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Trihanyndio Rendy Satrya
Civil Engineering Departement, Institut Teknologi Sepuluh Nopember, Surabaya, Indonesia.
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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 1 
Subgrade Stabilization with Ca (OH)2 Lime to Improve the Physical and Mechanical Properties of Soil (Case Study: The National Road Trengguli – Bts. Kab. Demak/Kudus) Rahmadsyah Rangkuti; Ria Asih Aryani Soemitro; Dwa Desa Warnana; Trihanyndio Rendy Satrya; Yanuar Dwi Putra
Journal of Infrastructure & Facility Asset Management Vol 6 (2024): Special Issue 1 : Journal of Infrastructure & Facility Asset Management
Publisher : Departemen Teknik Sipil, Institut Teknologi Sepuluh Nopember

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Road damage on The National Road Trengguli -Bts. Kab. Demak/Kudus in the form of cracks and collapses, the contributing factors are soft subgrade conditions and irrigations on both sides of the road. Chemical stabilization with Ca(OH)2lime can improve the soil's mechanical and physical characteristics. This research uses the addition of lime with variations of 2%, 4%, 6%, 7%, 8%, and and 10% of the soil's dry weight. Based on the standard proctor test results, the optimum mixture of 6% lime was obtained with a value of γdmax = 1.459 gr/cm3and Wopt= 28.052%. Furthermore, the original soil and 6% lime mixture were tested: sieve and hydrometer analysis, Atterberg limits, standard proctor compaction, unconfined compressive strength (UCS), laboratory CBR (soaked) and 1 cycle drying -wetting testing. At 6% lime for UCS and CBR testing, 0, 7 and 14 days of curing were conducted. The results of research on the initial soil and after 6% lime stabilization, namely the soil classification based on USCS originally included in CH, namely non-organic loamy soilwith high plasticity or fat clays to SM, namely silty sand and based on AASHTO originally included in A-7-6 clay soil to A-7-5 clay soil, from PI = 43.232% to PI = 16.213%, from CBR = 0.917% to CBR with 0, 7, and 14 days of curing are 11.463%, 14.266%, and 19.408%, from qu = 0.967 kg/cm2to qu with 0, 7, and 14 days of curing are 2.973 kg/cm2, 9.546 kg/cm2and 12.206 kg/cm2. After 1 cycle drying -wetting test, there is a decrease in qu value, namely in the initial soil of 93.004% and 6% lime stabilized soil of 73.040%.
Correlation of Initial Soil Density and Maximum Soil Density Under Drying-Wetting Cycles and Their Soil Erodibility Tia Evriana; Trihanyndio Rendy Satrya; Mahendra Andiek Maulana; Wahyu Supriyo Winurseto
Journal of Infrastructure & Facility Asset Management Vol 6 (2024): Special Issue 2 : Journal of Infrastructure & Facility Asset Management
Publisher : Departemen Teknik Sipil, Institut Teknologi Sepuluh Nopember

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The Serang - Panimbang Toll Road plan area of Banten province in regional stratigraphy from the starting station to the end consists of sedimentary rock sediments of the Bojongmanik Formation in the form of sandstone intersections with clayey limestone inserts that have been precipitated by the products of Karang volcano consisting of breccia and lava. This volcanic material exhibits a coarse soil texture, high water absorption capacity, and susceptibility to erosion. Soil erosion levels can be determined by measuring soil erodibility. Erosion often occurs in Indonesia because Indonesia has a tropical climate which has two seasons, the rainy and dry seasons. This climatic pattern contributes to the soil vulnerability to erosion, impacting its density. Therefore, it is important to know the effect of drying-wetting cycle on erodibility along the slope of Serang-Panimbang Toll Road. Soil samples will be modeled under two density variations: initial density and maximum density. Drying-wetting tests will determine the physical, mechanical, suction, and erodibility properties of soil. The results showed that there was an increase in the degree of saturation of 8.31% for the initial density soil and 17.12% for the maximum density soil. Unconfined compressive strength of the soil with initial density and maximum density also decreased in consistency which decreased from very stiff and stiff to very soft. However, erodibility values for both density conditions remained constant at 0.19 despite the drying-wetting cycles and is classified as low.
Analysis of Embankment Slope Failure And Effectiveness Of Reinforcement With Full Displacement Column on Soft Soil (Case Study : Construction Of Padang Sicincin Toll Road Section STA 7+400 – 7+550) Firman Arifanto; Trihanyndio Rendy Satrya; Ria Asih Aryani Soemitro; Sri Hastuti Hardiningsih
Journal of Infrastructure & Facility Asset Management Vol 6 (2024): Special Issue 3 : Journal of Infrastructure & Facility Asset Management
Publisher : Departemen Teknik Sipil, Institut Teknologi Sepuluh Nopember

