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

More documents

Recommendations

Info

The subgrade CBR was maintained at approximately 5% in all tests except test number two, in which the subgrade became harder due to the delay in the delivery of HMA. The profile of the HMA surface after each test was measured from the same reference beam. Figure 4.7 shows the deformation of the HMA surface under the loading plate after the test. This figure also shows the two tell-tales extended above the HMA surface. To determine the percent of air void in the HMA surface, samples were taken at different locations by the core cutter as mentioned in section 3.8. Figure 4.7 Surface deformation of HMA surface under the loading plate after the test 4.3 Test Results 4.3.1 Format of Presentation The results from each test are presented in a tabular or graphical form, which include CBR values from vane shear tests, average CBR values and CBR profiles from on DCP tests, 52
dynamic deformation moduli from LWD tests, surface profiles before and after the tests, surface permanent and elastic deformations at the center, permanent deformations of base and subgrade, strains in geocell and pavement strain gauges, maximum vertical stresses at the interface between subgrade and base, and stress distribution angles. The applied load is distributed through the pavement structure to the subgrade. The stress distribution angle method is a simple and approximate method to estimate the maximum stress at the top of the subgrade. This method has been used by Giroud and Han (2004) to develop their design method for geosynthetic-reinforced unpaved roads. The stress distribution angle from the MA surface to the base course (α1) is generally higher than that from the base course to the subgrade (α2) due to the higher modulus of the HMA surface as shown in figure 4.8. The earth pressure cells at the interface between subgrade and RAP base measured the vertical stresses at the bottom of the RAP base. The combined stress distribution angle (α) for the test section can be calculated based on the vertical stress at the center as follows: where, P = applied load (40 kN); P 2 p( r h. tan ) (4.1) p = vertical stress at the interface between subgrade and base course; r = radius of the loading plate (15.2 cm in this study); h = combined thickness of the HMA surface and RAP base; α = combined stress distribution angle. 53
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 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: 4.2 Cyclic Plate Load Tests Figure
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 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
show all

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

Create successful ePaper yourself

Delete template?

Save as template?