Research & Technology Transfer · 2004. 5. 5. · VA 22202-4302, and to the Office of Management...

ALASKA DEPARTMENT OF TRANSPORTATION AND PUBLIC FACILITIES

ASSESSING

PARKS HIGHWAY LOAD RESTRICTIONS

By

Dynatest Consulting, Inc.

165 South Chestnut Street, Ventura, CA 93001

December 2003

Prepared for Alaska Department of Transportation & Public Facilities

Research & Technology Transfer 2301 Peger Road

Fairbanks, AK 99709-5399

Report No. FHWA-AK-RD-01-09

Alaska Department of Transportation &

Public Facilities

Research &

Technology T

ransfer

REPORT DOCUMENTATION PAGE

Form approved OMB No.

Public reporting for this collection of information is estimated to average 1 hour per response, including the time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. Send comments regarding this burden estimate or any other aspect of this collection of information, including suggestion for reducing this burden to Washington Headquarters Services, Directorate for Information Operations and Reports, 1215 Jefferson Davis Highway, Suite 1204, Arlington, VA 22202-4302, and to the Office of Management and Budget, Paperwork Reduction Project (0704-1833), Washington, DC 20503 1. AGENCY USE ONLY (LEAVE BLANK) FHWA-AK-RD-01-09

2. REPORT DATE December 2003

3. REPORT TYPE AND DATES COVERED Final

4. TITLE AND SUBTITLE Assessing Parks Highway Load Restrictions 6. AUTHOR(S) Dave Bush, P.E., and Philip Tohme, E.I.T.

5. FUNDING NUMBERS Res.Proj.No.: T2-01-22 Task ID: DOT-01-31 LC: 30217282 CC: 24461311

7. PERFORMING ORGANIZATION NAME(S) AND ADDRESS(ES) Dynatest Consulting Inc. 165 South Chestnut Street, Ventura, CA 93001

8. PERFORMING ORGANIZATION REPORT NUMBER

9. SPONSORING/MONITORING AGENCY NAME(S) AND ADDRESS(ES) Alaska DOT&PF Research and Technology Transfer Fairbanks, AK 99709-5399

10. SPONSORING/MONITORING AGENCY REPORT NUMBER

11. SUPPLEMENTARY NOTES 12a. DISTRIBUTION / AVAILABILITY STATEMENT No restrictions

12b. DISTRIBUTION CODE

13. ABSTRACT (Maximum 200 words) A new Alaska DOT&PF policy stipulates the elimination of springtime load limits (restrictions) for asphalt pavements. Therefore there was a need to identify roadway segments that presently required load restrictions. The aim is to strengthen these pavements during future rehabilitation or reconstruction projects. In this study, the Parks Highway (State Highway 3, a two-lane, undivided, 350-mile highway) was used as a case study to illustrate the methodology to be used for other highways. The work consisted of a visual pavement distress survey of the Parks Highway, and backcalculation of layer moduli using Falling Weight Deflectometer data collected over several years. Using as-built pavement information, the backcalculation program calculated overlay thicknesses for the anticipated future traffic. The work identified three segments of the Parks Highway that needed load restrictions: - 12.3 miles south of Cantwell, between MP 185.6 and MP 205.0, - 12 miles at Healy, between MP 239.0 and MP 251.0, and - 14 miles at Nenana, between MP 299.0 and MP 313.0. It is anticipated that future roadway work will enhance and strengthen pavement sections at these locations, thus eliminating the need for future springtime load restrictions.

15. NUMBER OF PAGES

14. KEY WORDS Pavements, Parks Highway, load limits, overlays, Falling Weight Deflectometer (FWD), fatigue, pavement performance

16. PRICE CODE

N/A 17. SECURITY CLASSIFICATION OF REPORT

Unclassified

18. SECURITY CLASSIFICATION OF THIS PAGE

Unclassified

19. SECURITY CLASSIFICATION OF ABSTRACT

Unclassified

20. LIMITATION OF ABSTRACT

N/A

NSN 7540-01-280-5500 STANDARD FORM 298 (Rev. 2-98) Prescribed by ANSI Std. 239-18 298-10

ASSESSING PARKS HIGHWAY LOAD RESTRICTIONS

DECEMBER 2003

Table of Contents - Executive Summary ………………………………………………………………… 1 - Appendix A: Visual Distress Survey ……………………………………………….. 3 - Appendix B: Historical Data Collection ……………………………………………. 17 - Appendix C: Investigation of Possible Restriction Sections ……………………….. 22 - Appendix D: Location Maps ……………………………………………………….. 28

1

EXECUTIVE SUMMARY The objective of this study is to identify sections of the Parks Highway in The State of Alaska that need springtime load restrictions. These sections were determined according to: - the information compiled from the visual distress survey that was performed on May 28th and 29th of 2003, with the results shown in Appendix A; - a meeting held with the Alaska DOT&PF personnel on October 13th; and - the as-built information provided by Alaska DOT&PF, which is included in Appendix B. The locations of the three identified sections with their respective as-built information are shown in Table 1. As a visual aide for the study, maps were created using Street Atlas mapping software and are shown in Appendix D. These maps were created to show the load restriction sections location, overlay thickness criterion that indicates the need for imposing load restriction, international roughness index range (IRI) that can be found on the Alaska DOT&PF website at http://www.dot.state.ak.us/stwddes/materialsnew/ pavementmanagement/pdf/2002pcr/pcr2002.html and the latest date of reconstruction. Table 1 – As-Built Information for the Possible Load Restriction Sections.

Section Start MP

End MP Year Material Binder

Grade Year of FWD

Testing Thickness

(in) Asphalt Concrete 2 184 195 1986

CABC, D-1 AC-5 1996

6 Asphalt Concrete 1.5

1 195 205 1972

CABC, D-1 AC-5 1982

4.5 Asphalt Concrete 2

CABC, D-1 6 239 241 1987 Subbase

AC-5 1982 6

Asphalt Concrete 1.5 2

241 251 1984 CABC, D-1

AC-5 1982 4.5

Asphalt Concrete 2 3 299 313 1986

CABC, D-1 AC-5 1982/1983/1987/1996

6

All data was analyzed using the Dynatest ELMOD backcalculation and rehabilitation design program, which is one of the programs used by Alaska DOT&PF for NDT deflection analysis and design. This uses the so-called "analytical-empirical" method-ology, in a specially developed software package developed by Dynatest to perform the analyses in the most accurate, correct and efficient manner available. All equations, parameters, traffic information and assumptions considered in the analyses are included in Appendix C.