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The package that is currently under construction on the Trans Sumatra toll road network section Padang - Pekanbaru is the Padang - Lubuk Alung - Sicincin section which is targeted for completion in July 2024. One of the obstacles in the work process is that there is an embankment landslide at STA 7 + 450 which is indicated due to a decrease in the subgrade. This resulted in the construction process not being able to continue so there was a delay in the progress of construction implementation. Therefore, a study is needed that focuses on analyzing the causes of landslides and follow-up recommendations to overcome problems in the STA 7 + 450 embankment work on the Padang - Pekanbaru Toll Road Construction project section Padang - Lubuk Alung - Sicincin. The method used in this research is finite element modeling analysis using the help of the PLAXIS 2D program by looking at the Safety Factor value of the embankment slope under initial conditions and back analysis. The landslide modeling results with the finite element method are also compared with the landslide lines that occur in the field. From the back analysis, new parameters are obtained when a landslide occurs as input in the reinforcement analysis to be used. For follow-up improvement, full displacement column reinforcement is proposed where the effect of FDC column spacing, thickness, and load transfer platform material combination on slope stability, settlement, and changes in soil mechanical parameters will be analyzed. It was found that the embankment structure before the collapse had a critical SF value of SF = 1.010. The cause of the landslide was indicated to be due to the additional load from the project vehicle traffic. Parameter changes were obtained in the form of c' = 8.17 kN/m2 and Ø' =19.68o, cc = 0.8175, and cs =0.1204 in the organic soft soil which was indicated to be the cause of the landslide. From the modeling results to find the effectiveness of reinforcement with FDC, the optimum parameters were obtained concerning a distance of 3 times the column diameter, and a Load Transfer Platform thickness of 1.8 meters with geogrid reinforcement.
Analysis of the impact of soil excavation stages on slope stability case study of road and bridge construction projects in bts. Singaraja-Mengwitani at point 7E, Bali Guilden Laelatu Yudha; Ria Asih Aryani Soemitro; Trihanyndio Rendy Satrya; Noor Fachrie
Journal of Infrastructure & Facility Asset Management Vol 7 (2025): Special Issue 1 : Journal of Infrastructure & Facility Asset Management
Publisher : Departemen Teknik Sipil, Institut Teknologi Sepuluh Nopember

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The Singaraja -Pengayaman BTS Road Section is a national road located in the central corridor of Bali Island and includes several critical locations in terms of road geometry. Geometric adjustments are being addressed through the BTS Singaraja -Mengwitani Road and Bridge Construction Project Section 7E, involving excavation work up to 64 meters high at STA. 0+119.87. This study aims to analyze slope stability based on existing conditions, evaluate the impact of excavation method variations on slope stability, and determine effectiveexcavation methods both with and without the influence of water on slope stabilityusing Plaxis 2D program. The research results indicate that the safety factor (SF) value of the existing slope prior to excavation was 1.337, whereas it decreased to 1.034 after the final excavation stage. According to the SNI 8460:2017 standard (SF < 1.5), the slope condition in the final excavation stage is deemed unsafe. Excavations with depth variations of 1 meter, 2 meters, and 3 meters, as well as at slope angles of 45 ̊, 55 ̊, and 65 ̊, showed similar impacts on slope stability. A significant decrease in the safety factor occurred from the 7th excavation bench downward, where the safety factor fell below 1.3. At the end of the excavation process, the deepest sliding surface reached a depth of 20.11 meters. At an elevation of +36.5 meters, where the groundwater level reaches 56.40% of the total slope height, which marks the boundary between soil and rock layers, the safety factor drops to 1.040. Further increases in groundwater levels above +36.5 meters could render the slope unstable and potentially lead to collapse.
Behaviour Study of Abutment Foundation Pile on Lightweight Embankment Oprit (Case Study: Kali Otek Bridge – Lamongan North Ring Road Construction Package Section 2) Nila Wahyu Pertiwi; Ria Asih Aryani Soemitro; Trihanyndio Rendy Satrya; Sifa’ Udukha
Journal of Infrastructure & Facility Asset Management Vol 7 (2025): Special Issue 2 : Journal of Infrastructure & Facility Asset Management
Publisher : Departemen Teknik Sipil, Institut Teknologi Sepuluh Nopember

