| Summary: | 碩士 === 國立臺灣大學 === 土木工程學研究所 === 83 === Because of the complexity of the 1986 AASHTO Pavement Design
Guide for rigid pavement design, it is very difficult to match
all design parameters with the local conditions. In Taiwan,
pavement designers were used to using the recommended values from the Guide while the local data are not available. The purpose of this thesis is to evaluate the appropriate values of AASHTO design parameters: the initial present serviceability index(P0),the joint transfer coefficient(J), and the overall standard variation(S0). Furthermore, this thesis also provides theses three parameters practical procedures for long-term study.
The field study shows that the P0 in Taiwan is around 3.3
less than the recommended value in AASHTO guide(4.5). It is
obvious that the large difference between real and design P0
will result in low level of design reliability.
The mechanistic model KENSLABS was used to analyze the joint
load transfer coefficient J. It was found that the J value of
Taiwan National Freeway 3 was about 3.77, which was larger than
3.2(the recommended value in AASHTO guide). Because the Freeway 3 was newly opened to traffic, further study is recommended.
In order to overcome the difficulty of collecting large
amount of data for evaluating S0 for the procedure of AASHTO
Guide, this study develops two 'backcalculating' models for
evaluating S0. Both models compare computed pavement performance
with measured performance to backcalculate the adequate S0. Al-
though these two models can significantly simplify the procedure
of evaluating S0, long-term monitoring data are still required.
This thesis explores the importance of calculating the
AASHTO design parameters, and provides practical procedures of
evaluating P0, J, and S0. It is recommended that the future study can be carried on for improving the rigid pavement design.
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