2

The overlays from Table 3 for the different sections that are shown in Appendix C were used only to determine the approximate relative structural capacity of the pavement, and does not provide the actual design thickness that would be required to carry the estimated traffic. This is due to the dated and limited data available, and the unrealistic design based on expected traffic projections of over 40 years. Based on the analytical-empirical analyses performed and shown in Appendix C, the anticipated number of load repetitions over the design period exceeds the allowable number of load repetitions according to the Asphalt Institute transfer function used for the asphalt concrete. The three sections shown in Table 2 require consideration for imposing load restriction during the annual spring periods in order to limit load-associated damage during those periods. Table 2 – Sections along Parks Highway for which Load Restriction is Required.

Sections Start MP End MP FWD Data (year) Load Restriction Required1)

199.4 200.9 Yes 200.9 205.0

1982 Yes 1

185.6 192.3 1996 Yes 239.0 241.1 Yes 241.1 245.7 Yes 2 245.7 251.0

1982 Yes

299.0 303.3 Yes 303.3 309.3 Yes 3 309.3 313.0

1982 Yes

Note: 1) Based on fatigue failure criterion for the Asphalt Concrete (AC) layer.

3

Appendix A


VISUAL DISTRESS SURVEY

From MP 35.260 to MP 325.0

Performed on 5/28 and 5/29/2003

Prepared by:

D. Bush, P.E.

Dynatest Consulting

Technical Memorandum No. TM-DCI-ADOT-2003-1

PSA No. Res-01-007

4

1. Introduction

On May 28 and 29, 2003, a limited visual pavement condition survey was performed on the State of Alaska George Parks Highway from milepost MP 35.26 (intersection with Glenn HWY) to milepost MP 325.0. The intent of this survey was to locate and document load associated distress observed on the roadway, in order to identify potential sites for a subsequent load restriction study. The southbound lane(s) were surveyed on May 28th and the northbound lane(s) were surveyed on May 29th. The roadway was divided into approximate one-mile sections and distresses encountered within the section were noted manually. The weather during the inspection was moderate and sunny with an average daytime temperature of 68 degrees F with no precipitation. Four sections of roadway were not inspected due to pending construction. These sections are: 1) MP 206 to MP 210, 2) MP 237 to MP 239, 3) MP 262 to MP 288, and 4) MP 325 to MP 351. 1.1 Visual Distress Survey of AK State Highway 3 From MP 35 to MP 325

Survey date: 28 and 29 May, 2003 Each distress identified indicates the presence of that distress in that section. Extent of such distress within each section is not noted. The survey involved driving in the travel lane and observing the distress through the windshield of a 1998 Ford Expedition. Additionally, a NiteStar DMI was used to determine locations for mileposts that were not visible on the side of the road. Several High Float Asphalt patches/seals (HF) were visible. All seals are on asphalt concrete. 1.1.1 Distresses

FC - Fatigue cracking: 0 = not present; 1 = present TC – Thermal Transverse Cracking: 0 = not present; 1 = present. Typical spacing is 15 to 30 feet from MP 325 to MP 230 although it changes at MP 230 to MP 35 to a spacing of 25 to 40 feet. LC – Longitudinal Cracking: 0 = not present; 1 = present. Rut - Rutting: 0 = not present; 1 = present. Rav - Raveling: 0 = not present; 1 = present. STW – Studded Tire Wear: 0 = not present; 1 = present. ** - Embankment Failure

