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

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List of Figures Figure 2.1 Usage and potential of various RAP percentages in the intermediate layer 14 Figure 2.2 Usage and potential of various RAP percentages in the surface layer 15 Figure 2.3 States with increased RAP used since 2007 15 Figure 3.1 Grain size distribution curve of Kansas River (KS) sand 23 Figure 3.2 Standard Proctor compaction and CBR curves of the subgrade 24 Figure 3.3 Power gradation curve of the aggregates extracted by the ignition method before and after compaction 26 Figure 3.4 Standard Proctor compaction and CBR curves of RAP 27 Figure 3.5 The bundled NPA Geocell used in this research 28 Figure 3.6 Non-woven geotextile used in this research 30 Figure 3.7 Earth pressure cells on the top of the subgrade 32 Figure 3.8 Strain gauge affixed on geocell 33 Figure 3.9 Pavement strain gauge 33 Figure 3.10 Displacement transducers and tell tales through the loading plate 35 Figure 3.11 Smart Dynamic Strain Recorder and software for data acquisition 36 Figure 3.12 Experimental set up of a typical test section in the large geotechnical test box 37 Figure 3.13 Cyclic loading wave form 38 Figure 3.14 Vane shear test apparatus 39 Figure 3.15 Light weight deflectometer test on the prepared test section 41 Figure 3.16 Vibratory plate compactor 41 Figure 3.17 Samples taken by core cutter at different locations 42 Figure 4.1 Plan view of geocell layout in the large box test 46 Figure 4.2 Geocell installed on the geotextile over the subgrade 46 Figure 4.3 Symbols, orientations, and locations of strain gauges 47 Figure 4.4 Prime coat on the RAP base with the tell-tale and pavement strain gauge 49 Figure 4.5 Compaction of HMA surface by the vibratory plate compactor 50 Figure 4.6 Setup of the tell tales and the displacement transducers 51 Figure 4.7 Surface deformation of the HMA surface under the loading plate after the test 52 Figure 4.8 Stress distribution through the pavement structure under an applied load 54 Figure 4.9 The CBR profiles obtained from the DCP tests for the 15 cm thick unreinforced RAP base section 55 Figure 4.10 The calculated dynamic deformation modulus versus the size of loading plate for the 15 cm thick unreinforced RAP base section 56 v
Figure 4.11 Profiles of the HMA surface before and after the test for the 15 cm thick unreinforced RAP base section 57 Figure 4.12 The permanent deformation versus the number of loading cycles for the 15 cm thick unreinforced RAP base section 58 Figure 4.13 The elastic deformation versus the number of loading cycles for the 15 cm thick unreinforced RAP base section 58 Figure 4.14 The strain at the bottom of the HMA surface versus number of loading cycles for the 15 cm thick unreinforced RAP base section 59 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 60 Figure 4.16 The stress distribution angle versus number of loading cycle for 15 cm thick unreinforced RAP base section 60 Figure 4.17 The CBR profile obtained from the DCP tests for the 15 cm thick geocell-reinforced RAP base section before the test (hard subgrade) 61 Figure 4.18 The CBR profile obtained from the DCP tests for the 15 cm thick geocell-reinforced RAP base section after the test (hard subgrade) 63 Figure 4.19 The calculated dynamic deformation modulus versus the size of loading plate for the 15 cm thick geocell-reinforced RAP base section (hard subgrade) 64 Figure 4.20 Profiles of the HMA surface before and after the test for the 15 cm thick geocell-reinforced RAP base section (hard subgrade) 64 Figure 4.21 The permanent deformation versus the number of loading cycles for the 15 cm thick geocell-reinforced RAP base section (hard subgrade) 65 Figure 4.22 The elastic deformation versus the number of loading cycles for the 15 cm thick geocell-reinforced RAP base section (hard subgrade) 66 Figure 4.23 The measured strain on the geocell wall in different locations for the 15 cm thick geocell-reinforced RAP base section (hard subgrade) 67 Figure 4.24 The strain at the bottom of the HMA surface versus number of loading cycle for the 15 cm thick geocell-reinforced RAP base section (hard subgrade) 67 Figure 4.25 The vertical stress at the interface between subgrade and base versus the number of loading cycles for the 15 cm thick geocell-reinforced RAP base section (hard subgrade) 68 Figure 4.26 The stress distribution angle versus the number of loading cycles for the 15 cm thick geocell-reinforced RAP base section (hard subgrade) 69 Figure 4.27 The CBR profile obtained from the DCP tests for the 15 cm thick geocell-reinforced RAP base section before the plate load test 70 Figure 4.28 The calculated dynamic deformation modulus versus the size of loading plate for the 15 cm thick geocell-reinforced RAP base section 71 vi
Page 1 and 2: Report # MATC-KU: 462 Final Report
Page 3 and 4: Technical Report Documentation Page
Page 5: 4.3.4 15 cm Thick Geocell-Reinforce
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 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 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:
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:
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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