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Analisa Anjlokan Kereta Api Bima Rute Surabaya-Malang Pada KM 8+625 Petak Wonokromo-Waru Utomo, Nugroho; Solin, Dian Purnamawati
KERN : Jurnal Ilmiah Teknik Sipil Vol. 5 No. 2: Oktober 2019
Publisher : Program Studi Teknik Sipil, Fakultas Teknik, Universitas Pembangunan Nasional "Veteran" Jawa Timur

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.33005/kern.v5i2.13

Peristiwa anjloknya kereta api pada rel merupakan kondisi dimana kereta api tidak dapat menunjukkan performa perjalanannya dengan aman dan keluar dari jalurnya disebabkan karena gangguan mekanik pada rel seperti rel patah dan komponen pendukung struktur jalan kereta api seperti penambat rel dan bantalan rel yang tidak berfungsi dengan baik. Anjloknya kereta api merupakan hal yang perlu dipertimbangkan dalam keselamatan perjalanan kereta api terlebih lagi jika kereta api tersebut membawa muatan barang berbahaya. Penyebab dari rel patah dapat terjadi karena kelelahan material dari rel yang tidak terpantau ditambah dengan pembebanan berulang dari kereta api. Selain itu kejadian anjloknya kereta api pada rel juga dapat terjadi di area perlintasan sebidang antara jalan kereta api dan jalan raya dengan jarak pandang aman tersedia yang pendek. Dari beberapa peristiwa kereta api anjlok yang pernah terjadi di Indonesia umumnya disebabkan karena patah rel. Seperti peristiwa yang terjadi pada tanggal 26 Juli 2017 di KM 8+625 petak Wonokromo – Waru yakni anjloknya Kereta Api Bima (KA 43) rute Surabaya –Malang disebabkan oleh rel patah. Prosedur analisis anjloknya Kereta Api Bima ini dilakukan dengan perhitungan distribusi pembebanan pada stamformasi kereta api rencana, perhitungan nilai dumping factor (λ), perhitungan besar momen maksimum dan tegangan yang terjadi pada rel dan perhitungan besar momen dan tegangan yang terjadi pada bantalan rel. Dari hasil analisis diketahui bahwa penyebab anjloknya Kereta Api Bima adalah karena nilai tegangan hitung pada rel hampir mendekati nilai tegangan ijin rel (kritis), sehingga kondisi rel eksisting rawan terhadap kelelahan material (fatigue) lebih awal.

Modification Effect of Stone Column Dimensions and Configuration on Bearing Capacity Efficiency and Settlement in Soft Soils Putri, Karin Dwi Jayanti; Solin, Dian Purnamawati; Farichah, Himatul
CIVED Vol. 10 No. 3 (2023): September 2023
Publisher : Universitas Negeri Padang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.24036/cived.v10i3.323

In airport construction, one crucial aspect to consider is the condition of the underlying soil on the runway. Following soil investigations at X project, it was determined that the soil condition is primarily characterized by soft soil layers, with Standard Penetration Test (SPT) values ranging from 4 to 10. In response to this condition, soil reinforcement was carried out using the stone column method. The objective of this study was to compare the bearing capacity and settlement of stone columns under various dimensional variations (spacing of 1.5 m, 2.0 m, 2.2 m; diameters of 0.4 m, 0.5 m, 0.6 m) and configuration patterns (square and triangular). Bearing capacity calculations were done manually, and settlement calculations were performed both manually and with the assistance program. The results were presented in tables and graphs. Using the FHWA method for bearing capacity calculations, it was found that bearing capacity increases as the diameter is increased and the spacing is reduced. Conversely, bearing capacity decreases as the diameter is reduced and the spacing is increased. The ultimate bearing capacity value for the triangular pattern installation exceeded that of the square pattern. Regarding settlement calculations after manual stone column installation, it was observed that settlement decreases as the diameter increases and the spacing between columns decreases. Settlement increases under opposite conditions. Settlement calculations using the Plaxis program focused on diameter and spacing between stone columns. During the service life, the highest settlement occurred with the triangular pattern, while the square pattern exhibited the lowest settlement.

