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All Journal Journal of Infrastructure and Facility Asset Management
Soemitro, Ria Asih Aryani
Civil Engineering Departement, Institut Teknologi Sepuluh Nopember, Surabaya
Civil Engineering, Building, Construction & Architecture Computer Science & IT Control & Systems Engineering Decision Sciences, Operations Research & Management Economics, Econometrics & Finance Energy Engineering Environmental Science Library & Information Science Mathematics Transportation

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Effect of Stabilization Soil With Fly Ash and Bottom Ash on Characteristics of Residual Soil (Padang-Sicincin Toll Road) Saputra, Novema Dwi; Satrya, Trihanyndio Rendy; Soemitro, Ria Asih Aryani; Hardiningsih, Sri Hastuti
Journal of Infrastructure & Facility Asset Management Vol 6 (2024): Special Issue 3 : Journal of Infrastructure & Facility Asset Management
Publisher : Lembaga Penelitian dan Pengabdian kepada Masyarakat

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.12962/jifam.v6i0.19952

Abstract

Utilization of residual soil in the Trans Sumatra Toll Road Construction Project Padang - Sicincin Section found residual soil types at Sta. 27+000 - 27 + 400 as road embankment and subgrade can be done by stabilization method where the stabilization material used is a mixture of fly ash, bottom ash, and FABA (fly ash+bottom ash). To obtain the optimum percentage of Fly ash, Bottom ash, or FABA (Fly ash Bottom ash) in improving soil behavior, the variations are 10%, 15%, and 20% of bulk density with an incubation period of 0 days, 7 days and 14 days will be selected.Based on the analysis, it is found that stabilization (fly ash, bottom ash, or FABA) results in changes in physical and mechanical residual soil properties with an increase in the CBR value in addition to fly ash at 10% with a CBR value = 4.02%, bottom ash at 20% with a CBR value = 9.49% and FABA at 20% with a CBR value = 14.32% so that the stabilized soil can be used as ordinary backfill soil or preferred backfill soil.
The Impact of Coal Combustion Waste (Fly Ash and Bottom Ash) on The Properties of Clay Soil (Case Study: National Road Section Demak – Kudus, Indonesia) Nurtaqwim, Alien Maulida; Soemitro, Ria Asih Aryani; Warnana, Dwa Desa; Satrya, Trihanyndio Rendy; Putra, Yanuar Dwi
Journal of Infrastructure & Facility Asset Management Vol 6 (2024): Special Issue 1 : Journal of Infrastructure & Facility Asset Management
Publisher : Lembaga Penelitian dan Pengabdian kepada Masyarakat

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.12962/jifam.v6i0.19936

Abstract

The National Road Section Demak - Kudus is one of the most populous road sections connecting East Java province with West Java province through the city of Semarang. Repeated damage conditions raise the suspicion that the subgrade under the road body has special criteria that need further handling before repairs are made to the pavement. In addition, based on the soft soil distribution map and soil data with the results of existing laboratory testing, categorized as soft soil. For this reason, it is necessary to handle the subgrade to improve soil parameters, which is physical and mechanical. Therefore, chemical stabilization was chosen to obtain a chemical reaction from the soil. The selected chemicals to induce these reactions is coal combustion waste which are fly ash and bottom ash. Exhibiting pozzolanic properties that can react and cause flocculation in the soil. The research involves mixing the soil with stabilizing materials in three different combinations: first, soil mixed by fly ash (FA); second, soil mixed by bottom ash (BA); and third, soil mixed by both fly ash with bottom ash (FABA), optimum stabilizing mixture material at 20%. The initial soil, which is highly plastic clay with a classification of CH/A-7-6, having a plasticity index (PI) of 43.23% and California Bearing Ratio (CBR) of 0.92%, undergoes improvement with adding FA stabilizer, resulting in MH/A-7-5 with a PI of 27.07% and CBR of 12.39%. The mixture of soil with FABA is MH/A-7-5 with a PI of 28.87% and CBR of 9.60%. However, the improvement in the mixture of soil with BA is not as significant, remaining in the CH/A-7-6 category with a PI of 31.83% and CBR of 3.00%.
Effect of Embankment Construction Pace on Slope Stability Wih Varied Heights on Organic Soft Soil in the Sicincin-Padang Toll Road Sta 10+250-10+400 Mulifandi, Alfian Wildan; Satrya, Trihanyndio Rendy; Soemitro, Ria Asih Aryani; Hardiningsih, Sri Hastuti
Journal of Infrastructure & Facility Asset Management Vol 6 (2024): Special Issue 3 : Journal of Infrastructure & Facility Asset Management
Publisher : Lembaga Penelitian dan Pengabdian kepada Masyarakat

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.12962/jifam.v6i0.19953

Abstract

On the Sicincin-Padang toll road section there are several geotechnical problems, one of which is that at the Sta 10+250-10+400 is dominated by an organic soil. In the implementation of a 4.0 meter high embankment there are cracks appeared on the left side of embankment toe. Based on the evaluation results of monitoring geotechnical instruments in the field, the cracks that occur can be caused by the bearing capacity failure or due to the implementation stages of embankment construction is too fast. The method used in this research is to use finite element method by numerical simulation using Plaxis 2D program to determine the stability of embankment slope stability acording to the stages of implementation in the field and by modeling a staged construction, where the speed of embankment construction depends on the thickness of the embankment layer used, which is 15 cm to 25 cm until the design height is reached and the consolidation time is 1 day to 14 days for each additional 1 meter of embankment height. The porpose of this study is to determine the stages of implementation that are safe and compliant with the design criteria requrements.From the modeling results the existing embankment construction in the field has a safety factor value of SF=1.156. In this research, variations in the construction stages that have been modeled were obtained that are safe and meet the design criteria at the location under review are; at Sta 10+250 with using 25 cm thickness fill layer and 14 days consolidation time, Sta 10+350 with a 15 cm thickness fill layer and 7 days consolidation time, Sta 10+400 with a 25 cm thickness fill layer and 5 days consolidation time. There are differences in the effective time at each of the locations reviewed, this is due to differences in geometric embankment conditions at each location. From the results of modeling analysis, it also found that by reducing the thickness of the embankment fill layer and increasing the consolidation time, the value of the safety number will increase, the amount of settlement will increase, the amount of lateral movement will decrease and the excess pore water pressure will decrease.
Co-Authors Hardiningsih, Sri Hastuti Hardiningsih, Sri Hastuti Mulifandi, Alfian Wildan Nurtaqwim, Alien Maulida Putra, Yanuar Dwi Saputra, Novema Dwi Satrya, Trihanyndio Rendy Satrya, Trihanyndio Rendy Warnana, Dwa Desa