5

North Bound South Bound

Start MP End MP Other FC TC LC Rut Rav STW FC TC LC Rut Rav STW

35 36 35.26 INT w/ Glenn Hwy

36 37 Under Construction




40 41 0 0 0 1 1 0 0 0 0 1 1 0

41 42 0 1 0 0 0 0 0 1 0 0 0 0

42 43 MP 42.3 Main St. INT 0 1 0 0 0 0 0 1 0 0 0 0

43 44 0 1 1 1 0 0 0 1 0 0 0 0

44 45 0 1 1 0 0 0 0 1 0 0 0 0

45 46 0 1 1 0 0 0 0 1 0 0 0 0

46 47 0 1 1 0 0 0 0 1 0 0 0 0

47 48 MP 47.4 Sylvan Rd. 0 1 1 1 0 0 0 1 0 0 0 0

48 49 0 1 1 1 0 0 0 1 0 0 0 0

49 50 1 1 0 0 0 0 0 1 0 0 0 0

50 51 MP 50.6 Margin Way 1 1 0 0 0 0 0 1 0 0 0 0

51 52 1 1 0 0 0 0 0 1 0 0 0 0

52 53 0 1 0 0 1 1 0 1 0 0 0 0

53 54 0 1 0 0 0 0 0 1 0 0 0 0

54 55 0 1 0 0 0 0 0 1 0 0 0 0

55 56 0 1 0 0 0 0 0 1 0 0 0 0

56 57 0 1 0 0 0 0 0 1 0 0 0 0

57 58 Newer Construction 0 0 0 0 0 0 0 0 0 0 0 0


6



















75 76 ** 0 1 1 0 0 0 0 1 1 0 0 0

76 77 ** 0 1 1 0 0 0 0 1 1 0 0 0

77 78 0 1 1 0 0 0 0 1 1 0 0 0

78 79 0 1 1 0 0 0 0 1 1 0 0 0

79 80 0 1 1 0 0 0 0 1 1 0 0 0

80 81 0 1 1 1 0 0 0 1 1 0 0 0

81 82 0 1 1 0 0 0 0 1 1 0 0 0

82 83 0 1 1 1 0 0 0 1 1 0 0 0

83 84 Bridge 0 1 1 1 0 0 0 1 1 0 0 0

7



84 85 0 1 1 0 0 0 0 1 1 0 0 0

85 86 0 1 1 1 0 0 0 1 1 0 0 0

86 87 0 1 1 0 0 0 0 1 1 0 0 0

87 88 0 1 1 1 0 0 0 1 1 0 0 0

88 89 Sheep Cr. 0 1 1 0 0 0 0 1 1 0 0 0

89 90 0 1 1 0 0 0 0 1 1 0 0 0

90 91 0 1 1 1 0 0 0 1 1 0 0 0

91 92 0 1 1 1 0 0 0 1 1 0 0 0

92 93 0 1 1 1 0 0 0 1 1 0 0 0

93 94 0 1 1 1 0 0 0 1 1 0 0 0

94 95 0 1 1 1 0 0 0 1 1 0 0 0

95 96 0 1 1 1 0 0 0 1 1 0 0 0

96 97 0 1 1 1 0 0 0 1 1 0 0 0

97 98 0 1 1 0 0 0 0 1 1 0 0 0

98 99 0 1 1 0 0 0 0 1 1 0 0 0

99 100 0 1 1 0 0 0 0 1 1 0 0 0

100 101 RR Crossing 0 1 1 0 0 0 0 1 1 0 0 0

101 102 ** 0 1 1 0 0 0 0 1 1 0 0 0

102 103 ** 0 1 1 0 0 0 0 1 1 0 0 0

103 104 0 1 1 0 0 0 0 1 1 1 0 0

104 105 0 1 1 0 0 0 0 1 1 0 0 0

105 106 0 1 1 0 0 0 0 1 1 0 0 0

106 107 0 1 1 0 0 0 0 1 1 1 0 0

107 108 0 1 1 0 0 0 0 1 1 1 0 0

108 109 0 1 1 1 0 0 0 1 1 1 0 0

8



109 110 0 1 1 0 0 0 1 1 1 1 0 0

110 111 0 1 1 0 0 0 1 1 1 1 0 0

111 112 0 1 1 0 0 0 1 1 1 1 0 0

112 113 0 1 1 1 0 0 1 1 1 1 0 0

113 114 Severe 0 1 1 0 0 0 0 1 1 1 0 0

114 115 Trapper Cr. 0 1 1 0 0 0 1 1 1 1 0 0

115 116 ** 0 1 1 0 0 0 0 1 1 0 0 0

116 117 0 1 1 0 0 0 0 1 1 0 0 0

117 118 0 1 1 0 0 0 0 1 1 0 0 0

118 119 ** 0 1 1 0 0 0 0 1 1 0 0 0

119 120 Severe 0 1 1 0 0 0 0 1 1 0 0 0

120 121 ** 0 1 1 0 0 0 0 1 1 0 0 0

121 122 0 1 1 0 0 0 0 1 1 0 0 0

122 123 ** 0 1 1 0 0 0 0 1 1 0 0 0

123 124 ** 0 1 1 0 0 0 0 1 1 0 0 0

124 125 0 1 1 0 0 0 0 1 1 0 0 0

125 126 0 1 1 0 0 0 0 1 1 0 0 0

126 127 0 1 1 0 0 0 0 1 1 0 0 0

127 128 0 1 1 0 0 0 0 1 1 0 0 0

128 129 ** Severe 0 1 1 0 0 0 0 1 1 0 0 0

129 130 0 1 1 0 0 0 0 1 1 0 0 0

130 131 0 1 1 0 0 0 0 1 1 0 0 0

131 132 0 1 1 0 0 0 0 1 1 0 0 0

132 133 Severe raveling 0 1 1 0 0 0 0 1 1 0 1 0

133 134 ** 1 1 1 0 0 0 0 1 1 0 0 0

9



134 135 0 1 1 0 0 0 0 1 1 0 0 0

135 136 0 1 1 0 0 0 0 1 1 0 0 0

136 137 0 1 1 0 0 0 0 1 1 0 0 0

137 138 ** 0 1 1 0 0 0 0 1 1 0 0 0

138 139 0 1 1 0 0 0 0 1 1 0 0 0

139 140 ** 0 1 1 0 0 0 0 1 1 0 0 0

140 141 Severe 0 1 1 0 0 0 0 1 1 0 0 0

141 142 Severe 0 1 1 0 0 0 0 1 1 0 0 0

142 143 ** 0 1 1 0 0 0 0 1 1 0 0 0

143 144 Byers Cr. 0 1 1 0 0 0 0 1 1 0 0 0

144 145 0 1 1 0 0 0 0 1 1 0 0 0

145 146 0 1 1 0 0 0 0 1 1 0 0 0

146 147 Severe ** 0 1 1 0 0 0 0 1 1 0 0 0

147 148 Severe ** 0 1 1 0 0 0 0 1 1 0 0 0

148 149 Severe ** 0 1 1 0 0 0 0 1 1 0 0 0

149 150 1 1 1 0 0 0 1 1 1 0 0 0

150 151 Severe ** 0 1 1 0 0 0 0 1 1 0 0 0

151 152 Severe ** 0 1 1 0 0 0 0 1 1 0 0 0

152 153 Severe ** 0 1 1 0 0 0 0 1 1 0 0 0

153 154 Severe ** 0 1 1 0 0 0 0 1 1 0 0 0

154 155 Severe ** 0 1 1 0 0 0 0 1 1 0 0 0

155 156 Severe ** 0 1 1 0 0 0 0 1 1 0 0 0

156 157 0 1 1 0 0 0 0 1 1 0 0 0

157 158 0 1 1 0 0 0 0 1 1 0 0 0

158 159 1 1 1 0 0 0 1 1 1 0 0 0

10



159 160 1 1 1 0 0 0 1 1 1 0 0 0

160 161 1 1 1 0 0 0 1 1 1 0 0 0

161 162 0 1 1 0 0 0 0 1 1 0 0 0

162 163 0 1 1 0 0 0 0 1 1 0 0 0

163 164 0 1 1 0 0 1 0 1 1 0 0 1

164 165 0 1 1 0 0 1 0 1 1 0 0 1

165 166 0 1 1 0 0 1 0 1 1 0 0 1

166 167 0 1 1 0 0 1 0 1 1 0 0 1

167 168 ** 0 1 1 0 0 0 0 1 1 0 0 0

168 169 0 1 1 0 1 1 0 1 1 0 1 1

169 170 ** 0 1 1 0 1 1 0 1 1 0 1 1

170 171 ** 0 1 1 0 1 1 0 1 1 0 1 1

171 172 ** 0 1 1 0 1 1 0 1 1 0 1 1

172 173 ** 0 1 1 0 1 1 0 1 1 0 1 1

173 174 ** 0 1 1 0 1 1 0 1 1 0 1 1

174 175 ** 0 1 1 0 1 1 0 1 1 0 1 1

175 176 Severe ** 0 1 0 0 0 0 0 1 0 0 0 0

