequent, and Detailed (EFD) Study. Phase II Final Report. Report No. FHWA DTFH61-

01-X-00042. Washington, DC: Federal Highway Administration.

60. Chen, Z., S. Nassiri, and J. Uhlmeyer. 2016. “Quantifying Effective Built-in Temperature 

Difference for Decades-Old Jointed Plain Concrete Pavements in Eastern Washington State.” 

Presented at the 11th International Conference on Concrete Pavements. San Antonio, TX:

International Society for Concrete Pavements.

61. Hogentogler, C.A. 1923. “Apparatus Used in Highway Research Projects in the United 

States. Results of a Census.” Bulletin of the National Research Council 6, no.4: 35, 47–49.

62. Pope, C.S. 1938. “Concrete Pavement Slab Warp and Prevention.” California Highways and 

Public Works 16, no.3: 20–22.

63. Ceylan, H., R.F. Steffs, K. Gopalakrishnan, S. Kim, and S. Yang. 2016. Development and 

Evaluation of a Portable Device for Measuring Curling and Warping in Concrete 

Pavements. Ames, IA: Institute for Transportation, Iowa State University.
458

64. Lederle, R.E., R.W. Lothschutz, and J.E. Hiller. 2011. Field Evaluation of Built-In Curling 

Levels in Rigid Pavements. St. Paul, MN: Minnesota Department of Transportation.

65. Lederle, R.E. 2011. “Accounting for Warping and Differential Drying Shrinkage 

Mechanisms in the Design of Jointed Plain Concrete Pavements.” Master’s Thesis. Michigan 

Technological University.

66. Ceylan, H., S. Yang, K. Gopalakrishnan, S. Kim, P. Taylor, and A. Alhasan. 2016. Impact of 

Curling and Warping on Concrete Pavement. Report No. IHRB Project TR-668. Ames, IA:

Institute for Transportation, Iowa State University.

67. Darlington, J.R., and P. Milliman. 1968. “A Progress Report on the Evaluation and 

Application Study of the General Motors Rapid Travel Road Profilometer.” Highway 

Research Record, no. 214: 50–67. 

68. Sayers, M.W., and S.M. Karamihas. 1996. Interpretation of Road Roughness Profile Data, 

Report No. FHWA-RD-96-101. Washington, DC: Federal Highway Administration.

69. Perera, R.W., C. Byrum, and S.D. Kohn. 1998. Investigation of Development of Pavement 

Roughness. Report No. FHWA-RD-97-147. Washington, DC: Federal Highway 

Administration.

70. Karamihas, S.M., T.D. Gillespie, S.D. Kohn, and R.W. Perera. 1999. Guidelines for 

Longitudinal Pavement Profile Measurement. Report No. NCHRP Report 434. Washington, 

DC: Transportation Research Board.

71. Perera, R.W., S.D. Kohn, and S. Tayabji. 2005. Achieving a High Level of Smoothness in 

Concrete Pavements Without Sacrificing Long-Term Performance. Report No. FHWA-HRT05-068. Washington, DC: Federal Highway Administration.

72. Perera, R.W., and S.D. Kohn. 1994. Road Profiler Data Analysis and Correlation, Road 

Profiler User Group Fifth Annual Meeting, Harrisburg, Pennsylvania. Report No. 92-30.

Plymouth, MI: Soil and Materials Engineers, Inc.

73. Karamihas, S.M., R.W. Perera, T.D. Gillespie, and S.D. Kohn. 2001. “Diurnal Changes in 

Profile of Eleven Jointed PCC Pavements.” Presented at 7th International Conference on 

Concrete Pavements. Lake Buena Vista, FL: International Society for Concrete Pavements.

74. Johnson, A.M., B.C. Smith, W.H. Johnson, and L.W. Gibson. 2010. Evaluating the Effect of 

Slab Curling on IRI for South Carolina Concrete Pavements. Report No. FHWA-SC-10-04. 

Columbia, SC: South Carolina Department of Transportation.

75. Byrum, C.R. 2000. “Analysis by High-Speed Profile of Jointed Concrete Pavement Slab 

Curvatures.” Transportation Research Record no. 1730: 1–9.

