Ananda, Loreno and , Qunik Wiqoyah, S.T., M.T (2026) Perencanaan Fondasi Bored Pile Pada Jembatan Sungai Jambe Di Ruas Tol Cibitung-Cilincing Menggunakan Metode O'Neill Dan Reese Serta Program Geo5. Skripsi thesis, Universitas Muhammadiyah Surakarta.
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Abstract
The construction project of the Jambe River Bridge on the Cibitung–Cilincing Toll Road is located on layered soil conditions. Based on the Standard Penetration Test (SPT) results, the soil layer up to a depth of 16 m consists of clay and silt with an N-SPT value of 27, while the hard soil layer in the form of dense sand is encountered at a depth of 20 m with an N-SPT value of 44. The existing foundation consists of driven piles with a depth of 16 m that only bear on soft soil layers, which may result in limited bearing capacity and relatively large settlement of the bridge structure. Therefore, a foundation redesign is required to obtain a safer and more efficient foundation system. Based on these conditions, bored pile foundations are designed using two depth variations, namely 16 m in the soft soil layer and 20 m in the hard soil layer, as well as two pile diameter variations of 0.6 m and 0.7 m. This study aims to analyze the effect of pile depth and diameter variations on foundation bearing capacity, pile group efficiency, and settlement. The analyses are conducted using the O’Neill and Reese manual method and the Geo5 software. The results of the O’Neill and Reese method show that at a depth of 16 m, pile with a diameter of 0.6 m requires 21 piles with an efficiency of 0.63 and a group bearing capacity of 23,798.23 kN, while piles with a diameter of 0.7 m requires 16 piles with an efficiency of 0.64 and a group bearing capacity of 23,719.43 kN. At a depth of 20 m, piles with a diameter of 0.6 m requires 18 piles with an efficiency of 0.62 and a bearing capacity of 26,182.02 kN, whereas piles with a diameter of 0.7 m requires 14 piles with an efficiency of 0.64 and a bearing capacity of 25,797.28 kN. Based on the smaller number of piles and higher efficiency, the most efficient configuration is a pile with a depth of 20 m and a diameter of 0.7 m. Meanwhile, the results of Geo5 analysis indicates that at a depth of 16 m, piles with a diameter of 0.6 m requires 36 piles with an efficiency of 0.63 and a group bearing capacity of 24,427.51 kN, while piles with a diameter of 0.7 m requires 30 piles with an efficiency of 0.64 and a bearing capacity of 26,331.30 kN. At a depth of 20 m, piles with a diameter of 0.6 m requires 16 piles with an efficiency of 0.60 and a bearing capacity of 23,836.80 kN, whereas piles with a diameter of 0.7 m requires 12 piles with an efficiency of 0.61 and a bearing capacity of 23,981.32 kN. These results confirm that a pile with a depth of 20 m and 0.7 m diameter is also the most efficient configuration according to Geo5. Based on this optimal configuration, settlement analysis is performed for the 20 m depth and 0.7 m diameter foundation. The manual method yields settlements of 5.21 mm for a single pile and 17.28 mm for the pile group, while the Geo5 analysis indicates a pile group settlement of 24.1 mm. Overall, pile dimensions and soil characteristics significantly influence foundation bearing capacity, and the Geo5 analysis produces higher bearing capacity values compared to the O’Neill and Reese method.
| Item Type: | Thesis (Skripsi) |
|---|---|
| Uncontrolled Keywords: | Daya Dukung, Bored Pile, O’Neill dan Reese, Geo5, Penurunan Tiang |
| Subjects: | T Technology > TA Civil Engineering T Technology > TA Civil Engineering > Teknik Kontruksi, Pondasi |
| Divisions: | Fakultas Teknik > S1 Teknik Sipil |
| Depositing User: | LORENO ANANDA |
| Date Deposited: | 09 Feb 2026 21:32 |
| Last Modified: | 09 Feb 2026 21:32 |
| URI: | http://eprints.ums.ac.id/id/eprint/142336 |
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