Significant Findings from Full-Scale Accelerated Pavement Testing (2012) / Chapter Skim
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53 chapter three Pavement materials and structure evaluation introduction This chapter provides detailed findings on the specific pavement materials being investigated with f-sAPT, as well as the responses obtained from different pavement structures and the effect of loading and environmental conditions on the test results. The chapter covers the full range of applicable materials (HMA, concrete, stabilized and granular -- including novel materials)
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54 0 5 10 Ho t m ix a sp ha lt Co ncr ete Wa rm m ix a sp ha lt Oth er Un pa ve d Bit um en su rfa ce tre atm en t Co mp osi tes Ult rat hin wh ite top pin g Co ld m ix a sph alt Ult rathi n r ein for ce d c on cre te 15 20 25 30 N um be r o f r es po nd en ts FIGURE 38 Surfacing materials evaluated with f-sAPT. 0 5 10 Gr an ula r As ph alt Ce me nt sta bili zed Re cyc led Em uls ion st ab iliz ed Sa nd Cla y Co mp osi te Oth er 15 20 25 N um be r o f r es po nd en ts FIGURE 39 Base materials most often evaluated by f-sAPT respondents.
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55 0 2 4 6 8 10 12 14 16 18 20 Granular Clay Sand Cement stabilized Emulsion stabilized Other stabilized N um be r o f r es po nd en ts Axis Title FIGURE 40 Subbase and subgrade materials evaluated by respondents. 0 5 10 15 20 Cra cki ng Ru ttin g Ag gre ga te los s Ble ed ing Oth er Mo istu re da ma ge / s trip pin g Ag ing Lo w t em pe rat ure cr ac kin g 25 30 35 40 N um be r o f r es po nd en ts FIGURE 41 Structural distress types evaluated for asphalt surfacings.
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56 0 5 10 Pe rm an en t d efo rm ati on Sh ea r Cra cki ng Cru shi ng Sw elli ng Fro st/t ha w d am ag e Co llap sin g Ca rbo na tion 15 20 25 N um be r o f r e sp o n de nt s FIGURE 43 Structural distress types evaluated for base and subbase layers. FIGURE 44 Load characteristics related to f-sAPT performance.
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57 Park et al.
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58 of mechanistic behavior of these pavements. The data were modeled using FEM where soils were assumed to be linear elastic and the HMA to be linear visco-elastic, with a constant bulk modulus and a time-dependent shear modulus.
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59 and different base and subbase layers were evaluated. Rutting was found to occur mostly in the HMA layers.
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60 Howard and James (2009) evaluated general design guidance for bottom-up fatigue cracking of thin flexible pavements (located in Arkansas)
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61 D'Angelo and Dongre (2006) evaluated the development of a high temperature performance-based binder specification to characterize both modified and unmodified HMA binders (using an HMA mixture from the FHWA ALF site)
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62 F-sAPT fatigue cracking performance data were compared with four binder parameters [conventional G* sind obtained from time or frequency sweep at low strains, G*
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63 to offer slight improvement in rutting resistance. MEPDG analysis showed increases in top down cracking with binder layer thickness increases up to a certain thickness, after which additional thickness increase led to reduced cracking.
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64 2002 Guide for the Design of New and Rehabilitated Pavement Structures) predictive performance models.
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65 compression behavior of HMA. This was done successfully by using the ratio of the predicted strain rate to the measured strain rate.
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66 (milled versus un-milled) on the interface shear strength using f-sAPT, and an experimental matrix of five tack coat materials applied at three application rates on four surface types in Louisiana.
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67 Mohammad et al.
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68 to enhanced long-term pavement performance. Six cells were paved with WMA on the MnROAD Mainline, carrying just under one million ESALs per year.
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69 with a DGAC control mix (Cook et al.
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70 HMA stabilized with various types of fibers is significantly improved in comparison with that of the control mixture without fibers. Rutting development is still affected by temperature.
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71 of the in situ composite pavement (Newbolds et al.
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72 reducing the risk of spalling and the access of surface water. Debonding that occurred between the UTCRCP layer and the support resulting from water entering the pavement led to an increased stress in the UTCRCP layer with the resulting void being detrimental to the performance of the UTCRCP.
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73 analysis showed excessive differential drying shrinkage resulting in the critical failure location being at the corner of the slab, indicating either corner or longitudinal cracking as failure modes. Evangelista and Roesler (2009)
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74 as clay gravel. The foam injection methods were deemed more suitable in scenarios where quantities of high-quality debris backfill, similar to that used, are not available.
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75 NAPTF. By using stationary repeated wheel loading and moving wheel loading-type models, granular subbase rutting development was predicted.
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76 a RLT test using constant confining pressure based on the Austroads test method, the Department for Transport, Energy and Infrastructure South Australia test method, and the Transit New Zealand (NZ) method.
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77 Geogrids Dawson et al.
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78 rutting LDE of the marginal material was lower than the 4th Power Law and higher than the 4th Power Law for highquality materials, while the roughness LDE was close to the 4th Power Law for the marginal material and significantly higher than the 4th Power Law for high-quality materials. The use of the relatively short [39 ft (12 m)
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79 coal combustion Product Tu et al.
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80 Gaz de France developed a concept of a thin trench filled with a self-placing concrete in which polyethylene gas pipes are directly placed (Balay et al.
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81 (Florida HVS)
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