176 177 Severe ** 0 1 0 0 0 0 0 1 0 0 0 0

177 Hon. Br. Severe ** 0 1 0 0 0 0 0 1 0 0 0 0

Hon. Br. 180 Severe ** 0 1 0 0 0 0 0 1 0 0 0 0

180 181 Severe ** 0 1 0 0 0 0 0 1 0 0 0 0

181 182 Severe ** 0 1 1 0 0 0 0 1 1 0 0 0

182 183 Severe ** 1 1 0 1 0 0 1 1 0 1 0 0

184 184 Severe ** 0 1 0 0 0 1 0 1 0 0 0 1

184 EF Chul Br. 0 1 0 0 0 1 0 1 0 0 0 1

11



EF Chul Br. 186 0 1 0 0 0 0 0 1 0 0 0 0

186 Igloo 0 1 0 0 1 0 0 1 1 0 1 0

Igloo 192 Pot Hole 0 1 0 0 1 0 0 1 0 0 1 0

192 193 0 1 0 0 0 0 0 1 0 0 0 0

193 194 0 1 0 0 0 0 0 1 0 0 0 0

194 195 RR Crossing 0 1 0 0 0 0 0 1 0 0 0 0

195 196 0 1 0 0 0 0 0 1 0 0 0 0

196 197 0 1 0 0 0 0 0 1 0 0 0 0

197 198 0 1 0 0 0 0 0 1 0 0 0 0

198 199 0 1 0 0 0 0 0 1 0 0 0 0

199 200 0 1 0 0 0 0 0 1 0 0 0 0

200 201 0 1 0 0 0 0 0 1 0 0 0 0

201 202 0 1 0 0 0 0 0 1 0 0 0 0

202 203 0 1 0 0 0 1 0 1 0 0 0 1

203 204 1 1 0 0 0 1 1 1 0 0 0 1

204 205 1 1 0 0 0 1 1 1 0 0 0 1

205 206 Severe cracking 1 1 0 0 0 0 1 1 0 0 0 0






211 212 0 1 0 0 0 0 0 1 0 0 0 0

212 213 0 1 0 0 0 0 0 1 0 0 0 0

213 214 0 1 0 0 0 1 0 1 0 0 0 1

12



214 215 0 1 0 0 0 1 0 1 0 0 0 1

215 216 0 1 0 0 0 0 0 1 1 0 0 0

216 217 0 1 0 0 0 0 0 1 1 0 0 0

217 218 0 1 1 0 0 0 0 1 1 0 0 0

218 219 0 1 1 0 0 0 0 1 1 0 0 0

219 220 0 1 1 0 0 0 0 1 1 0 0 0

220 221 0 1 1 0 0 0 1 1 1 0 0 0

221 222 0 1 0 0 0 0 1 1 1 0 0 0

222 223 Severe ** 0 1 1 0 0 0 1 1 1 0 0 0

223 224 Severe ** 1 1 0 0 0 0 1 1 0 0 0 0

224 225 Severe ** 1 1 1 0 0 0 1 1 0 0 0 0

225 226 Severe ** 1 1 0 0 0 0 1 1 0 0 0 0

226 227 Severe ** 0 1 0 0 0 0 0 1 0 0 0 0

227 228 0 1 1 0 0 0 0 1 0 0 0 0

228 229 0 1 1 0 0 0 0 1 1 0 0 0

229 230 0 1 1 0 0 0 0 1 1 0 0 0

230 231 0 1 0 0 0 0 0 1 1 0 0 0

231 232 0 1 0 0 0 0 0 1 0 0 0 0

232 233 0 1 0 0 0 0 0 1 1 0 0 0

233 234 0 1 0 0 0 0 0 1 1 0 0 0

234 235 Severe ** 0 1 0 0 0 0 0 1 0 0 0 0

235 236 0 1 0 0 0 0 0 1 0 0 0 0

236 237 0 1 0 0 0 0 0 1 0 0 0 0



13



239 240 1 1 1 0 0 0 1 1 0 0 0 0

240 Fox Cr. 1 1 1 0 0 0 1 1 1 0 0 0

Fox Cr. 242 1 1 1 0 0 0 1 1 1 0 0 0

242 243 1 1 0 0 0 0 1 1 1 0 0 0

243 244 Bison Gultch 1 1 0 0 0 0 1 1 0 0 0 0

244 245 1 1 0 0 0 0 1 1 0 0 0 0

245 246 1 1 0 0 0 0 1 1 0 0 0 0

246 247 1 1 1 0 0 0 1 1 0 0 0 0

247 248 1 1 1 0 0 0 1 1 1 0 0 0

248 249 1 1 1 0 0 0 1 1 1 0 0 0

249 250 1 1 1 0 0 0 1 1 1 0 0 0

250 251 1 1 0 0 0 0 1 1 0 0 0 0

251 252 Severe ** 1 1 1 1 0 1 1 1 1 1 0 1

252 253 Severe ** 1 1 1 1 0 1 1 1 1 1 0 1

253 254 Severe ** 1 1 1 1 0 1 1 1 1 1 0 1

254 255 Severe ** 1 1 1 1 0 1 1 1 1 1 0 1

255 256 Severe ** 1 1 1 1 0 1 1 1 1 1 0 1

256 257 Severe ** 1 1 1 1 0 1 1 1 1 1 0 1

257 258 Severe ** 1 1 1 1 0 1 1 1 1 1 0 1

258 259 Severe ** 1 1 1 1 0 1 1 1 1 1 0 1

259 260 Severe ** 1 1 1 1 0 1 1 1 1 1 0 1

260 261 Severe ** 1 1 1 1 0 1 1 1 1 1 0 1




14



























289 290 Severe ** 1 1 0 0 0 0 1 1 0 0 0 0

15



290 290 Severe ** 1 1 0 0 0 0 1 1 0 0 0 0

291 292 Severe ** 1 1 1 0 0 0 1 1 1 0 0 0

292 293 Severe ** 1 1 1 0 0 0 1 1 0 0 0 0

293 294 Severe ** 1 1 0 0 0 0 1 1 0 0 0 0

294 295 Severe ** 1 1 0 0 0 0 1 1 1 0 0 0

295 296 Severe ** 1 1 1 0 0 0 1 1 0 0 0 0

296 297 Severe ** 1 1 1 0 0 0 1 1 1 0 0 0

297 298 Severe ** 1 1 0 0 0 0 1 1 0 0 0 0

298 299 Severe ** 1 1 0 0 0 0 1 1 0 0 0 0

299 300 Saw and Seal TC 1 1 0 0 0 0 1 1 0 0 0 0

300 301 Saw and Seal TC 1 1 0 0 0 0 1 1 0 0 0 0

301 302 Saw and Seal TC 1 1 0 0 0 0 1 1 0 0 0 0

302 303 Saw and Seal TC 1 1 0 0 0 0 1 1 0 0 0 0

303 305 Saw and Seal TC 0 1 0 0 0 0 0 1 0 0 0 0

305 306 Nenana Br. 0 1 0 0 0 0 0 1 0 0 0 0

306 307 1 1 0 0 0 0 1 1 0 0 0 0

307 308 1 1 0 0 0 0 1 1 0 0 0 0

308 309 RR Crossing 1 1 0 0 0 0 1 1 0 0 0 0

309 310 1 1 0 0 0 0 1 1 0 0 0 0

310 311 1 1 0 0 0 0 1 1 0 0 0 0

311 312 1 1 0 0 0 0 1 1 0 0 0 0

312 313 1 1 0 0 0 0 1 1 0 0 0 0

313 314 Bleeding Both Lanes 0 1 0 0 0 0 0 1 0 0 0 0



16








321 322 0 1 0 0 0 1 0 1 0 0 0 1

322 324 0 1 0 0 0 1 0 1 0 0 0 1

324 325 0 1 0 0 0 1 0 1 0 0 0 1

1.1.2 Possible Load Restriction Sites

From the information in the above table, compiled from the visual distress survey that

was performed on May 28th and 29th, 2003, there appear to be two possible locations that

should be investigated for possible load restriction sites. These locations are:

Possible Load Restriction Sites on the George Parks Highway (State Highway 3)

• From MP 239 to MP 251 → 12 miles

• From MP 299 to MP 313 → 14 miles

Total miles of pavement → 26 miles

