Introduction: The Solo Balapan-Kadipiro elevated line project is considered to have a high risk of danger because the project is in direct contact with the highway and is located between residential areas. Hence, it can cause work accidents for employees or workers at the project site. This study aims to identify the risks of precast channel installation work, Geotextile installation. Method: Roadwork uses the Failure Mode and Effect Analysis (FMEA) method and carries out a risk control strategy to prevent work accidents in the work area. Risk identification in construction projects is carried out based on field observations and risk observations in the hazard identification risk assessment and risk control (HIRARC) documents and job safety analysis (JSA) documents prepared by HSE, to be further validated through a preliminary questionnaire to respondents. Furthermore, the respondents assessed the Severity, Occurrence, and detection levels by filling out the main questionnaire using a predetermined rating scale. Result: risk analysis using the FMEA method shows that the risk of landslide excavation walls in excavation activities ranks highest in road work with a total RPN value of 460.8. Being hit and hit by heavy equipment during excavation activities is the highest risk in Geotextile Installation work, with a total RPN of 405.5, while in Precast Canal Installation work, The risk of being hit by a passing train when marking and staking out is the highest risk with RPN 344.1. Conclusion: the results of a review of HIRARC and JSA documents show there are 49 risks consisting of 14 risks in precast channel installation work, 19 risks in geotextile installation work, 16 risks in road bodywork

Di Indonesia, dimensi profil baja rel telah ditentukan dalam Peraturan Menteri Perhubungan No. 60 tahun 2012. Salah satu jenis rel yang umum digunakan untuk jalan rel dengan lebar 1067mm adalah rel tipe UIC54. Namun, penentuan tipe profil rel di Indonesia belum dilengkapi dengan analisis kekuatan struktur profil rel dalam menahan beban yang bekerja di atasnya. Sehingga, jurnal ini akan membahas perhitungan analisis kekuatan struktur rel UIC54 dalam menahan beban lokomotif CC 203, CC 205, dan CC 206. Metode perhitungan menggunakan metode Beam on Elastic Foundation (BOEF) yang mengasumsikan perilaku rel sebagai balok kontinu yang menerima beban di atas tumpuan pondasi elastis. Nuilai kekuatan rel UIC dituliskan dalam bentuk angka faktor keamanan (SF). Hasil perhitungan menunjukkan bahwa nilai SF terkritis rel dalam menerima beban lokomotif CC 203, CC 205, dan CC 206 berturut-turut adalah sebesar 10,94; 8,93; dan 9,67. Berdasarkan hasil perhitungan kekuatan rel tersebut, rel UIC54 sangat kuat dalam menahan beban dinamis lokomotif dan memiliki penampang yang terlalu besar untuk menahan beban roda dinamis lokomotif.

Abutment bridge is a building under the bridge located on both sides of the bridge end. The process of building a bridge abutment often requires excavation to the depth of the abutment base so that the abutment reinforcement and casting work can be carried out. In deep excavation work, each side of the excavation needs to be installed in a flexible retaining wall type (plaster) first. In this study, CCSP stability analysis was carried out on earth excavation work for abutment bridge BH 1751. The calculation method starts from determining the lateral earth pressure acting on the soil, then determining the depth of CCSP planting that is able to produce CCSP stability on the rolling force. The analysis shows that the depth of CCSP planting that meets the safety requirements of the rolling force is 20 m

The subgrade in the railway double track development project in KM 437 + 300 to KM 438 + 500 Gombong, Kebumen is soft land (N-SPT <15) so that it requires efforts to improve the land to avoid land subsidence exceeding the allowable land subsidence, which is equal to 20cm In this research, an effort to repair subgrade uses Prefabricated Vertical Drain (PVD) to accelerate the process of soil congestion due to the load of the railroad pile, the burden of railroad construction, and the burden of the passing railroad. Compression analysis results show that the subgrade will experience a land subsidence of 0.524m. The natural consolidation time needed to achieve a 90% degree of consolidation is 268.9 years. Meanwhile, the time of consolidation to reach a degree of consolidation of 90% using PVD spaced 0.8 m with a triangle and quadrilateral pattern is for 15 weeks and 18 weeks. Planting PVD in both patterns is as deep as 24 m

Prediction of the bearing capacity of deep foundations using analytical methods from the results of the standard Penetration Test has been carried out until now due to practical consideration. However, with the many types of empirical formulas proposed by various researchers, it is necessary to test the validity of the values predicted by the empirical formulas. During the construction stage, the bearing capacity of deep foundations can be checked using the Pile Driving Analysis (PDA) Test. This study aimed to compare the foundation bearing capacity prediction results using analytical methods of Luciano Decourt (1982), Reese and O'Neil (1999), and Building Standard Law of Japan with the results from PDA test. The comparison indicate that the analytical method of Luciano Decourt (1982) predict bearing capacity with the smallest error rate, which is 1.97% to 38.99% with safaty factor (SF) 2 to 3 on a relatively homogeneous and heterogeneous soil conditions. Prediction of bearing capacity of bored pile foundations using analytical methods O'Neil & Reese (1999) and Building Standard Law of Japan provide better performance for soil types which is dominated by cohesive soils with safety factor (SF) 2.