Onsite Use of Recycled Asphalt Pavement Materials and Geocells to ...

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Standard Proctor compaction tests (ASTM D1557-09) of the RAP resulted in the compaction curve shown in figure 3.2 and determined the maximum dry density of 1.95 g/cm 3 and the optimum moisture content of 6.6 %. Unsoaked CBR tests (ASTM D1188-07) were performed in the laboratory at different moisture contents. The dry density and CBR vs. moisture content curves are shown in figure 3.2. The specific gravity and angularity (uncompacted void content) of coarse and fine aggregates were determined from the aggregates extracted by the ignition method. Other material properties, such as viscosity of asphalt binder, and maximum and minimum densities of RAP, were also determined in the laboratory. Table 3.1 presents the properties of RAP found in the laboratory: Dry density (g/cm. 3 ) 1.99 1.96 1.93 1.90 Compaction curve CBR 3 5 7 9 Moisture content (%) Figure 3.2 Standard proctor compaction and CBR curves of RAP (modified from Pokharel 2010) 24 26 23 20 17 CBR (%)
Table 3.1 Properties of the RAP base material (from Thakur 2011) Description Measured Values Binder content Ignition method 6.71 % Centrifuge method 6.87 % Gradation properties of RAP aggregate Maximum size 12.5 mm Mean size (d50) 2 mm Coefficient of uniformity (Cu) 8.33 Coefficient of curvature (Cc) 0.85 Specific gravity of RAP aggregate Coarse Fine Bulk specific gravity 2.39 2.484 SSD Bulk specific gravity 2.487 2.557 Apparent specific gravity 2.585 2.592 Uncompacted void content of fine aggregate 39.15 % inematic viscosity of asphalt binder at 135 C 1.408 Pa-s Maximum and minimum densities of RAP 1.740 g/cm 3 and 1.415 g/cm 3 3.2 Subgrade The subgrade material used in the experiment was made in the laboratory by mixing 25% kaolin and 75% Kansas River (KR) sand with water. This subgrade material was also used by Pokharel (2010). Kaolin is a soft and white clayey mineral produced by the chemical weathering of aluminum silicate. The most common constituent of kaolin is the mineral kaolinite, which has low shrinkage and swelling characteristics. The KR sand was poorly-graded and sub-rounded, and had specific gravity of 2.62, mean particle size (d50) of 0.54 mm, coefficient of uniformity (Cu) of 3.1, and coefficient of curvature (Cc) of 0.95, respectively (Pokharel 2010). The gradation curve of the KR sand is shown in figure 3.1 (above). Standard Proctor compaction tests following ASTM D698 – 00a were conducted to determine the maximum dry density of 2.01 25
Page 1 and 2: Report # MATC-KU: 462 Final Report
Page 3 and 4: Technical Report Documentation Page
Page 5 and 6: 4.3.4 15 cm Thick Geocell-Reinforce
Page 7 and 8: Figure 4.11 Profiles of the HMA sur
Page 9 and 10: Figure 4.48 The permanent deformati
Page 11 and 12: List of Tables Table 2.1 Percentage
Page 13 and 14: Acknowledgements This research was
Page 15 and 16: Abstract Asphalt pavements deterior
Page 17 and 18: 1.1 Background Chapter 1 Introducti
Page 19 and 20: On-site use of RAP materials has re
Page 21 and 22: Chapter 2 Literature Review Recycle
Page 23 and 24: Protection. Geosynthetics are somet
Page 25 and 26: wet weather conditions. Webster and
Page 27 and 28: subgrade can be improved in terms o
Page 29 and 30: annually in the early 1990s (FHWA-H
Page 31 and 32: Figure 2.2 Usage and potential of v
Page 33 and 34: Table 2.1 Percentage of use of RAP
Page 35 and 36: Type of Property Physical Propertie
Page 37 and 38: permeability values. The addition o
Page 39: Chapter 3 Material Properties and E
Page 43 and 44: 3.3 Asphalt Concrete Figure 3.4 Sta
Page 45 and 46: Table 3.2 Basic Properties of NPA g
Page 47 and 48: Earth pressure cells were installed
Page 49 and 50: central pocket, and one at the top
Page 51 and 52: plate on one end was buried at the
Page 53 and 54: loading plate to simulate the rubbe
Page 55 and 56: 3.6.7 Dynamic Cone Penetration Test
Page 57 and 58: Figure 3.15 Light weight deflectome
Page 59 and 60: Chapter 4 Experimental Data Analysi
Page 61 and 62: The quantity of RAP placed in each
Page 63 and 64: Geocell infilled with RAP Geocell i
Page 65 and 66: Figure 4.4 Prime coat on the RAP ba
Page 67 and 68: 4.2 Cyclic Plate Load Tests Figure
Page 69 and 70: dynamic deformation moduli from LWD
Page 71 and 72: Depth (cm.) 0.00 5.00 10.00 15.00 2
Page 73 and 74: Depth (cm.) 10 14 18 22 26 Before t
Page 75 and 76: surface at the center was under ten
Page 77 and 78: 4.3.3 15 cm Thick Geocell-Reinforce
Page 79 and 80: Depth (cm.) 0 10 20 30 40 50 60 0 5
Page 81 and 82: The permanent deformation was obtai
Page 83 and 84: Strain on geocell (%) Figure 4.23 T
Page 85 and 86: Stress distribution angle (°) 50 4
Page 87 and 88: Figure 4.28 The calculated dynamic
Page 89 and 90: Elastic deformation (mm.) 3 2.5 2 1
Page 91 and 92:
Strain (%) 0.15 0.1 0.05 0 -0.05 -0
Page 93 and 94:
4.3.5 23 cm Thick Geocell-Reinforce
Page 95 and 96:
The profiles of the HMA surfaces as
Page 97 and 98:
Figure 4.41 shows the measured maxi
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Figure 4.43 The vertical stress at
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Table 4.5 The average CBR values of
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at the distances of 25 and 50 cm aw
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Strain (%) 0.014 0.012 0.01 0.008 0
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4.3.7 30 cm Thick Geocell-Reinforce
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The profiles of the HMA surfaces as
Page 111 and 112:
Figures 4.58 and 4.59 show the meas
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Strain (%) 0.04 0.02 0 -0.02 -0.04
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4.4 Analysis of Test Data Six cycli
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Table 4.7 Average CBR values of tes
Page 119 and 120:
The percentages of air void of the
Page 121 and 122:
Table 4.10 Number of loading cycles
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Table 4.11 Elastic deformation and
Page 125 and 126:
HMA surface compression (mm.) Base
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strain was higher for the geocell a
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Vertical stress (kPa) 250 200 150 1
Page 131 and 132:
Stress distribution angle ( ̊) 80
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6. The subgrade contributed to most
Page 135 and 136:
Berthelot, C., R. Haichert, D. Podb
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Pokharel, S. K., J. Han, D. Leshchi
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Onsite Use of Recycled Asphalt Pavement Materials and Geocells to ...

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