Analisa Perbandingan Daya Dukung Pondasi Borepile dengan Perbesaran Dimensi Ujung Pondasi Berdasarkan Data N-Spt pada Proyek Jembatan Naufal Angger Wasesa; Dian Purnamawati Solin; Bagas Aryaseta
MEDIA KONSTRUKSI Vol. 10 No. 3 (2025)
Publisher : Jurusan Teknik Sipil, Universitas Halu Oleo

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.33772/jmk.v10i3.186

Pondasi bored pile, yang sering digunakan dalam konstruksi jembatan, memiliki daya dukung yang dipengaruhi oleh gesekan selimut dan tahanan ujung tiang, di mana peningkatan dimensi ujung pondasi dapat secara signifikan meningkatkan kapasitas dukung ujung (end bearing capacity) dan kapasitas dukung total. Penelitian ini mengadopsi pendekatan deskriptif dengan memanfaatkan data proyek, membandingkan kinerja pondasi bored pile berdiameter 1 meter dan 1,85 meter (dengan ujung berbentuk bel) pada kedalaman 20 meter. Data N-SPT dikoreksi terhadap prosedur lapangan, tekanan overburden, dan muka air tanah sebelum digunakan dalam analisis. Perhitungan daya dukung dilakukan menggunakan dua metode analitis yaitu Nakazawa dan Luciano Decourt, serta dengan pendekatan program bantu untuk pengolahan data yang lebih akurat. Hasil analisis menunjukkan bahwa pondasi tanpa perbesaran ujung tiang memiliki daya dukung ultimate sebesar 1398,94 Ton dibandingkan dengan pondasi yang diperbesar pada ujung tiang sebesar 2717,72 Ton mengindikasikan peningkatan daya dukung sebesar 92% dengan perbesaran menurut metode Nakazawa. Perbandingan antara metode analitis dan program bantu menunjukkan variasi hasil, namun metode Nakazawa dinilai memberikan hasil yang lebih akurat dan mendekati perhitungan program bantu.

Studi Perbandingan Daya Dukung dan Penurunan Fondasi Tiang Pancang Dengan Variasi Dimensi Pada Struktur Jembatan Jalan Tol Abidin Isa Alhabsyi, Ali Zainal; Purnamawati, Dian Solin; Farichah, Himatul
EXTRAPOLASI Vol. 22 No. 02 (2025)
Publisher : Universitas 17 Agustus 1945 Surabaya