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The Kali Otek Bridge is in the Lamongan North Ring Road Development Package Section 2 with a bridge span length of 40.8m. The boring test results show that the subgrade is included in the very soft soil classification to a depth of >15 meters. The existing condition is a pond area that can be inundated with water reaching a height of 1 meter, thus affecting the occurrence of land subsidence and stability of the bridge abutment foundation pillars. The existence of embankment construction can also cause subsidence on the subgrade.In this research, soil settlement and stability analysis of lightweight foam mortar embankment has been carried out by varying the percentage of the height of the existing embankment and the foam mortar. In addition, it also analyzes the effect of using lightweight embankment, both as a whole and its variations on the stability of bridge abutment foundation piles, both with and without Prefabricated Vertical Drain (PVD).The analysis showed that the use of foam mortar reduced the subgrade settlement by 61.2% with a longer time of 18.5%. The smallest settlement and lateral deflection was at 100% foam mortar backfill variation with consolidation time of 190 days. The greater the percentage of foam mortar height, the smaller the settlement as the factor of safety increases. Thus, the use of foam mortar can be an alternative embankment for bridge oprites on soft soil.
Study of The Behavior of Abutment Piled Foundation due to Nearby Staged Embankment (Case Study: Kali Kandang Bridge on The North Ring Road of Lamongan) Azkiya Nabila; Trihanyndio Rendy Satrya; Ria Asih Aryani Soemitro; Sifa Udukha
Journal of Infrastructure & Facility Asset Management Vol 7 (2025): Special Issue 2 : Journal of Infrastructure & Facility Asset Management
Publisher : Departemen Teknik Sipil, Institut Teknologi Sepuluh Nopember

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Kali Kandang Bridge is built on soft soil with low bearing capacity that uses a combination of Preloading, Prefabricated Vertical Drains (PVD), and Prefabricated Horizontal Drains (PHD) that require a long time to achieve a 90% consolidation degree. During the consolidation process, there is no other work that can be done. To increase time efficiency, shorten the PVD spacing or manage two or more works, such as piling bridge abutment, staged embankment, and consolidation process simultaneously can be done. But, embankment above soft soil near piled foundation can give additional forces to the pile so the study of behavior of abutment piled foundation due to nearby staged embankment and degree of consolidation should be done. This study analyzes the effects to piles if piling is carried out after consolidation is complete. Then, it analyzes the effects of variation of the PVD spacing of 0.75 m and 0.50 m, variations in embankment stages of 0.75 m/day, 1.00 m/day, and 1.25 m/day and variations in piling at various degrees of consolidation ranging from 10% to 90%. From the analysis, it was found that the variation of PVD installation spacing of 0.75 m and 0.5 m and the variation of embankment phasing of 0.75 m/day, 1.00 m/day, and 1.25 m/day did not provide a significant effect on either the soil settlement and consolidation time or the lateral deflection, pile settlement and forces in piles. On the other hand, pile driving at different consolidation degree variations showed a significant effect. The most critical condition where the foundation pile received the largest additional forces was on the foundation pile driven at a consolidation degree of 10%.
Analysis of Excavated Soil Utilization as Embankment Material and Foundation Layer on Singaraja – Mengwitani Road Section (BALI) Dinul Hadi; Ria Asih Aryani Soemitro; Trihanyndio Rendy Satrya; Noor Fachrie
Journal of Infrastructure & Facility Asset Management Vol 7 (2025): Special Issue 3 : Journal of Infrastructure & Facility Asset Management
Publisher : Departemen Teknik Sipil, Institut Teknologi Sepuluh Nopember

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Road and bridge construction of the Bts. Singaraja City - Mengwitani is located in a tightly contoured hilly area, resulting in a very large volume of excavation and embankment work. Referring to the data from the field inspection of the construction work package, the soil layer in the excavation work has the potential to be used as fill material and foundation layer. This can be a solution to reduce the use of natural materials by utilizing waste materials. This research aims to analyze the utilization of excavated soil on the National Road Bts. Singaraja City - Mengwitani. The research was conducted by identifying the physical and mechanical parameters of the excavated soil at the location of the disposal area, then examining the requirements of the general specifications of bina marga for road and bridge construction in 2018 revision 2, if it does not meet the stabilization using lime to improve the soil parameters to achieve optimal conditions. If the test specimen meets the requirements as backfill soil, then modeling will continue using the Plaxis 2D auxiliary program to calculate the maximum height of safe backfill soil. Based on the results, the excavated soil was classified as silty sand (SM) with plasticity index varying from 5.84% to 12.63%, and CBR values varying from 6.60% to 10.12%. For the material requirements check, all excavated soils meet the requirements as ordinary backfill material, some rest area disposal sites meet the requirements as preferred backfill material, swamp backfill, and graded material backfill, and all excavated soils do not meet the requirements of foundation layer. From the modeling results of the excavated soil parameters obtained, the safe embankment height can reach 3-5 meters.
Co-Authors Azkiya Nabila Dinul Hadi Dwa Desa Warnana Firman Arifanto Guilden Laelatu Yudha Mahendra Andiek Maulana Nila Wahyu Pertiwi Noor Fachrie Noor Fachrie Rahmadsyah Rangkuti Ria Asih Aryani Soemitro Sifa Udukha Sifa’ Udukha Sri Hastuti Hardiningsih Tia Evriana Wahyu Supriyo Winurseto Yanuar Dwi Putra