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

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g/cm 3 and the optimum moisture content of 10.4 %. Unsoaked CBR tests were performed in the laboratory at different moisture contents. The standard Proctor compaction and CBR curves are shown in figure 3.2 (above). Unconfined compression strength tests and vane shear tests were carried out on this subgrade material. A correlation between the CBR value and the undrained shear strength (cu) was established as follows: cu = 20.5 × CBR kPa, CBR in % (Pokharel 2010). % passing 100 90 80 70 60 50 40 30 20 10 0 0.1 1 10 Particle size (mm) Figure 3.3 Grain size distribution of Kansas River (KS) sand (cf. Pokharel 2010) 26 d50 = 0.54 mm
3.3 Asphalt Concrete Figure 3.4 Standard proctor compaction and CBR curves of the subgrade (modified from Pokharel 2010) HMA concrete used in this research was provided by the R.D. Johnson Excavating Co. in Lawrence, Kansas. The HMA material was prepared in the plant, hauled by truck to the University of Kansas, and placed in the test box. The HMA is a Superpave mix – SM9.5 with asphalt content of approximately 5.5 %. The asphalt binder was PG 64 – 22. 3.4 Geocell Dry density (g/cm 3 ) 2.05 2 1.95 1.9 1.85 1.8 The geocell used in this study was made of NEOLOY TM polymeric alloy (referred to as NPA geocell in this report). The NPA is a nano-composite alloy of polyester or polyamide nano- fibers, which is dispersed in a polyethylene matrix. The geocell had a tensile strength of 19.1 MPa, an elastic modulus at 2% strain of 355 MPa, three perforations of 100 mm 2 area on each pallet, and wall thickness of 1.1 mm. Geocells with heights of 100 and 150 mm were used as a single or double layer system depending on the base thickness adopted for the experimental purpose. The basic properties of the NPA geocell and its creep resistance properties are 27 Compaction curve 9 11 13 Moisture content (%) 15 20 16 12 8 4 0 CBR (%)
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 and 40: Chapter 3 Material Properties and E
Page 41: Table 3.1 Properties of the RAP bas
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
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
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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