These sections were located through the use of the visual distress survey only and other

characteristics, such as material properties, aggregate gradation and as-built drawings

should be investigated before load restrictions should be enforced or lifted.

17

Appendix B


HISTORICAL DATA COLLECTION

From MP 35 to MP 351

Prepared by:

D. Bush, P.E. and P. Tohme, E.I.T.

Dynatest Consulting


PSA No. Res-01-007

18

1. Introduction Historical data was gathered for the State of Alaska Parks Highway from milepost MP 35 to MP 351 except for five sections of roadway that had no as-built information due to pending or ongoing construction. These sections are: 1) MP 35 to MP 44, 2) MP 57 to MP 83, 3) MP 206 to MP 210, 4) MP 262 to MP 288, and 5) MP 325 to MP 351. The as-built information provided by Alaska DOT&PF is presented in the following table:

As-Built Pavement Information PARKS HIGHWAY - (Alaska Route 3)

From MP To MP Year Material Thickness (in.)

35 44 -- Being built this year or to be awarded next year --

1995 Asphalt Concrete, Type IIA 3 1995 CABC, D-1 6 44 52 1995 36" Selected Material, Type A 36 1997 Asphalt Concrete, Type IIA 3 1997 CABC, D-1 6 52 57 1997 36" Selected Material, Type A 36

57 83 -- Being built this year or to be awarded next year --

1985 Asphalt Concrete 1.5-2 1970 Asphalt Concrete 2 1970 CABC, D-1 6 1966 Subbase, Grading A 6

83 98

1966 Selected Material 18 1985 Asphalt Concrete 1.5-2 1971 Asphalt Concrete 2 1971 CABC, D-1 6 1966 Subbase, Grading A 6

98 104

1966 Selected Material 18 1990 Asphalt Concrete 2 1971 Asphalt Concrete 2 1971 CABC, D-1 6 1966 Subbase, Grading A 6

104 133

1966 Selected Material 18 1987 Asphalt Concrete 1.5 1971 Asphalt Concrete 1.5 1971 CABC, D-1 4.5 1969 Subbase, Grading B 6

133 165

1969 Selected Material, Type A 24

19

1986 Asphalt Concrete 2 165 195 1986 CABC, D-1 6 1972 Asphalt Concrete 1.5 195 206 1972 CABC, D-1 4.5

206 210 -- Ongoing Construction -- 1993 Asphalt Concrete 2 216 231 1993 CABC, D-1 6 1987 Asphalt Concrete 2 1987 CABC, D-1 6 231 232 1987 Subbase 6 1998 High Float Surf. Treatment 0.75 1987 Asphalt Concrete 2 1987 CABC, D-1 6 232 233

1987 Subbase 6 1987 Asphalt Concrete 2 1987 CABC, D-1 6 233 234 1987 Subbase 6 1998 High Float Surf. Treatment 0.75 1987 Asphalt Concrete 2 1987 CABC, D-1 6 234 236

1987 Subbase 6 1987 Asphalt Concrete 2 1987 CABC, D-1 6 236 241 1987 Subbase 6 1984 Asphalt Concrete 1.5 241 258 1984 CABC, D-1 4.5 1998 High Float Surf. Treatment 0.75 1984 Asphalt Concrete 1.5 258 261 1984 CABC, D-1 4.5

262 288 -- Ongoing construction -- Asphalt Concrete 2 288 305 1986 CABC, D-1 6

1986 Asphalt Concrete 2 305 325 1986 CABC, D-1 6 325 351 -- To be awarded --

20

The typical hot-mix asphalt used along the Parks Highway is Type II-Class A with an AC-5 binder. All construction and materials specifications are according to the AKDOT&PF Highway Standard Specifications. The sections built in the 1980's have no requirements for a job mix design listed in the Alaska DOT&PF Highway Standard Specification book and as of today no such information was possible to obtain from the projects records or Alaska DOT&PF personnel.

Deflection data information in the form of Excel spreadsheets and FWD data files were gathered for parts of Parks Highway. The following graph shows the deflection data available for the different years and respective MP sections.

Sections Under Construction

MP 35

1982

1983

1984

1987

1988

Y E A R

MILE POST (MP)

MP 355 MP 160

1996

MP 194

MP 176

MP 175 MP 195

MP 310

MP 315

MP 47

MP 349

MP 58 MP 123 MP 153 MP 190 MP 278 MP 308 MP 342

MP 351

MP 305

Deflection Data Available for Parks Highway

MP 44 MP 57 MP 83 MP 206 MP 210 MP 262 MP 288 MP 325 MP 351

21

2. Possible Load Restriction Sites

According to the information compiled from the visual distress survey that was performed on May 28th and 29th of 2003, and the as-built information available, there appear to be three possible locations that should be investigated for possible load restriction sites. These locations are:

• From MP 239 to MP 241 → 2 miles • From MP 241 to MP 251 → 10 miles • From MP 299 to MP 313 → 14 miles

Total miles of pavement → 26 miles The following table summarizes the location of the possible load restriction sites with their corresponding as-built information and deflection data available.

