00233464

Component

http://onlinepubs.trb.org...s/hrr/1973/466/466-005.pdf

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. FOR CBR'S RANGING FROM ABOUT 4 TO 12, A RELATION 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 2,000 PSI (AS USED IN THE KENTUCKY CBR PROCEDURE) PRODUCED SPECIMENS WITH INITIAL DRY DENSITIES THAT AVERAGED ABOUT 6 PERCENT HIGHER THAN THOSE OBTAINED BY AASHO 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. THREE DIFFERENT CORRELATIONS BETWEEN KENTUCKY CBR'S AND THE AASHO ROAD TEST SOIL SUPPORT VALUES WERE DEVELOPED. THE FIRST RELATION WAS MADE BY ASSUMING A LOGARITHMIC SCALE BETWEEN KENTUCKY BCR'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). 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 RELATION WAS CONSTRUCTED THROUGH COMPUTATIONS USING THE KENTUCKY FLEXIBLE PAVEMENT DESIGN CURVES AND THE AASHO DESIGN CHART (P SUB T EQUALS 2.5).

Publication of this paper sponsored by Committee on Flexible Pavement Design. Distribution, posting, or copying of this PDF is strictly prohibited without written permission of the Transportation Research Board of the National Academy of Sciences. Unless otherwise indicated, all materials in this PDF are copyrighted by the National Academy of Sciences. Copyright © National Academy of Sciences. All rights reserved.

01410377

pp 70-81

1973

Highway Research Record

52nd Annual Meeting of the Highway Research Board

0309022509

Digital/other

Figures (14) ; References (12) ; Tables (3)

Bearing capacity; California bearing ratio; Dry density; Dynamics; Moisture content; Soil compaction; Soil tests; Soils; Testing

Geotechnology; Highways

TRIS, TRB

May 15 1974 12:00AM

• ESTIMATION OF 18-KIP EQUIVALENT ON PRIMARY AND INTERSTATE ROAD SYSTEMS IN VIRGINIA
• FINITE-ELEMENT ANALYSIS OF CONCRETE SLABS AND ITS IMPLICATIONS FOR RIGID PAVEMENT DESIGN
• FRACTURE (ULTIMATE STRENGTH) ANALYSIS OF ASPHALT PAVEMENT LAYERS RESULTING FROM TRAFFIC LOADING
• LAYER ANALYSIS OF THE BRAMPTON TEST ROAD AND APPLICATION TO PAVEMENT DESIGN
• PAVEMENT FEEDBACK DATA SYSTEM
• PAVEMENT SLABS RESTING ON ELASTIC FOUNDATION
• PRESTRESSED CONCRETE HIGHWAY PAVEMENT AT DULLES INTERNATIONAL AIRPORT
• PROBABILISTIC CONCEPTS AND THEIR APPLICATIONS TO AASHO INTERIM GUIDE FOR DESIGN OF RIGID PAVEMENTS
• RELATIVE EFFECTS OF STRUCTURAL VARIABLES ON THE PERFORMANCE OF CONTINUOUS PAVEMENTS
• SENSITIVITY ANALYSIS TO DETERMINE THE RELATIVE INFLUENCE OF MATERIALS CHARACTERIZATION ON A FATIGUE-DAMAGE MODEL
• STIFFNESS HISTORY OF ASPHALT CONCRETE SURFACES IN ROADS
• THE PRINCIPLE OF SUPERPOSITION IN PAVEMENT ANALYSIS