Abstract

The accelerated deterioration of flexible pavement and its relation to design strength requirements is a major problem facing highway engineers. The goal of this research is to investigate a possible relationship between the accelerated pavement deterioration rates and pavement design strength using a two-stage design analysis approach. The approach in this study applies a two-stage solution to the three popular design methods of flexible pavement (i.e. California Department of Transportation (Caltrans) method, the American Association of State Highway and Transportation Officials (AASHTO) method, and the Asphalt Institute (AI) method) to yield pavement designs using stage load applications values specified for each investigated design load applications level. The resulting two-stage pavement designs are then used to obtain an indicator called the stage design strength ratio (percentage) defined as the ratio of the relative strength change to the design relative strength. The sample results indicate that the stage design strength ratio is relatively low compared to the corresponding increase in load applications especially at advanced service times. This could be a major contributing factor to the accelerated deterioration of flexible pavement. Therefore, it is recommended to provide initially stronger pavement structures. This can be done by either designing flexible pavement for a longer design period than the typical 20 years suggested by most design methods or using a higher terminal present serviceability index as in the case of the AASHTO design method.

Highlights

  • There are essentially three design approaches for flexible pavement: empirical, mechanistic, and mechanisticempirical [14]

  • The Asphalt Institute design method has provided the highest stage design strength ratios when compared to the corresponding results obtained from the Caltrans and Association of State Highway and Transportation Officials (AASHTO) design methods

  • The stage design strength ratios obtained at a stage period of 10 years according to Caltrans, AASHTO, and Asphalt Institute (AI) methods are only about 10, 12, and 16%, respectively, which represent the additional strength provided to account for 60% of load applications expected to take place during the second half of design life

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Summary

Results and Conclusions

The sample results indicate that the stage design strength ratio is relatively low compared to the corresponding increase in load applications especially at advanced service times. This could be a major contributing factor to the accelerated deterioration of flexible pavement. It is recommended to provide initially stronger pavement structures. This can be done by either designing.

Introduction
Two-stage design analysis approach
Stage design strength ratio
A ð5cÞ
AASHTO design method
Asphalt Institute design method
Sample results and discussion
Sample stage design strength ratio
Impact of design period on stage design strength ratio
Impact of terminal PSI on stage design strength ratio
Sample mechanistic results
Conclusions and recommendations
Full Text
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