Evaluasi dan Redesain Fondasi Abutment akibat Tiang Bor Tidak Mencapai Kedalaman Rencana: Studi Kasus Jembatan Palu 4

Moh Fadhlan Rosyidi; Fikri Ghifari; Kohar Yudoprasetyo; Ifarrel Rachmanda Hariyanto; Andreas Bambang  Sandi Asmoro

doi:10.22487/renstra.v7i2.883

Authors

Moh Fadhlan Rosyidi Departemen Teknik Infrastruktur Sipil, Fakultas Vokasi Institut Teknologi Sepuluh Nopember, Surabaya, Indonesia 60111
Fikri Ghifari Department of Civil and Construction Engineering, National Taiwan University of Science and Technology, Taipei City, Taiwan
Kohar Yudoprasetyo Departemen Teknik Infrastruktur Sipil, Fakultas Vokasi Institut Teknologi Sepuluh Nopember, Surabaya, Indonesia 60111
Ifarrel Rachmanda Hariyanto Departemen Teknik Infrastruktur Sipil, Fakultas Vokasi Institut Teknologi Sepuluh Nopember, Surabaya, Indonesia 60111
Andreas Bambang Sandi Asmoro PT Inti Teknik Solusi Cemerlang, Surabaya, Indonesia 60239

DOI:

https://doi.org/10.22487/renstra.v7i2.883

Keywords:

bored pile, pile cap, bridge foundation, replacement pile, load redistribution, case study

Abstract

Failure of a bored pile to reach its planned depth due to construction problems may alter pile capacity and load distribution within the pile group, requiring an integrated geotechnical and structural assessment. This study presents a case study of the evaluation and redesign of the Palu 4 Bridge abutment foundation, where bored pile No. 5 experienced borehole collapse and reached only about one-third of its planned depth. The remedial scheme introduced replacement pile No. 7 and enlarged the pile cap from 12.8 m × 8.1 m to 16.7 m × 8.1 m. Pile-group response was analyzed using Ensoft GROUP to evaluate axial force, lateral displacement, shear, and bending moment, while CSI SAFE was used to assess pile-cap flexure, one-way shear, and punching shear. The maximum lateral displacement was 21.50 mm, below the 25 mm limit, while the axial safety factor of 2.425 exceeded the minimum requirement of 1.67. The governing bored-pile demand-to-capacity ratio was 0.877 for flexure, whereas the pile cap reached 0.985 for flexure and approximately 0.87 for punching shear. This study demonstrates an integrated geotechnical–structural evaluation procedure to verify the adequacy of a remedial foundation configuration when a bored pile fails to reach the planned depth

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