Laboratory evaluation of aging for asphalt-aggregate mixtures

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Chemical Composition Associated Phas Solvent Phase Molecular Associations Figure 2.1. Chemistry physical property performance relationships 1 Physical Properties Pavement Performance
hence avoid cracking must be totally within the viscoelastic binder. However, aggregates may have various coefficients of thermal expansion, and hence contribute differentially to the overall contraction of pavement. So variation in aggregate may have an effect on the overall problem of thermal cracking. Presuming that the binder is totally responsible for the creep properties, some chemical property or set of properties of the binder is (are) responsible for the variation in flow properties among different asphalts. Table 2.1. Ranking of high temperature permanent deformation and rutting by SEC-tan delta Asphalt Type Expected Performance AAM-1 Excellent Resistance AAK -1 . AAE . AAS-1 Very Good Resistance . AAH AAD-1 AAB-1 AAW AAJ AAA-1 Good Resistance AAN . AAX AAF-1 Fair Resistance AAC-1 . . AAZ AAV Poor Resistance . AAG-1 ABD Little or No Resistance 6
Page 1 and 2: An Abstract of the Thesis of Daniel
Page 3 and 4: Master of Science thesis of Daniel
Page 5 and 6: Table of Contents 1.0 Introduction
Page 7 and 8: Table of Contents (Continued) 6.2 R
Page 9 and 10: List of Tables Table 2.1. Ranking o
Page 11 and 12: Appendix D Appendix F Figure D.1. F
Page 13 and 14: Appendix A Appendix B Appendix C Ap
Page 15 and 16: 1.2 Purpose The purpose of this rep
Page 17: any given set of physical propertie
Page 21 and 22: Viscous flow implies that the elast
Page 23 and 24: 2.1.4 Aging Aging of asphalt is a c
Page 25 and 26: x a) -0 c ..... 0) c .ii) .ct 70- 6
Page 27 and 28: Table 2.4. Ranks of moisture damage
Page 29 and 30: 2) Laboratory Flexural Beam Fatigue
Page 31 and 32: Table 2.7. Ranking of asphalts in l
Page 33 and 34: Table 2.10. Ranking of SHRP tank as
Page 35 and 36: 2.3 Auburn University A003B The fol
Page 37 and 38: Aagi . The aging of asphalt in a ro
Page 39 and 40: is termed net adsorption. The net a
Page 41 and 42: 1.8 (mg/g) 1.6 AAD-1 AAK-1 I AAM-1
Page 43 and 44: 3.3 Aging Methods 3.3.1 No Aging Th
Page 45 and 46: Table 3.3. Materials used Aggregate
Page 47 and 48: procedure. A thorough explanation o
Page 49 and 50: 4.1.3 Adjustment of Modulus Data To
Page 51 and 52: Table 4.1 (continued). Modulus data
Page 59 and 60: AGGREGATE - RC AGGREGATE - RH LOW P
Page 61 and 62: MODULUS RATIO 5 4 3 2 1 AGGREGATE -
Page 63 and 64: 5.1 Statistical Analysis 5.0 Analys
Page 65 and 66: 5.2.1 Comparison of Mix Aging by Sh
Page 67 and 68: Table 5.1. Short-term rankings by a
Page 69 and 70:
Table 5.3. Long-term aging by low p
Page 71 and 72:
Table 5.5. Long-term oven aging at
Page 73 and 74:
5.5.1 Short-Term Aging Table 5.8 sh
Page 75 and 76:
Table 5.8. Comparison of rankings f
Page 77 and 78:
5.6 General Discussion The differen
Page 79 and 80:
6.1 Conclusions 6.0 Conclusions and
Page 81 and 82:
References ASTM (1987). Standard Te
Page 83 and 84:
Waller, R. A., and D. B. Duncan (19
Page 85 and 86:
A.1 Scope Appendix A Short-Term Agi
Page 87 and 88:
A.6 Apparatus 6.1 Aging Test System
Page 89 and 90:
11.1.3 Aggregate Type and Gradation
Page 91 and 92:
T 164 Method for Quantitative Extra
Page 93 and 94:
6.1.2 Specimen End Platens as shown
Page 95 and 96:
sufficient bead of silicone around
Page 97 and 98:
12.1.8 Compacted Specimen Density -
Page 99 and 100:
T 201 Method for Kinematic Viscosit
Page 101 and 102:
C.8 Sampling 8.1 Field asphalt conc
Page 103 and 104:
11.1.11 Long-Term Aging Duration in
Page 105 and 106:
AGGREGATE -RC MODUWS (161) 1.600 u1
Page 107 and 108:
AGGREGATE - RC MODUW 8 (kW) 1,600 1
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MODULUS (kb) 1,800 U"TED 81r 1,400
Page 111 and 112:
AGGREGATE - RC MODULUS (ks 1.600 1.
Page 113 and 114:
Appendix E Tensile Strength Test Re
Page 115 and 116:
Table E.1. Tensile strength test re
Page 117 and 118:
STRESS STRAIN TIME ..011- PHASE SHI
Page 119 and 120:
Lead to Signal Conditioner Yoke Lea
Page 121 and 122:
F.4. Phase shift curves are unique
Page 123 and 124:
1E Co a) Co al 0) 0 (1) (2) (3) (4)
Page 125 and 126:
B > g k 70,::r2.1:!:.1 ::,1.11::ir
Page 127 and 128:
Table F.3. Complex modulus (ksi) da
Page 129 and 130:
N V 0 2 5,000 2,000 Asphalt MD-1 ig
Page 131 and 132:
5,000 MASTER STIFFNESS CURVE 2,000
Page 133 and 134:
-cr) O 'II O a) 0. 0) 5,000 MASTER
Page 135 and 136:
1e15 1e4 COMPLEX MODULUS LOSS TANGE
Page 137:
The mixes become stiffer in the low
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Laboratory evaluation of aging for asphalt-aggregate mixtures

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