Abstract

Several ASTM and Kentucky CBR tests were performed at different molding moisture contents and compactive energies on the AASHO embankment soil, four representative Kentucky soils, and one soil from Ohio. These data were compared to CBR data previously reported by Shook and Fang. For CBR's ranging from about 4 to 12, a relationship was developed between Kentucky and ASTM CBR's. Within this range, Kentucky and ASTM CBR's are approximately equal. Molding specimens under the static pressure of 2000 pounds per square inch as used in the Kentucky CBR procedure produced specimens with initial dry densities that averaged about 6 percent higher than those obtained by AASHO Designation: T99-57. CBR's and axial swell values were also higher. For soil specimens molded at the same initial dry density, CBR's of statically compacted specimens are distinctively lower than those observed for dynamically compacted specimens. For relatively small decreases in initial dry densities, there were very large decreases in CBR's. This probably accounts for discrepancies that have been observed between field and laboratory CBR's.

Three different correlations between Kentucky CBR's and the AASHO Road Test soil support values were developed. The first relationship was made by assuming a logarithmic scale between Kentucky CBR's of 5.2 and 100, which corresponded to values on the soil support scale of 3 and 10, respectively. The Kentucky CBR of 5.2 was determined by performing tests on the AASHO road subgrade soils. For practical purposes, the AASHO Road Test crushed stone base material was assumed to be a "100 percent CBR material" (this assumption was based on CBR data previously reported by Shook and Fang). The second correlation was obtained by assuming a logarithmic scale between Kentucky CBR's of 5.2 and 90, corresponding to values on the soil support scale of 3 and 10, respectively. The third relationship was constructed through computations using the Kentucky flexible pavement design curves and the AASHO Design Chart (Pt= 2.5). A correlation was found between a Kentucky CBR of 5.2 determined by tests and 5.7 determined through computations based on 1958 design curves and 6.2 based on 1971 curves.

Report Date

1-1-1973

Report Number

No. 355

Digital Object Identifier

http://dx.doi.org/10.13023/KTC.RR.1973.355

Notes

Offered for publication to the Highway Research Board.

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