Electronic Theses and Dissertation

Jembatan alue bakau i terletak di jalan kuala tepatnya km 5, kecamatan langsa barat. dari hasil pengujian n-spt, diketahui bahwa lapisan tanah padat berada di kedalaman 34 dan 38 meter, sehingga jenis pondasi yang sesuai adalah pondasi tiang. pondasi tiang terdiri dari tiang bor dan tiang pancang. terdapat perbedaan nilai daya dukung dari penelitian-penelitian terdahulu, hal inilah yang mendorong untuk dilakukan kembali analisis daya dukung pondasi tiang bor dan tiang pancang. penelitian ini bertujuan untuk mengetahui pembebanan jembatan, nilai daya dukung pondasi, nilai daya dukung kelompok tiang, hasil perbandingan pondasi tiang bor dan tiang pancang terhadap beban yang ditopang. dasar perhitungan pembebanan jembatan mengacu pada sni 1725:2016 dengan bantuan software sap2000. perhitungan daya dukung tiang tunggal menggunakan metode meyerhoff (1956) dan reese & wright (1977). perhitungan daya dukung kelompok tiang menggunakan metode converse labarre – formula. berdasarkan hasil perhitungan pembebanan didapatkan beban di titik bh.1 dan bh.2 sebesar 15171,104 kn. hasil perhitungan daya dukung tiang tunggal terbesar diperoleh dari pondasi tiang bor dengan metode reese & wright (1977) diameter 0,6 dengan nilai qall (bh.1) sebesar 1233,492 kn dan qall (bh.2) sebesar 2160,779 kn. hasil perhitungan daya dukung kelompok tiang terbesar di titik bh.1 diperoleh dari pondasi tiang pancang berdasarkan nilai qall metode meyerhoff (1956) diameter 0,5 dengan nilai qg sebesar 15989,588 kn. sedangkan, hasil daya dukung kelompok tiang terbesar di titik bh.2 diperoleh dari pondasi tiang pancang berdasarkan nilai qall metode meyerhoff (1956) diameter 0,4 dengan nilai qg sebesar 15785,116 kn. tidak semua pondasi memiliki nilai daya dukung kelompok lebih besar dibandingkan beban yang ditopang, sehingga alternatif yang dapat dilakukan adalah memperdalam panjang tiang.

Alue Bakau I Bridge is located on Jalan Kuala, specifically at km 5, in the Langsa Barat District. From the N-SPT testing results, it was found that the dense soil layer is at depths of 34 and 38 meters, making pile foundations suitable. Pile foundations consist of bored piles and driven piles. There is a difference in the bearing capacity values from previous studies, which is what drives the reanalysis of the bearing capacity of bored piles and driven piles. This study aims to determine the bridge loading, the bearing capacity of the foundation, the bearing capacity of the pile group, and the comparative results between bored piles and driven piles against the supported load. The basis for bridge loading calculations refers to SNI 1725:2016 with the assistance of SAP2000 software. The bearing capacity calculation of a single pile uses the methods of Meyerhoff (1956) and Reese & Wright (1977). The bearing capacity calculation of the pile group uses the Converse Labarre Formula. Based on the loading calculation results, the loads at points BH.1 and BH.2 are 15171.104 kN. The largest single pile bearing capacity calculation results were obtained from bored pile foundations using the Reese & Wright (1977) method with a diameter of 0.6 meters, with Qall (BH.1) being 1233.492 kN and Qall (BH.2) being 2160.779 kN. The largest pile group bearing capacity calculation results at point BH.1 were obtained from driven pile foundations based on the Meyerhoff (1956) method with a diameter of 0.5 meters, with Qg being 15989.588 kN. Meanwhile, the largest pile group bearing capacity calculation results at point BH.2 were obtained from driven pile foundations based on the Meyerhoff (1956) method with a diameter of 0.4 meters, with Qg being 15785.116 kN. Not all foundations have a group bearing capacity value greater than the supported load; thus, an alternative that can be considered is to deepen the pile length.