Show Abstract | Download Original | Original Source | Check in Google Scholar

Abstrak Fondasi tiang dalam, seperti tiang bor (bored pile) dan tiang pancang (driven pile), merupakan solusi utama untuk mendukung struktur pada tanah dengan daya dukung rendah. Tiang bor dipilih karena fleksibilitasnya dalam menyesuaikan kondisi tanah, meskipun prosesnya lebih lama. Sebaliknya, tiang pancang unggul dalam mutu material dan waktu pemasangan yang lebih cepat, sehingga efisien dalam pelaksanaan proyek. Pada penelitian ini dilakukan analisis kapasitas daya dukung fondasi menggunakan metode Nakazawa dengan variasi dimensi tiang pancang, yaitu 0,8 m, 1 m, 1,2 m dengan kedalaman 15 m serta analisis penurunan fondasi dalam menggunakan metode Vesic secara manual dan metode elemen hingga sebagai perbandingan hasil. Studi dilakukan pada titik bor uji tanah Bor-78 kedalaman 30 meter dengan hasil kondisi tanah berupa lempung dan lanau dengan konsistensi sangat lunak hingga lunak, serta lapisan pasir dengan kepadatan cukup padat di bagian bawah. Hasil perhitungan menunjukkan bahwa semakin besar diameter tiang, kapasitas daya dukung meningkat secara signifikan, sedangkan nilai penurunan fondasi cenderung menurun. Analisis penurunan mempertimbangkan kontribusi deformasi tanah dan deformasi batang tiang secara terpisah. Hasil studi ini diharapkan dapat menjadi referensi teknis dalam perencanaan fondasi jembatan pada kondisi tanah lunak dan padat, dengan mempertimbangkan efisiensi desain berdasarkan variasi dimensi tiang yang digunakan. Kata kunci: Daya Dukung Tiang, Metode Nakazawa, Metode Vesic, Fondasi Dalam, Dan Penurunan Fondasi. Abstract Deep foundation piles, such as bored piles and driven piles, are the primary solutions for supporting structures on soils with low bearing capacity. Bored piles are chosen for their flexibility in adapting to soil conditions, although their installation process takes longer. Conversely, driven piles excel in material quality and faster installation time, making them efficient for project implementation. This study analyzes the bearing capacity of foundations using the Nakazawa method with variations in pile dimensions of 0.8 m, 1 m, and 1.2 m diameter at a depth of 15 m, along with an analysis of foundation settlement using the Vesic method manually and the finite element method (FEM) for comparison. The study was conducted at soil investigation borehole Bor-78 with a depth of 30 meters, revealing soil conditions consisting of clay and silt with very soft to soft consistency, and a lower layer of medium dense sand. The calculation results show that increasing the pile diameter significantly increases the bearing capacity, while the foundation settlement tends to decrease. The settlement analysis considers the contributions of soil deformation and pile shaft deformation separately. This study is expected to serve as a technical reference in the planning of bridge foundations on soft and dense soil conditions, taking into account design efficiency based on the variation of pile dimensions used. Keywords: Pile Bearing Capacity, Nakazawa Method, Vesic Method, Deep Foundation, and Foundation Settlement.

A COMPARATIVE STUDY OF PILE BEARING CAPACITY ANALYSIS RESULTS BASED ON THE EMPIRICAL METHOD (STANDARD PENETRATION TEST) AND THE FINITE ELEMENT METHOD Alfin Reza Saputra Alfin; Dian Purnamawati Solin; Yerry Kahaditu Firmansyah
Jurnal Ilmiah Teknik Sipil Vol. 28 No. 2 (2024): Jurnal Ilmiah Teknik Sipil, Vol. 28 No. 2, September 2024
Publisher : Universitas Udayana

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.24843/JITS.2024.v28.i02.p01

This study aims to compare the bearing capacity of steel pile foundations using two approaches: an empirical method based on Standard Penetration Test (SPT) data with Meyerhof’s formula, and a numerical method based on the Finite Element Method (FEM). The research object is a steel pipe pile foundation with a diameter of 850 mm and a depth of 43 meters, used in a port dock structure. Data were obtained from field tests, including bore logs and corrected N-SPT values. The Meyerhof method was applied to manually calculate the end-bearing and shaft friction capacity of the pile, while the FEM approach involved two-dimensional geometric modeling using soil parameters derived from field data and technical assumptions. The analysis results indicate that the Meyerhof method yields an allowable bearing capacity of 7855.23 kN/m², whereas the FEM method results in a capacity of 1432.16 kN/m², with a comparison ratio of 0.1823. This discrepancy suggests that the finite element method provides more conservative and realistic results by thoroughly considering soil-structure interaction. Therefore, the finite element method is recommended for foundation design in large-scale projects or cases requiring high accuracy.

