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

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Figure 4.15 The vertical stress at the interface between subgrade and base versus the number of loading cycles for the 15 cm thick unreinforced RAP base section Stress distribution angle(°) Vertical stress (kPa) 60 50 40 30 20 10 0 160 140 120 100 80 60 40 20 0 -20 0 50 100 150 200 Number of loading cycle Figure 4.16 The stress distribution angle versus the number of loading cycles for the 15 cm thick unreinforced RAP base section 60 Center 12.5 cm 25 cm 50 cm 75 cm 0 40 80 120 160 200 Number of loading cycle
4.3.3 15 cm Thick Geocell-Reinforced RAP Base Section (Hard Subgrade) The CBR profile of the test section obtained from the DCP tests is shown in figure 4.17. 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 4.2. The average CBR value of the subgrade obtained from the vane shear tests was 5.5 %. Similarly, the average CBR values of the subgrade and the RAP base obtained from the DCP tests were 5.9 % and 10.2 % 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 4.17 CBR profile obtained from the DCP tests for the 15 cm thick geocell-reinforced RAP base section before the test (hard subgrade) 61 L1 L2 L3 L4 Average
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Report # MATC-KU: 462 Final Report
Page 3 and 4:
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
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 and 40: Chapter 3 Material Properties and E
Page 41 and 42: Table 3.1 Properties of the RAP bas
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: surface at the center was under ten
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
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 107 and 108: 4.3.7 30 cm Thick Geocell-Reinforce
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
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Stress distribution angle ( ̊) 80
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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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