PERENCANAAN TEBAL PERKERASAN LENTUR RUAS JALAN BAUMATA-TARUS DENGAN METODE BINA MARGA 2017

Abstract

Jalan Baumata-Tarus merupakan jalan penghubung wilayah Baumata Timur, Baumata Utara, Penfui Timur dan Tarus. Jalan tersebut mengalami kerusakan. Oleh karena itu perlu adanya perbaikan. Perencanaan tebal perkerasan dilakukan pada Sta 4+000-Sta 5+000 yang mengalami kerusakan. Perencanaan diawali dengan pengambilan data yang bertujuan untuk mengetahui CBR dan LHR di lokasi, kemudian didesain dengan metode Bina Marga 2017. Hasil penelitian, nilai CBR perbaikan 21,13%, pelebaran dibagi dalam dua segmen, segmen 1 dan 2 yaitu 4,91% dan 1,37%. Tanah dasar segmen 1 diperbaiki dengan timbunan pilihan 100 mm dan segmen 2 dengan lapis penopang dan geogrid setebal 525 mm. LHR yang diperoleh, sepeda motor 958 kendaraan/hari, kendaraan ringan 140 kendaraan/hari dan truk sedang dua sumbu 19 kendaraan/hari. Susunan tebal perkerasan diperoleh dengan bagan desain 3A yaitu lapisan permukaan 50 mm HRS WC, lapis pondasi atas 150 mm agregat A, dan lapis pondasi bawah 150 mm agregat B. Alternatif lain yaitu dengan bagan desain 3B (2) disesuaikan dengan 3C (2), lapisan permukaan 50 mm AC WC dan lapis pondasi bawah perbaikan 200 mm agregat A, sedangkan pelebaran memakai 400 mm agregat A.

The Baumata-Tarus road connects the East Baumata, North Baumata, East Penfui, and Tarus areas. The road is damaged. Therefore, it needs to be repaired. Pavement thickness planning was done at Sta. 4+000–Sta. 5+000, which was damaged. Planning begins with collecting data to know the CBR and LHR at the location, and then the pavement is designed using the 2017 Bina Marga method. The study results were a repair CBR value of 21.13% and a widening divided into two segments, 1 and 2, namely 4.91% and 1.37%. The subgrade in segment 1 was repaired with 100 mm of selected fill and segment 2 with 525 mm of support and geogrid layers. LHR for motorcycles was 958 vehicles/day; for light vehicles, it was up to 140 vehicles/day; and for two-axle medium trucks, it was 19 vehicles/day. The composition of the pavement thickness obtained with design chart 3A is 50 mm HRS WC of surface, 150 mm aggregate A on the base, and 150 mm aggregate B in the subbase. Another alternative is design chart 3B(2) adapted to 3C(2): 50 mm AC WC of surface, 200 mm aggregate A of subbase for repairs, and 400 mm of aggregate A for widening.