76. Sixbey, D., M. Swanlund, N. Gagarin, and J.R. Mekemson. 2001. “Measurement and 

Analysis of Slab Curvature in JCP Pavements Using Profiling Technology.” Presented at the
459

7th International Conference on Concrete Pavements. Lake Buena Vista, FL: International 

Society for Concrete Pavements.

77. Byrum C.R. 2001. A High-Speed Profiler Based Slab Curvature Index for Jointed Concrete 

Pavement Curling and Warping Analysis. Ph.D. dissertation. University of Michigan.

78. Byrum, C.R. “The Effect of Locked-in Curvature on PCC Pavement,” in Long-Term 

Performance Program: Making Something of It: Papers from the International Contest on 

LTPP Data Analysis 1998–1999, ed. R. G. Hicks and J. B. Sorenson (Reston, Va.: American 

Society of Civil Engineers), 1–20.

79. Sayers, M.W., and S.M. Karamihas. 1998 The Little Book of Profiling: Basic Information 

About Measuring and Interpreting Road Profiles. Ann Arbor, MI: University of Michigan 

Transportation Research Institute.

80. W. Hudson, D. Halbach, J. Zaniewski, and L. Moser, "Root-Mean-Square Vertical 

Acceleration as a Summary Roughness Statistic," in Measuring Road Roughness and Its 

Effects on User Cost and Comfort, ed. T. Gillespie and M. Sayers (West Conshohocken, PA: 

ASTM International, 1985), 3–24.

81. Byrum, C.R. 2006. “Evaluation of Pavement Slab Rocking and Pumping with Elevation 

Profile Data.” Transportation Research Record, no. 1947: 28–35.

82. Byrum, C.R. 2010. “Evaluating Effectiveness of Dowels in Jointed-Concrete Pavements with 

Faulting Data from Rapid-Travel Profilers.” Transportation Research Record, no.

2154: 32-43.

83. Byrum, C.R. 2009. “Measuring Curvature in Concrete Slabs and Connecting the Data to Slab 

Modeling Theory.” Transportation Research Record, no. 2094: 79–88.

84. Gagarin, N., and J.R. Mekemson. 2006. “Analysis of Surface Profiles Measured on Jointed 

Portland Cement Concrete Pavements.” Journal of the ASTM International 3, no. 4: 27–38. 

85. Chang, G.K., D.K. Merritt, S.M. Karamihas, R.O. Rasmussen, and D.J. Turner. 2007. Impact 

of Temperature Curling and Moisture Warping on Jointed Concrete Pavement Performance,

Volume I Data Collection. Washington, DC: Federal Highway Administration.

86. Ruiz, J.M., A.G. Miron, G.K. Chang, R.O. Rasmussen, and X. Qinwu. 2008. “Use of Slab 

Curvature and ProVAL to Identify the Cause of Premature Distresses.” Transportation 

Research Record, no. 2068: 87–96.

87. Merritt, D.K., G.K. Chang, H.N. Torres, K. Mohanraj, and R.O. Rasmussen. 2015. 

Evaluating the Effects of Concrete Pavement Curling and Warping on Ride Quality. Report 

No. CDOT-2015-07. Denver, CO: Colorado Department of Transportation.

88. Siddique, Z.Q. 2004. “Finite Element Simulation of Curling on Concrete Pavements.” Ph.D. 

dissertation. Kansas State University.
460

89. Adu-Gyamfi, Y.O., N.O. Attoh-Okine, and A.Y. Ayenu-Prah. 2010. “Analysis of Different 

Hilbert-Huang Algorithms for Pavement Profile Evaluation.” Journal of Computing in Civil 

Engineering 24, no. 6: 514–524.

90. Gagarin, N., N.E. Huang, M.E. Oskard, D.G. Sixbey, and J.R. Mekemson. 2004. “The 

Application of the Hilbert-Huang Transform to the Analysis of Inertial Profiles of 

Pavement.” International Journal of Vehicle Design 36, no. 2/3: 287–301.

91. Franta, D.P. 2012. “Computational Analysis of Rigid Pavement Profiles.” Master’s thesis.

University of Minnesota.

92. Dufalla, N., K. Senn, and P. Schmalzer. 2016. Development of an SPS-2 Pavement 

Preservation Experiment. Report No. TPF-5(291). Reno, NV: Nichols Consulting Engineers.

