Modification of Dynamic Modulus Predictive Models for Asphalt ...

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← 6.8 mi → ←1.0 mi→ ← 4.7 mi → concrete pavement. The demonstration project was developed to evaluate the performance of incorporation of RAS and warm mix asphalt in asphalt concrete pavements. Three test sections were constructed as shown in Figure 26. The control section used a hot mix asphalt containing 15% fractionated recycled asphalt pavement (FRAP). Test section 2 used the same hot mix asphalt with 3% RAS. A foaming method was applied to produce warm mix asphalt which is laid down in test section 3. The test section 3 also contains 3% RAS. The same aggregate gradation was designed for different test sections as shown in Figure 27. The sieve analysis results are summarized in Table 9. A PG 70-22 asphalt was selected as the virgin binder. The design binder content was 6.2%. Test sections containing 3% RAS used 5.4% virgin binder content to achieve the design total binder content. Indiana US Route 6 Eastbound Lane ↓Ligonier Westbound Lane ↑Nappanee Test Section 3 WMA Test Section 2 HMA ←1.1 mi→ Control Section 1(b) HMA Control Section 1(a) HMA ← 12' → ← 12' → Figure 26: Plan View of Indiana Demonstration Project Test Sections [35] 51
Percent Passing, % Table 9: Indiana Demonstration Project Sieve Analysis Results %PASS SIEVE Control Mix 3% RAS HMA 3% RAS WMA 1" 100.0 100.0 100.0 3/4" 100.0 100.0 100.0 1/2" 100.0 99.9 100.0 3/8" 96.6 94.6 96.0 #4 75.7 72.1 73.5 #8 53.7 50.1 51.5 #10 49.5 46.3 47.7 #16 35.8 33.6 34.3 #30 22.2 21.2 21.2 #40 16.1 15.9 15.7 #50 10.5 10.9 10.7 #100 3.8 4.4 4.2 #200 0.5 0.6 0.6 100.0 90.0 80.0 70.0 60.0 50.0 Control Points 40.0 Restricted Zone 30.0 Maximum Density Line 20.0 10.0 0.0 0.000 1.000 2.000 3.000 4.000 5.000 Sieve Size^0.45 Power, mm Figure 27: Aggregate Gradation 0.45 Power Chart for Indiana Demonstration Project 52
Page 1 and 2: Modification of Dynamic Modulus Pre
Page 3 and 4: CHAPTER 5: CONCLUSIONS AND RECOMMEN
Page 5 and 6: Table 36: Project Effect Calibratio
Page 7 and 8: Figure 38: G* Master Curve for Asph
Page 9 and 10: ACKNOLEDGEMENTS I would like to exp
Page 11 and 12: CHAPTER 1: INTRODUCTION BACKGROUND
Page 13 and 14: well-known procedures among them. T
Page 15 and 16: and Hirsch Models (Chapter 4), and
Page 17 and 18: Table 1. The percentages in Table 1
Page 19 and 20: The binder grading results showed b
Page 21 and 22: maximum stress, and maximum strain
Page 23 and 24: Gyratory Compactor (SGC) is used to
Page 25 and 26: Figure 3: Master Curve Construction
Page 27 and 28: The penetration viscosities were us
Page 29 and 30: V 1S V 2S Va ’ Vc Vv V m V 1P V 2
Page 31 and 32: Previous Evaluation of the Witczak
Page 33 and 34: Figure 6: Master Curve Comparison f
Page 35 and 36: Figure 9: Summary of Percent Error
Page 37 and 38: Figure 12: Measured Values vs. Pred
Page 39 and 40: Figure 15: Comparison of Values Usi
Page 41 and 42: Effects of Fibers on Asphalt Concre
Page 43 and 44: Project Mix Number Table 5: Experim
Page 45 and 46: 500' 500' 500' 500' 500' 500' 500'
Page 47 and 48: Iowa DOT Demonstration Project The
Page 49 and 50: Percent Passing, % Table 7: Iowa De
Page 51: Percent Passing, % 100.0 90.0 80.0
Page 55 and 56: Figure 28: Universal Testing Machin
Page 57 and 58: shear stress to achieve a preset st
Page 59 and 60: ORIGINAL MODEL EVALUATION A total n
Page 61 and 62: Witczak 2006 Model Predicted Dynami
Page 63 and 64: Hirsch Model Predicted Dynamic Modu
Page 65 and 66: Table 13: ANOVA Table for Hirsch Mo
Page 67 and 68: MN vs. MO Yes 0% vs. 4% Yes MN vs.
Page 69 and 70: Table 16: Volumetric Properties of
Page 71 and 72: | | where η = viscosity (Poise), |
Page 73 and 74: G*, Pa G*, Pa temperatures. As show
Page 75 and 76: Phase Angle 75 65 55 45 35 25 15 37
Page 77 and 78: (| | ) ( ( )) where | | = dynamic s
Page 79 and 80: calibration variable D IN, D IA , D
Page 81 and 82: Table 21: Regression Results of 0%-
Page 83 and 84: Modified Witczak Model Predicted Dy
Page 85 and 86: Modified Witczak Model Predicted Dy
Page 87 and 88: Table 22: Regression Results of RAS
Page 89 and 90: decreasing with increasing RAS cont
Page 91 and 92: CP1 IN , CP1 IA , CP1 MN , CP1 MO =
Page 93 and 94: Equation 34. where P 1 c = modified
Page 95 and 96: MODIFIED MODEL EVALUATION The afore
Page 97 and 98: Dynamic modulus E*, psi Dynamic mod
Page 99 and 100: Dynamic modulus E*, psi Dynamic mod
Page 101 and 102: Model Predicted E*, psi Model Predi
Page 103 and 104:
Model Predicted E*, psi Model Predi
Page 105 and 106:
Page 107 and 108:
are larger than the variability of
Page 109 and 110:
Dynamic modulus E*, psi Dynamic mod
Page 111 and 112:
Dynamic modulus E*, psi 10000000 10
Page 113 and 114:
Page 115 and 116:
5%, and 6% RAS contents. The δ cal
Page 117 and 118:
0.1 0.05 3% RAS 5% RAS 6% RAS 0 -0.
Page 119 and 120:
Table 29: Coefficient Correlation C
Page 121 and 122:
1.5 1 0.5 0 -0.5 -1 -1.5 6% RAS -2
Page 123 and 124:
Table 31: 2006 Witczak Modification
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10000 8000 6000 4000 3% RAS 4% RAS
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dummy variables. A statistical anal
Page 129 and 130:
Table 32: Project Effect Calibratio
Page 131 and 132:
Table 36: Project Effect Calibratio
Page 133 and 134:
REFERENCES [1] New Hampshire Depart
Page 135 and 136:
[26] D. W. Christen and D. A. Ander
Page 137 and 138:
Table 39: Dynamic Modulus Test Resu
Page 139 and 140:
Page 141 and 142:
Page 143 and 144:
Page 145 and 146:
Page 147 and 148:
Page 149 and 150:
APPENDIX B: DSR TEST RESULTS Table
Page 151 and 152:
APPENDIX C: DSR FREQUENCY SWEEP TES
Page 153 and 154:
Mix Temp. Freq. BC-21 BC-23 BC-24 B
Page 155 and 156:
Mix Temp. Freq. BC-27 BC-28 BC-29 B
Page 157:
29 1.585 2773000 52.32 4360000 47.8
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