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

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4.3.6 30 cm Thick Unreinforced RAP Base Section The CBR profile of the test section obtained from the DCP tests is shown in figure 4.45. The locations of the DCP tests, L1, L2, L3, and L4, were randomly distributed inside the test box. The average CBR profile was obtained by averaging the CBR values from the four curves at the same depth. The average CBR values of the subgrade and base estimated by the vane shear tests and DCP tests are presented in table 4.5. The average CBR value of the subgrade obtained from the vane shear tests was 5.1 %. Similarly, the average CBR values of the subgrade and the RAP base obtained from the DCP tests were 5.6 % and 9.9 % respectively. The test results indicated that the CBR value of the subgrade from the DCP tests is higher than that by the vane shear tests. Depth (cm.) 0 10 20 30 40 50 60 CBR(%) 0 5 10 15 Figure 4.45 The CBR profiles obtained from the DCP tests for the 30 cm thick unreinforced RAP base section 84 L1 L2 L3 L4 Average
Table 4.5 The average CBR values of subgrade and base from the vane shear and DCP tests Test method Vane Shear Test CBR Value (%) Subgrade at different locations Base Layer 1 2 3 4 5 Average 5.1 5.1 5.7 4.6 5.3 5.1 DCP Test 5.6 9.9 The calculated dynamic deformation moduli (Evd) of the subgrade, base, and HMA surface versus the size of the loading plate of the instrument from the LWD tests result are shown in figure 4.46. The test results show that the Evd values decreased from the HMA surface, the RAP base to the subgrade. Dynamic Modulus (MN/m 2 ) 160 120 80 40 0 Subgrade Layer Base Layer HMA Layer 5 10 15 20 25 30 35 Size of loading plate (mm.) Figure 4.46 The calculated dynamic deformation modulus versus the size of loading plate for the 30 cm thick unreinforced RAP base section 85 -
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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
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 95 and 96: The profiles of the HMA surfaces as
Page 97 and 98: Figure 4.41 shows the measured maxi
Page 99: Figure 4.43 The vertical stress at
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 and 116: 4.4 Analysis of Test Data Six cycli
Page 117 and 118: 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
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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