93. Karamihas, S.M. 2004. “Development of Cross Correlation for Objective Comparison of 

Profiles.” International Journal of Vehicle Design 36, no. 2/3: 173–193.

94. Sayers, M.W. 1989. “Two Quarter-Car Models for Defining Road Roughness: IRI and HRI.” 

Transportation Research Record, no. 1215: 165–172.

95. Karamihas, S.M., T.D. Gillespie, and S.M. Riley. 1995. “Axle Tramp Contribution to the 

Dynamic Wheel Loads of a Heavy Truck.” Presented at the 4th International Symposium on 

Heavy Vehicle Weights and Dimensions. Ann Arbor, MI.

96. American Association of State Highway and Transportation Officials (AASHTO). 2017. 

Standard Practice for Evaluating Faulting of Concrete Pavements. AASHTO R 36-13.

Washington, DC: AASHTO. 

97. Chang, G., J. Watkins, and R. Orthmeyer. 2012. “Practical Implementation of Automated 

Fault Measurement Based on Pavement Profiles.” American Society for Testing and 

Materials STP, no. 1555: 219–237. West Conshohocken, PA: ASTM International.

98. Mississippi Department of Transportation. 2010. BATCHCALCFAULT Software User Guide 

3.00. Jackson, MS: Mississippi Department of Transportation.

99. Nazef, N., A. Mraz, I. Shivprakash, and B. Choubane. 2009. “Semi-Automated Faulting 

Measurement for Rigid Pavements.” Transportation Research Record, no. 2094: 121–127.

100. Agurla, M., and S. Lin. 2015. Long-Term Pavement Performance Automated Faulting 

Measurement. Report No. FHWA-HRT-14-092. Washington, DC: Federal Highway 

Administration.

101. Khazanovich, L., S.D. Tayabji, and M.I. Darter. 2000. Backcalculation of Layer Parameters 

for LTPP Test Sections, Volume I: Slab on Elastic Solid and Slab on Dense-Liquid 

Foundation Analysis of Rigid Pavements, Report No. FHWA-RD-00-086. Washington, DC:

Federal Highway Administration.
461

102. Smith, K.D., M.J. Wade, D.G. Peshkin, L. Khazanovich, and H.T. Yu. 1998. Performance of 

Concrete Pavements. Volume II–Evaluation of Inservice Concrete Pavements, Report No. 

FHWA-RD-95-110. Washington, DC: Federal Highway Administration.

103. Hall, K.T. and A. Mohseni. 1991. “Backcalculation of Asphalt Concrete–Overlaid Portland 

Cement Concrete Pavement Layer Moduli.” Transportation Research Record, no. 1293:

112–123.

104. Press, W.H., B.P. Flannery, S.A. Teukolsky, and W.T. Vetterling. 1986. Numerical Recipes: 

The Art of Scientific Computing. Cambridge, UK: Cambridge University Press.

105. Perera, R.W., and S.M. Karamihas. 2017. 2015 Evaluation of High-Speed Inertial Profilers. 

Report No. FHWA-RC-17-0003. Washington DC: Federal Highway Administration.

106. Sayers, M.W. 1990. “Profiles of Roughness.” Transportation Research Record, no. 

1260: 106–111.

107. Swan, M., and S.M. Karamihas. 2003. “Use of a Ride Quality Index for Construction Quality 

Control and Acceptance Specifications.” Transportation Research Record, no. 1861: 10–16.

108. Sayers, M.W. 1995. “On the Calculation of International Roughness Index from Longitudinal 

Road Profile.” Transportation Research Record, no. 1501: 1–12.

109. Karamihas, S.M., M.E. Gilbert, M.A. Barnes, and R.W. Perera. 2019. Measuring, 

Characterizing, and Reporting Pavement Roughness of Low-Speed and Urban Roads, Report 

914. Washington, DC: National Cooperative Highway Research Program.
Recycled

Recyclable HRDI-30/04-23(WEB)E

Recommended citation: Federal Highway Administration,

Advancing Profile-Based Curl-and-Warp Analysis Using LTPP Profile Data 

(Washington, DC: 2023) https://doi.org/10.21949/1521638