A COMPARATIVE STUDY OF PILE BEARING CAPACITY ANALYSIS RESULTS BASED ON THE EMPIRICAL METHOD (STANDARD PENETRATION TEST) AND THE FINITE ELEMENT METHOD Alfin Reza Saputra Alfin; Dian Purnamawati Solin; Yerry Kahaditu Firmansyah
Jurnal Ilmiah Teknik Sipil Vol. 28 No. 2 (2024): Jurnal Ilmiah Teknik Sipil, Vol. 28 No. 2, September 2024
Publisher : Universitas Udayana

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.24843/JITS.2024.v28.i02.p01

This study aims to compare the bearing capacity of steel pile foundations using two approaches: an empirical method based on Standard Penetration Test (SPT) data with Meyerhof’s formula, and a numerical method based on the Finite Element Method (FEM). The research object is a steel pipe pile foundation with a diameter of 850 mm and a depth of 43 meters, used in a port dock structure. Data were obtained from field tests, including bore logs and corrected N-SPT values. The Meyerhof method was applied to manually calculate the end-bearing and shaft friction capacity of the pile, while the FEM approach involved two-dimensional geometric modeling using soil parameters derived from field data and technical assumptions. The analysis results indicate that the Meyerhof method yields an allowable bearing capacity of 7855.23 kN/m², whereas the FEM method results in a capacity of 1432.16 kN/m², with a comparison ratio of 0.1823. This discrepancy suggests that the finite element method provides more conservative and realistic results by thoroughly considering soil-structure interaction. Therefore, the finite element method is recommended for foundation design in large-scale projects or cases requiring high accuracy.

Kajian Numerik dan Pemetaan Kadar Porositas Tanah pada Hutan Mangrove Gresik Menggunakan Metode Lagrange Polinomial Muhammad Wildan; Hendrata Wibisana; Dian Purnamawati Solin
Reslaj: Religion Education Social Laa Roiba Journal Vol. 7 No. 1 (2025): RESLAJ: Religion Education Social Laa Roiba Journal
Publisher : Intitut Agama Islam Nasional Laa Roiba Bogor

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.47467/reslaj.v7i1.5664

Gresik Regency, with its geographical conditions supporting the development of mangrove ecosystems, faces significant challenges due to the proximity of industrial zones, which pose potential environmental conflicts. Therefore, this research aims to map and analyze soil porosity in the Karangkiring Mangrove Forest, which plays a crucial role in maintaining ecosystem stability and supporting sustainable infrastructure planning. The methods used include collecting 16 soil samples from the field, which were then tested in the laboratory to determine porosity values. These porosity data were correlated with Landsat 8 satellite imagery through NDVI, SAVI analysis, and reflectance from bands 4 and 5. To understand the relationship between soil porosity and satellite data, a regression analysis was conducted, resulting in a quadratic polynomial equation ( y = -78.507x^2 + 49.294x - 7.0327 ), with a coefficient of determination (R²) of 0.7364, indicating a strong correlation. Based on this equation, a soil porosity distribution map was created using GIS software, which visualized the porosity distribution across the mangrove area. This map serves as an essential tool to aid decision-making related to environmental management and sustainable infrastructure planning, particularly in addressing the potential negative impacts of industrial activities on the sensitive mangrove ecosystem.

Analisis Pengaruh Variasi Laju Penimbunan terhadap Deformasi Lateral Tanah Lunak pada Metode Preloading dengan PVD (Studi Kasus Jalan Tol Pekanbaru–Padang STA 10+400) Dini Oktavia; Dian Purnamawati Solin; Bagas Aryaseta
AGREGAT Vol 11 No 1 (2026)
Publisher : Universitas Muhammadiyah Surabaya

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.30651/ag.v11i1.31516

Construction of embankments on soft soil often encounters stability issues due to low shear strength and high compressibility, particularly when the loading rate is not properly controlled. This study aims to analyze the effect of embankment loading rate on lateral deformation behavior of soft soil improved using preloading combined with Prefabricated Vertical Drains (PVD). The research is based on a case study of the Pekanbaru–Padang Toll Road STA 10+400. The methodology involves numerical analysis using the Finite Element Method (FEM), preceded by manual calculations to determine staged loading scenarios with target degrees of consolidation. Three loading rates were evaluated, namely 0,2; 0,3 and 0,4 m/week. The analysis focuses on settlement, safety factor, and lateral deformation. The results indicate that all loading rate variations produce similar final settlements (approximately 3,7 m) and meet the required degree of consolidation. However, significant differences are observed in lateral deformation and stability. Lower loading rates result in smaller lateral deformation and higher safety factors, indicating improved stability performance. Conversely, higher loading rates generate greater excess pore water pressure, leading to increased lateral deformation and reduced stability margins. It can be concluded that controlling the loading rate plays a critical role in minimizing lateral deformation and ensuring embankment stability on soft soil. A lower loading rate is more effective in providing sufficient time for consolidation and strength gain, thereby improving overall performance.

