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From page 50... ... 50 6.1 The Mechanistic-Empirical Pavement Design Guide The MEPDG (AASHTO 2015) is the current recommended method for the structural design of heavily trafficked pavements in the United States. Read the entire page →
From page 51... ... Performance Evaluation 51 6.2 Initial Comparisons 6.2.1 Analysis Scenarios Two rehabilitation scenarios having equivalent structural capacity were designed to evaluate HMA versus cold-recycled material performance. The two pavement structures are shown in Figure 40. Read the entire page →
From page 52... ... 52 Material Properties of Cold In-Place Recycled and Full-Depth Reclamation Asphalt Concrete Pavement ME Design software (Version 2.0) Read the entire page →
From page 53... ... Performance Evaluation 53 exhibited higher laboratory-measured permanent strains in comparison to the other materials. The Maine project (15-1003) Read the entire page →
From page 54... ... 54 Material Properties of Cold In-Place Recycled and Full-Depth Reclamation Asphalt Concrete Temperature Dynamic Modulus (psi) 25 Hz 10 Hz 5 Hz 1 Hz 0.5 Hz 0.1 Hz 14°F 811,952 753,611 709,019 605,319 561,177 461,749 40°F 912,834 856,773 813,384 710,483 665,744 562,612 70°F 545,097 488,271 446,547 355,300 318,943 242,589 100°F 278,091 236,651 207,977 150,492 129,610 89,589 130°F 196,731 163,746 141,519 98,585 83,582 55,849 Table 14. Read the entire page →
From page 55... ... Performance Evaluation 55 Temperature Dynamic Modulus (psi) 25 Hz 10 Hz 5 Hz 1 Hz 0.5 Hz 0.1 Hz 14°F 926,778 862,526 812,585 693,861 642,325 524,408 40°F 1,032,195 972,539 925,525 811,263 760,450 640,975 70°F 623,417 556,082 506,190 396,141 352,112 259,894 100°F 308,060 257,624 222,928 154,384 130,026 84,692 130°F 205,122 166,312 140,578 92,298 76,050 47,279 Table 16. Read the entire page →
From page 56... ... 56 Material Properties of Cold In-Place Recycled and Full-Depth Reclamation Asphalt Concrete Temperature Dynamic Modulus (psi) 25 Hz 10 Hz 5 Hz 1 Hz 0.5 Hz 0.1 Hz 14°F 1,071,198 1,037,336 1,010,164 941,923 910,367 832,404 40°F 1,122,287 1,092,240 1,067,996 1,006,561 977,875 906,204 70°F 898,442 854,246 819,495 735,019 697,311 607,839 100°F 683,188 632,276 593,431 503,380 465,194 379,587 130°F 545,072 494,033 455,994 370,944 336,258 261,676 Table 18. Read the entire page →
From page 57... ... Performance Evaluation 57 To derive the rutting calibration coefficients, the MEPDG rutting model was fit to the measured laboratory RLPD test results. The MEPDG rutting model is as follows: 10 (6) Read the entire page →
From page 58... ... 58 Material Properties of Cold In-Place Recycled and Full-Depth Reclamation Asphalt Concrete The process uses the concept of reduced load cycles and reduced intercept, similar to the way dynamic modulus testing uses the concept of reduced frequencies: [ ] Read the entire page →
From page 59... ... Performance Evaluation 59 Strain ratio = ε ε at 20°C . Delaware CIR Mixture (Positive temperature coeﬃcient kr2) Read the entire page →
From page 60... ... 60 Material Properties of Cold In-Place Recycled and Full-Depth Reclamation Asphalt Concrete under confined conditions while the dynamic modulus test is performed under unconfined conditions. Previous researchers have shown that there can be significant differences between confined and unconfined dynamic modulus values, especially at the high temperatures of the RLPD test (Seo et al. Read the entire page →
From page 61... ... Performance Evaluation 61 typical confined versus unconfined dynamic modulus master curves for a cold-recycled material as determined using this procedure. A recommendation for future research is to either measure confined dynamic modulus directly for the cold-recycled materials or have resilient strain reported directly during RLPD testing using the AMPT. Read the entire page →
From page 62... ... 62 Material Properties of Cold In-Place Recycled and Full-Depth Reclamation Asphalt Concrete Project (Mixture) k1 k2 k3 13-1093 3.72E-07 3.3054 0.340 13-1111 1.61E-09 4.5055 0.530 13-1112 4.47E-03 1.5668 0.366 13-1113 5.62E-02 0.9332 0.304 13-1114 1.88E-01 0.7226 0.314 13-1115 1.59E+01 0.0687 0.027 13-1116 2.97E+00 0.2029 0.071 13-1117 6.06E-03 1.4279 0.126 13-1124 3.15E+00 0.1545 0.149 13-1127 2.11E+00 0.0968 0.155 14-1001 3.01E-04 2.1380 0.362 14-1002 1.73E-16 7.3551 0.705 14-1003 3.87E-03 1.5091 0.279 14-1011 2.92E-03 1.3187 0.183 14-1025 2.73E-02 1.1658 0.346 14-1026 3.03E-04 2.1724 0.413 14-1027 1.06E+00 0.5540 0.181 14-1028 3.17E-01 0.6648 0.118 14-1055 1.99E-08 4.0716 0.470 14-1057 2.39E-02 1.2063 0.140 14-1058 3.88E+00 0.2544 0.156 14-1062 5.58E-01 0.5587 0.168 15-1002 7.48E-05 2.3050 0.383 15-1003 4.47E+00 0.1373 0.159 Table 22. Read the entire page →
From page 63... ... Performance Evaluation 63 the underlying existing HMA material. From Figure 48, the predicted rutting performance for the CCPR materials from Maine and the CIR materials from San Jose, California, were similar or better to that predicted for the HMA inlay scenario. Read the entire page →
From page 64... ... 64 Material Properties of Cold In-Place Recycled and Full-Depth Reclamation Asphalt Concrete materials would be used in a real pavement structure, but the approximation permits a better comparison of the FDR performance to the other cold-recycled materials.) The predicted asphalt rutting results are summarized in Figures 49 through 51; the asphalt rutting includes the contributions from all of the bituminous layers -- surface HMA, cold-recycled/ HMA overlay, and additional rutting from underlying existing HMA layer. Read the entire page →
From page 65... ... Performance Evaluation 65 Figures 49 through 51. The program algorithms of the Pavement ME Design software were unable to fit master curves to the input laboratory-measured dynamic modulus data for these projects; consequently, these projects could not be analyzed. Read the entire page →
From page 66... ... 66 Material Properties of Cold In-Place Recycled and Full-Depth Reclamation Asphalt Concrete Figure 52. Predicted rutting: Arizona weather. Read the entire page →
From page 67... ... Performance Evaluation 67 wearing course thickness. It can be concluded that, as long as HMA wearing course thickness is above some threshold -- approximately 2 in. Read the entire page →
From page 68... ... 68 Material Properties of Cold In-Place Recycled and Full-Depth Reclamation Asphalt Concrete correlated with higher predicted rutting, followed by the RLPD intercept and, in two cases, by the E* lower shelf. Read the entire page →

From page 50...

... 50 6.1 The Mechanistic-Empirical Pavement Design Guide The MEPDG (AASHTO 2015) is the current recommended method for the structural design of heavily trafficked pavements in the United States.