As-Built Information for the Possible Load Restriction Sites

Site Start MP End MP Year Material Binder Grade Year of FWD Testing Thickness (in)

Asphalt Concrete 2

CABC, D-1 6 1 239 241 1987

Subbase

AC-5 1982

6 Asphalt Concrete 1.5 2 241 251 1984

CABC, D-1 AC-5 1982

4.5 Asphalt Concrete 2 3 299 313 1986

CABC, D-1 AC-5 1982/1983/1987/1996

6

3. Technical Advisory Meeting

A meeting with the Alaska DOT&PF personnel will be held on October 13th 2003 to

discuss the analysis plan and the usefulness of the historical data collected including the

FWD data files.

22

Appendix C


INVESTIGATION OF POSSIBLE LOAD RESTRICTION SECTIONS

From MP 35 to MP 351

Prepared by:

D. Bush, P.E. and P. Tohme, E.I.T.

Dynatest Consulting


PSA No. Res-01-007

23

I. INTRODUCTION The objective of this task is to investigate the need for imposing load restriction on three sections along Parks Highway in The State of Alaska. The sections were determined according to the information compiled from the visual distress survey that was performed on May 28th and 29th of 2003, a meeting held with the Alaska DOT&PF personnel on October 13th and the as-built information available. The locations of the three sections with their respective as-built information are shown in Table 1. Table 1 – As-Built Information for the Possible Load Restriction Sections.

Section Start MP

End MP Year Material Binder

Grade Year of FWD

Testing Thickness

(in) Asphalt Concrete 2 184 195 1986

CABC, D-1 AC-5 1996

6 Asphalt Concrete 1.5

1 195 205 1972

CABC, D-1 AC-5 1982

4.5 Asphalt Concrete 2

CABC, D-1 6 239 241 1987 Subbase

AC-5 1982 6

Asphalt Concrete 1.5 2

241 251 1984 CABC, D-1

AC-5 1982 4.5

Asphalt Concrete 2 3 299 313 1986

CABC, D-1 AC-5 1982/1983/1987/1996

6

The asphalt concrete layer for all sections was 1.5 inches thick prior to 1985. After 1985, with the actual year for each section indicated in Table 1, the 1.5-inch thick asphalt concrete layer was replaced with a 2-inch thick layer. As a result, the 1982 data was analyzed with a 1.5-inch asphalt concrete layer and the 1996 data was analyzed with a 2-inch asphalt concrete layer.

II. DISCUSSION OF ANALYSES All data was analyzed using the Dynatest ELMOD backcalculation and rehabilitation design program, which is one of the programs used by Alaska DOT&PF for NDT deflection analysis and design. This uses the so-called "analytical-empirical" method-ology, in a specially developed software package developed by Dynatest to do the task in the most accurate, correct and efficient manner available. The design equivalent number of 18-kip single axle loads per year, i.e. (ESAL's)/yr. used in the analyses and shown in Table 2 are derived from the cumulative ESAL's to year

24

2023. The cumulative ESAL's for the design period are calculated from the ESAL's of year 2001 provided by Alaska DOT&PF assuming a 2.5% growth factor. Table 2 – Traffic Information used in the Analyses.

Parks Highway From To FWD Data (year)

Design Eq.# 18-kip (axles/yr.)

1982 55,354 Section 1 MP184 MP205

1996 64,245

1982 87,852 Section 2 MP239 MP251

1996 101,963

1982 62,390 Section 3 MP299 MP313

1996 72,411

For purposes of the ELMOD analyses of the pavement, the most important equations and parameters assumed for the climatic zone and material conditions found in the interior region of Alaska are the following:

1) Five seasons assumed, of varying lengths, with a six-week thaw period, as shown

in 3) below. 2) Maximum effective pavement temperature occurs during Week No. 29, in July=

105°F. 3) Seasonal variation of the unbound materials is based on a seasonal factor

approach. These are as follows:

Seasonal Factor Winter Thaw 1 Thaw 2 Summer/Fall Winter

Duration (Wks) 13 3 3 25 8 Base 10 0.4 0.8 1 10

Subbase 10 0.6 0.5 1 10 Subgrade 10 0.6 0.5 1 10

These values are based on backcalculated moduli from 1982 seasonal monitoring FWD data provided by Alaska DOT & PF for the Parks Highway, as well as consideration of the 1996 thaw damage research project FWD data. 4) Design standard single axle load = 18,000 lbf (18 kip ESAL). 5) Ratio between static and dynamic (effective) load = 1.2 (dynamic load factor).

25

6) Design tire pressure = 110 psi. 7) The flexible pavement design fatigue failure criterion ("structural" failure, fatigue

cracking in AC) used in the analyses was:

( ) ( ) 259.0304.0

6 1101162 −−××= EN

hε

where: =N No. of equiv. 18-kip axle loads =hε Tensile strain at bottom of AC

=E AC Modulus (ksi)

This is the Asphalt Institute equation with C = 1.

8) Permissible stress on all unbound materials ("functional" failure, roughness related):

( ) ( )Cv EN 2.2310017.0

307.0

6 ××=−

σ

where: =N No. of equiv. 18-kip axle loads =vσ Vertical Compressive Stress at Top of Layer (ksi)

=E Unbound Material Modulus (ksi) =C 1.16 if E<23.2; otherwise C=1

This is based on a relationship developed from Danish and AASHO Road Test data with a Regional Factor of 2.75, as indicated in the Alaska DOT Manual for Flexible Pavement Design. It is also used in the Alaska Flexible Pavement Design 2002 program.

Note that, in the analyses, the air temperatures measured during FWD testing are considered representative of the AC layer temperature.

The above assumptions and algorithms have been obtained from various sources, as indicated. It should be recognized, however, that they are not necessarily perfectly calibrated, since ample field experience and long-term calibration have not been obtained in Alaska at this time. In any case, however, the results obtained through this mechanistic/empirical pavement design method should at least indicate the relative performance characteristics of the pavement features investigated.