Optimasi Desain Fondasi Tiang Pancang pada Struktur Slab On Pile Proyek Pembangunan Jalan Tol Muhammad Fauzi Jatmiko; Dian Purnamawati Solin; Bagas Aryaseta
Rekayasa Vol 19, No 1: 2026
Publisher : Universitas Trunodjoyo Madura

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.21107/rekayasa.v19i1.34232

Perencanaan fondasi tiang pancang pada struktur slab on pile memegang peranan penting dalam menjamin kinerja dan stabilitas struktur, khususnya pada kondisi tanah yang bervariasi. Pada Proyek Pembangunan Jalan Tol di Jawa Timur, hasil uji Pile Driving Analyzer (PDA) menunjukkan bahwa kapasitas daya dukung tiang pada beberapa titik tidak memenuhi nilai rencana, sehingga diperlukan evaluasi dan optimasi desain fondasi. Oleh karena itu, dalam penelitian ini dilakukan optimasi desain fondasi tiang pancang dengan membandingkan variasi dimensi tiang (diameter dan kedalaman). Dari hasil penelitian didapatkan bahwa dimensi fondasi tiang diameter 80 cm merupakan alternatif desain yang paling optimal. Hal ini ditunjukkan oleh kapasitas daya dukung sebesar 2003,8 kN terhadap gaya aksial 1804,174 kN, yang memberikan margin keamanan terbesar dibandingkan variasi lainnya. Dari sisi penurunan, diameter 80 cm menghasilkan nilai sebesar 25,41 mm, yang masih berada dalam batas izin yaitu sebesar 50 mm. Berdasarkan hasil tersebut, variasi diameter 80 cm dinyatakan sebagai alternatif desain yang paling optimal karena memberikan kombinasi terbaik antara kapasitas daya dukung yang tinggi dan penurunan yang masih terkendali.

Numerical Analysis of the Influence of Bamboo Chips Variations on Road Embankment Stability and Settlement Arasi Arahman; Dian Purnamawati Solin; Karina Meilawati Eka Putri
EPI International Journal of Engineering Vol 8 No 2 (2025): Volume 8 Number 2, August 2025
Publisher : Center of Techonolgy (COT), Engineering Faculty, Hasanuddin University

Show Abstract | Download Original | Original Source | Check in Google Scholar

Soft soil is characterized by low bearing capacity, high compressibility, and substantial settlement, thereby frequently causing complications in road embankment construction. One viable method for soil improvement is stabilization utilizing eco-friendly materials, such as bamboo chips. However, research concerning the effects of varying bamboo chip mixtures on the stability and settlement of embankments constructed on soft soil remains limited. This study aims to analyze the impact of bamboo chip mixture variations on consolidation characteristics, embankment stability, and soft soil settlement, utilizing the finite element method via PLAXIS 2D software. The investigation was conducted through one-dimensional consolidation testing (oedometer tests) on native soil and bamboo chip mixture variations of 25%, 30%, and 35%. The experimental results served as input parameters for the PLAXIS 2D numerical modeling to evaluate the safety factor and embankment settlement. The findings indicate that the incorporation of bamboo chips effectively enhances embankment stability and mitigates soil settlement compared to untreated soil conditions. The TA + BC (Native Soil + Bamboo Chips) 30% variation yielded the most optimal outcomes, exhibiting the lowest compression index and consolidation settlement, alongside a higher safety factor relative to the other variations. Overall, bamboo chips demonstrate significant potential as an economical and environmentally sustainable alternative stabilization material for road embankment construction over soft soils.

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