| Penulis/Author |
Taqia Rahman, S.T., M.Sc., Ph.D. (1) ; Prof. Ir. Bambang Suhendro, M.Sc., Ph.D. (2); Prof. Dr. Ir. Hary Christady Hardiyatmo, M.Eng., DEA. (3); Ir. Wardhani Sartono, M.Sc. (4); Purbolaras Nawanggalam (5) |
| Abstrak/Abstract |
Airfield pavements gradually deteriorate from several sources, including traffic load and environmental conditions. Consequently,
routine maintenance, repair, and rehabilitation should be perfomed to achieve the intended design life. Various studies have
examined typical airfield pavements’ design and rehabilitation or overlay, mainly focusing on pavements with conventional structures.
There is a detailed investigation into airfield asphalt overlay for non-conventional structures, such as a chicken claw or Cakar Ayam
pavement and nailed-slab systems. Therefore, this study aimed to examine the challenges and issues for airfield asphalt overlay design
for non-conventional pavement structures based on a runway rehabilitation project in one of the major Indonesian airports in 2015.
Specifically, the study discussed the overlay design procedure, the evaluation of the existing pavement condition, including visual surveys
and deflection tests, and the pre-overlay treatments. A finite element (FE) simulation was developed to model the non-conventional
pavement structure to calculate the required overlay thickness. The result showed that data from the falling weight deflectometer
(FWD) could not estimate the back-calculated layers’ moduli during the overlay design of non-conventional pavement structures. This
was because of the difference in the geometric features of the pavement structure. Moreover, the FE model could be a robust tool
to simulate the complex three-dimensional geometric features of a non-conventional pavement and important loading conditions.
An example of these conditions include the interface shear bond of overlay unavailable in other tools, such as FAARFIELD. Therefore,
the additional asphalt overlay could reduce the fatigue stress at the bottom of the existing slab and vertical stress at the top of the subgrade. |