26

III. MECHANISTIC ANALYSES RESULTS The mechanistic analyses results show that functional failure, related to roughness generated from unbound material rutting, governs for all three sections over the design period. However, Alaska DOT & PF personnel are interested in determining the structural adequacy of the sections without imposing load restrictions. For this reason the functional failure criterion was excluded from the analyses. From the limited and old data available, all three sections require an overlay for the estimated proposed traffic information shown in Table 2. Also, the actual overlay placed on these sections at some time after the FWD testing was conducted, as indicated from the as-built information, is less than the calculated overlay requirement. Only section 3 from MP 306.1 to 310.7 has data from 1982 as well as 1996, and thus the consistency of the calculated overlay requirement can be evaluated from those two data sets. The 84th percentile overlay required to year 2023 from MP 306.1 to 310.7 is 4.5 and 3.4 inches from the 1982 and 1996 data respectively. In 1986 the existing 1.5 inches of asphalt concrete was removed and replaced by a 2-inch thick AC layer, which is noted as a 0.5-inch overlay in Table 3. This suggests that the 1982 overlay requirement can be reduced from 4.5 to 4 inches to year 2023, if one assumes that the new 2-inch layer is equal to the old 1.5-inch layer with a 0.5-inch overlay. This, of course, ignores the fact that the new 2-inch layer removes any damage that had accumulated in the old 1.5-inch layer. The 1996 overlay requirement is 3.4 inches, which is comparable to the 4 inch overlay from the 1982 data, with the slight reduction of 0.6 inches consistent with the fact that the 2 inch pavement placed in 1986 would be less damaged than the 1.5 inch layer that was replaced. Table 3 – Overlay Requirements and As-Built information for the Possible Load

Restriction Sections.

Overlay (in) 1) As-built InformationSections Start MP End MP FWD Data

(year) Average Std. Dev. 84th %ile Year Overlay (in)199.4 200.9 3.0 1.2 4.2 n/a 2) n/a 2) 200.9 205.0

1982 2.3 1.6 3.9 n/a 2) n/a 2) 1

185.6 192.3 1996 1.3 0.5 1.8 n/a 2) n/a 2) 239.0 241.1 4.7 0.7 5.4 1987 0.5241.1 245.7 3.3 0.7 4.0 n/a 2) n/a 2) 2 245.7 251.0

1982 0.2 0.7 0.9 n/a 2) n/a 2)

299.0 303.3 1.0 1.5 2.5 1986 0.5 303.3 309.3 1.7 1.8 3.5 1986 0.5 309.3 313.0

1982 3.5 1.0 4.5 1986 0.5

3

306.1 310.7 1996 2.7 0.7 3.4 n/a 2) n/a 2)

Notes: 1) Based on the fatigue failure criterion for the Asphalt Concrete layer. 2) n/a indicates no rehabilitation activity after the FWD data was collected.

27

Based on these analyses, it appears that the three sections are structurally inadequate for the estimated traffic without using load restrictions during spring thaw. However, the application of an overlay could make the sections suitable for not using load restrictions. The overlays shown in Table 3 show relative overlay requirements for load restriction removal. However, as discussed in Section IV below, there are some questions about the deflection data due to age and file re-generation, and actual overlay requirements should be based on more current FWD data.

IV. CONCLUDING REMARKS The overlays from Table 3 for the different sections can be used only to determine the approximate relative structural capacity of the pavement, and does not provide the actual thickness that would be required to carry the estimated traffic. This is due to the limited data available, and the extremely long-term projection of 41 years from 1982. It should be kept in mind that the data available for these analyses is, at best, marginal. The original FWD data files were no longer available, and FWD files were re-generated from Excel spreadsheets provided by Alaska DOT & PF. The spreadsheets do not contain all of the data typically measured during FWD testing, so the re-generated FWD files are not duplicates of the original files. This compromises the analyses performed, since some of the assumptions made regarding the data may be incorrect. However, for the one section that had both 1982 and 1996 data, the results of the analyses appeared reasonably consistent between the two data sets. As a result, it appears that the analyses are reasonable in terms of probable relative performance of the sections analyzed. For a definitive design overlay calculation more recent FWD data is necessary Also, rehabilitation carried out in the past other than those noted by the as-built information would also alter the results of the analyses.

28

Appendix D


LOCATION MAPS

FOR

POSSIBLE LOAD RESTRICTION SECTIONS

Prepared by:

Dynatest Consulting

PSA No. Res-01-007

© 2000 DeLorme. Street Atlas USA; © 2000 GDT, Inc., Rel. 04/2000 © 2000 DeLorme. Street Atlas USA; © 2000 GDT, Inc., Rel. 04/2000 © 2000 DeLorme. Street Atlas USA; © 2000 GDT, Inc., Rel. 04/2000 © 2000 DeLorme. Street Atlas USA; © 2000 GDT, Inc., Rel. 04/2000 © 2000 DeLorme. Street Atlas USA; © 2000 GDT, Inc., Rel. 04/2000

2

2

23

6

6

8

8

8

AuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAurora

North PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth Pole

Cleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary Summit

ChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanika

FoxFoxFoxFoxFoxFoxFoxFoxFoxFoxFoxFoxFoxFoxFoxFoxFox

OlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnes

EsterEsterEsterEsterEsterEsterEsterEsterEsterEsterEsterEsterEsterEsterEsterEsterEster

StandardStandardStandardStandardStandardStandardStandardStandardStandardStandardStandardStandardStandardStandardStandardStandardStandard

CantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwell

HealyHealyHealyHealyHealyHealyHealyHealyHealyHealyHealyHealyHealyHealyHealyHealyHealy

NenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenana

MintoMintoMintoMintoMintoMintoMintoMintoMintoMintoMintoMintoMintoMintoMintoMintoMinto

ClearClearClearClearClearClearClearClearClearClearClearClearClearClearClearClearClear


Manley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot Springs

GlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacier

Bonanza Creek Experimental Forest

Ft WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt Wainwright

FAIFAIFAIFAIFAIFAIFAIFAIFAIFAIFAIFAIFAIFAIFAIFAIFAI

UMMUMMUMMUMMUMMUMMUMMUMMUMMUMMUMMUMMUMMUMMUMMUMMUMM

Section 2MP245.7 to MP251.0









Alaska Parks Highway

Load Restriction Sections


2

2

23

6

6

8

8

8

Manley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot SpringsManley Hot Springs

Bonanza Creek Experimental Forest

ClearClearClearClearClearClearClearClearClearClearClearClearClearClearClearClearClear


NenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenanaNenana

StandardStandardStandardStandardStandardStandardStandardStandardStandardStandardStandardStandardStandardStandardStandardStandardStandard

EsterEsterEsterEsterEsterEsterEsterEsterEsterEsterEsterEsterEsterEsterEsterEsterEster


FAIFAIFAIFAIFAIFAIFAIFAIFAIFAIFAIFAIFAIFAIFAIFAIFAI

Ft WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt WainwrightFt Wainwright

OlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnesOlnes

FoxFoxFoxFoxFoxFoxFoxFoxFoxFoxFoxFoxFoxFoxFoxFoxFox

North PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth PoleNorth Pole

ChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanikaChatanika

AuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAuroraAurora

Cleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary SummitCleary Summit

GlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacierGlacier

UMMUMMUMMUMMUMMUMMUMMUMMUMMUMMUMMUMMUMMUMMUMMUMMUMM

CantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwellCantwell

HealyHealyHealyHealyHealyHealyHealyHealyHealyHealyHealyHealyHealyHealyHealyHealyHealy











Load Restriction Sections


3

3

8

3

3

3

3

3

3

CantwellCantwellCantwellCantwellCantwell

Cantwell Glacier

Summit Lake

Edes Lake

Drashner Lake

Chulitna River

East Fork Chulitna River

Foggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy Pass

Broad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad Pass

ColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColorado

MP200.9 to MP205.0 Overlay Avg.= 2.3 inStd. Dev.= 1.6 in84th %ile= 3.9 in IRIRange (in/mi)= 0-127 Latest Date of Reconstruction: 1972

MP199.4 to MP200.9 Overlay Avg.= 3.0 inStd. Dev.= 1.2 in84th %ile= 4.2 in IRIRange (in/mi)= 65-127 Latest Date of Reconsruction: 1972

MP185.6 to MP192.3 OverlayAvg.= 1.3 inStd. Dev.= 0.5 in84th %tile = 1.8 in IRIRange (in/mi)= 65-127 Latest Date of Reconstruction: 1986


Section 1

Overlay Requirements


3

3

8

3

3

3

3

3

3

Cantwell Glacier

Foggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy PassFoggy Pass

CantwellCantwellCantwellCantwellCantwell

Summit Lake

Edes Lake

Drashner Lake

Chulitna River

ColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColoradoColorado

East Fork Chulitna River

Broad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad PassBroad Pass

MP200.9 to MP205.0 Overlay Avg.= 2.3 inStd. Dev.= 1.6 in84th %ile= 3.9 in IRIRange (in/mi)= 0-127 Latest Date of Reconstruction: 1972

MP199.4 to MP200.9 Overlay Avg.= 3.0 inStd. Dev.= 1.2 in84th %ile= 4.2 in IRIRange (in/mi)= 65-127 Latest Date of Reconsruction: 1972

MP185.6 to MP192.3 OverlayAvg.= 1.3 inStd. Dev.= 0.5 in84th %tile = 1.8 in IRIRange (in/mi)= 65-127 Latest Date of Reconstruction: 1986


Section 1



3

3

3

3

3

3

3

3

HealyHealyHealyHealyHealy

Otto Lake

Healy Creek Moody Creek

Nenana River

Yanert Fork

Jumb

Dora Peak 5

Mt Fellows 4476'

Walker Dome 3941'

Mc Kinley Park

Healy River

Lignite

UsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelli

SuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntrana

LagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoon

MoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoody

GarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarner

STAMPEDE R

D

LIG

NIT

E R

D

HEALY RD

HEAL

Y RD

OTTO

LAKE RD

HEALY RD

MC KINLEY PARK RD

RD

MC KINLEY PARK RD

MC KINLEY PARK RD

Nenana River

Nenana River

Nenana River

Nenana River

Nenana

River

MP245.7 to MP251.0 OverlayAvg.= 0.2 inStd. Dev.= 0.7 in84th %tile= 0.9 in IRIRange (in/mi)= 65-190Latest Date of Reconstruction: 1984

MP241.1 to MP245.7 OverlayAvg.= 3.3 inStd. Dev.= 0.7 in84th %ile= 4.0 in IRIRange (in/mi)= 65-190Latest Date of Reconstruction: 1984



Section 2



STAMPEDE R

D

3

Nenana River

LIG

NIT

E R

D

3

3 Nenana RiverHEALY RD

HEAL

Y RD

OTTO

LAKE RD

3

Nenana River

HEALY RD

3

3

MC KINLEY PARK RD

RD

MC KINLEY PARK RD

Nenana River

MC KINLEY PARK RD

3

Nenana

River

3

Lignite

Walker Dome 3941'Jumb

Otto Lake

Healy River

Healy Creek Moody Creek

GarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarnerGarner

MoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoodyMoody

HealyHealyHealyHealyHealyUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelliUsibelli

SuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntranaSuntrana

Dora Peak 5

Mc Kinley Park

Nenana River

Yanert ForkLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoonLagoon

Mt Fellows 4476'

MP245.7 to MP251.0 OverlayAvg.= 0.2 inStd. Dev.= 0.7 in84th %tile= 0.9 in IRIRange (in/mi)= 65-190Latest Date of Reconstruction: 1984




Section 2



3

3

3

3

3

3

3

StStStStSt

NenanaNenanaNenanaNenanaNenana

ClearClearClearClearClearAndersonAndersonAndersonAndersonAnderson

Section HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection House

DunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbar

BergBergBergBergBergBergBergBergBergBergBergBergBergBergBergBergBerg

JuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJulius

Clear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear Mews

North NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth Nenana

Goldstream

Creek

Nenana River

Goldstream Cree

k

Golds

tream

Cre

ek

Teklanika River

Nenana River

Nenana River

Teklanika River

MP299.0 to MP303.3 OverlayAvg.= 1.0 inStd. Dev.= 1.5 in 84th %ile= 2.5 in IRIRange (in/mi)= 65-190Latest Date of Reconstruction: 1986




Section 3



Goldstream

Creek

Nenana River

3

3

Goldstream Cree

k

Golds

tream

Cre

ek

3

3

3

Teklanika River

Nenana River

Nenana River

Teklanika River

3

3

North NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth NenanaNorth Nenana

BergBergBergBergBergBergBergBergBergBergBergBergBergBergBergBergBerg

NenanaNenanaNenanaNenanaNenana

DunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbarDunbar

StStStStSt

Section HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection HouseSection House

JuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJuliusJulius

ClearClearClearClearClearAndersonAndersonAndersonAndersonAnderson

Clear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear MewsClear Mews

MP299.0 to MP303.3 OverlayAvg.= 1.0 inStd. Dev.= 1.5 in 84th %ile= 2.5 in IRIRange (in/mi)= 65-190Latest Date of Reconstruction: 1986




Section 3


Research & Technology Transfer · 2004. 5. 5. · VA 22202-4302, and to the Office of Management...

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Transcript of Research & Technology Transfer · 2004. 5. 5. · VA 22202-4302, and to the Office of Management...