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

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Depth (cm.) 0 10 20 30 40 50 60 Average CBR (%) 0 5 10 15 20 Figure 4.63 The average CBR profiles obtained from the DCP tests 100 15 cm Unreinforced 15 cm Reinforced hard subgrade( before test) 15 cm Reinforced hard subgrade (after test) 23 cm Reinforced 30 cm Unireinforced 30 cm Reinforced 15 cm Reinforced
Table 4.7 Average CBR values of test sections from the vane shear and DCP tests Base Thickness (cm) Reinforcement CBR (%) Remarks Vane shear DCP Subgrade Subgrade Base - 15 Unreinforced 4.9 5.7 10.5 - 15 Reinforced (hard subgrade) 5.5 - 5.9 9.0 10.2 13.8 Before test After test 15 Reinforced 5.1 5.7 10.9 - 23 Reinforced 5.1 5.9 10.7 - 30 Unreinforced 5.1 5.6 9.9 - 30 Reinforced 5.3 6.1 8.9 - 4.4.2 Dynamic Deformation Moduli of Subgrade, Base, and HMA surface The LWD tests were conducted on the subgrade, the base, and the HMA surface in all the test sections using three loading plates of 15, 20, and 30 cm in diameter at six locations in each test section. The dynamic deformation moduli (Evd) obtained from the LWD tests are presented in table 4.8. Base Thickness (cm) Reinforcement Table 4.8 Dynamic deformation moduli of the test sections Subgrade Dynamic Deformation Modulus (MN/m 2 ) 101 Combined base and subgrade layers Combined HMA, base and subgrade layers 15 cm 20 cm 30 cm 15 cm 20 cm 30 cm 15 cm 20 cm 30 cm 15 Unreinforced 4.7 4.9 6.8 10.6 15.7 17.2 56.0 66.3 51.5 15 Reinforced (hard subgrade) 11.0 12.2 17.1 21.5 28.8 35.2 96.4 201.9 104.1 15 Reinforced 14.1 20.0 29.1 16.4 19.9 26.1 81.1 98.1 82.7 23 Reinforced 7.0 7.4 11.3 15.0 19.9 28.9 81.7 92.7 75.3 30 Unreinforced 8.2 7.7 9.3 18.1 22.4 30.6 86.0 117.7 109.6 30 Reinforced 9.2 10.5 16.9 31.9 38.8 48.3 98.6 98.1 95.2
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Report # MATC-KU: 462 Final Report
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Technical Report Documentation Page
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4.3.4 15 cm Thick Geocell-Reinforce
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Figure 4.11 Profiles of the HMA sur
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Figure 4.48 The permanent deformati
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List of Tables Table 2.1 Percentage
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Acknowledgements This research was
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Abstract Asphalt pavements deterior
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1.1 Background Chapter 1 Introducti
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On-site use of RAP materials has re
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Chapter 2 Literature Review Recycle
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Protection. Geosynthetics are somet
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wet weather conditions. Webster and
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subgrade can be improved in terms o
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annually in the early 1990s (FHWA-H
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Figure 2.2 Usage and potential of v
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Table 2.1 Percentage of use of RAP
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Type of Property Physical Propertie
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permeability values. The addition o
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Chapter 3 Material Properties and E
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Table 3.1 Properties of the RAP bas
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3.3 Asphalt Concrete Figure 3.4 Sta
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Table 3.2 Basic Properties of NPA g
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Earth pressure cells were installed
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central pocket, and one at the top
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plate on one end was buried at the
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loading plate to simulate the rubbe
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3.6.7 Dynamic Cone Penetration Test
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Figure 3.15 Light weight deflectome
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Chapter 4 Experimental Data Analysi
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The quantity of RAP placed in each
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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 95 and 96: The profiles of the HMA surfaces as
Page 97 and 98: Figure 4.41 shows the measured maxi
Page 99 and 100: Figure 4.43 The vertical stress at
Page 101 and 102: Table 4.5 The average CBR values of
Page 103 and 104: at the distances of 25 and 50 cm aw
Page 105 and 106: Strain (%) 0.014 0.012 0.01 0.008 0
Page 109 and 110: The profiles of the HMA surfaces as
Page 111 and 112: Figures 4.58 and 4.59 show the meas
Page 113 and 114: Strain (%) 0.04 0.02 0 -0.02 -0.04
Page 115: 4.4 Analysis of Test Data Six cycli
Page 119 and 120: The percentages of air void of the
Page 121 and 122: Table 4.10 Number of loading cycles
Page 123 and 124: Table 4.11 Elastic deformation and
Page 125 and 126: HMA surface compression (mm.) Base
Page 127 and 128: strain was higher for the geocell a
Page 129 and 130: Vertical stress (kPa) 250 200 150 1
Page 131 and 132: Stress distribution angle ( ̊) 80
Page 133 and 134: 6. The subgrade contributed to most
Page 135 and 136: Berthelot, C., R. Haichert, D. Podb
Page 137: 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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