Indonesian Geotechnical Journal
As all geotechnical engineers are aware of, soil behaviour can vary significantly from places to places. Design methodologies available in existing literature, especially on correlations of soil investigation and soil parameters, may not apply to local conditions. It is necessary to tailor well-established knowledge to the geotechnical problems related to Indonesia. The Indonesian Geotechnical Journal aims to address this problem by providing an open-access peer-reviewed journal. This journal provides a platform for authors to publish their state-of-the-art knowledge for practicing engineers as well as the academic society. Although the Indonesian Geotechnical Journal is intended to provide an outlet for Indonesia geotechnical research, suitable contributions from other countries will be most welcomed. Indonesia has a very complex geology, a meeting point of two continental plates and two oceanic plates. This means that the soil conditions in different part of Indonesia can vary greatly. Being at the meeting point of tectonic plates also mean that Indonesia, in addition to earthquake prone, has hilly and mountainous terrains. Further aggravating the conditions, Indonesia has a tropical climate, meaning high rainfall. Hilly terrain with high rainfall and earthquake is a recipe for slope failures. Mitigation of slope failure is something sought throughout Indonesia. Indonesia also has significant soft soil problems, with the fast-paced development of infrastructure in the recent years, various ground improvement techniques were adopted. The success and not so successful stories can be shared through the Indonesian Geotechnical Journal. Allowing exchange of knowledge and experience to enable engineers to build a better Indonesia. The scopes of topics include soil and rock mechanics, material properties and fundamental behaviour, site characterization, foundations, excavations, tunnels, dams and embankments, slopes, landslides, geological and rock engineering, ground improvement, bio-geotechnics, Geotechnical earthquake engineering, liquefactions, waste management, geosynthetics, offshore engineering, risk and reliability applications, physical and numerical modelling, and case-history.
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<![CDATA[Evaluation of Consolidation Degree from CPTu using Rahardjo (2016) Method – Case Study of Consolidating Soil in East Kalimantan ]]>
<![CDATA[Edwin Lie]]>
<![CDATA[ Indonesian Geotechnical Journal Vol. 2 No. 3 (2023): Vol. 2, No. 3, December 2023 ]]>
Publisher : <![CDATA[Himpunan Ahli Teknik Tanah Indonesia ]]>
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DOI: 10.56144/igj.v2i3.44
<![CDATA[A geotechnical investigation comprised 13 CPTu and 23 dissipation testing were performed on a site in East Kalimantan due to landslide triggered by 15 to 30m thick soft clay underlying 75m high overburden embankment. The investigation covers an area of about 250m x 275m wide on the area next to the toe of the embankment. From geological map, the site situated at borders of Balikpapan Formation (Tmbp) and Kampung Baru Formation (Tpkb) with Alluvium (Qa) formation from Heliosen period nearby. Measurement from penetration showed high pore-water pressure higher than the hydrostatic pressure. Result from dissipation testing showed that the soft clay is still consolidating with residual excess pore pressure (uf) still exist. Rahardjo (2016) Method was developed using CPTu data as its basis especially soft clay data to determine overconsolidation ratio (OCR). However, it can also be used to determine the degree of consolidation. The method uses Pore Pressure Ratio (Bq) value, excess pore pressure divided by net cone resistance – Bq = Δu/(qt – σv0), which was obtained when performing CPTu test. The formula proposed was 1/(1.2Bq+0.1). The method stated that the value of Bq=0.75 equals to OCR=1 which is showing a normally consolidated clay. Bq value higher than 0.75 will show a degree of consolidation of a consolidating soil and for Bq value lower than 0.75 will show an OCR value of overconsolidated soil. Applying Rahardjo (2016) Method to the dissipation data performed showed an agreement on soft clay where the soil is still consolidating. However, when applied to over consolidated soil near surface this method will show a greater OCR value.]]>
<![CDATA[Ground Penetrating Radar Signals, An Efficient Way to Estimate Fouled Ballast ]]>
<![CDATA[Raihan Valentino Jaya Saputra]]>;
<![CDATA[Chiping Kuo]]>
<![CDATA[ Indonesian Geotechnical Journal Vol. 2 No. 3 (2023): Vol. 2, No. 3, December 2023 ]]>
Publisher : <![CDATA[Himpunan Ahli Teknik Tanah Indonesia ]]>
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DOI: 10.56144/igj.v2i3.45
<![CDATA[Mud pumping is a serious problem in railroad structures. Mud is often found in ballast structures, which can decrease the lifespan of sleepers and rail structures. Currently, the role of ground penetrating radar in investigating ballast condition is more useful than visual inspection. Ground penetrating radar can see the condition inside the ballast with the reflection of high-speed electromagnetic waves. One of the outputs from the ground penetrating radar is the graph of the signal reflection strength. Electromagnetic waves in ground penetrating radar have different reflectance strengths depending on the interfaces between different materials they pass through. For example, water-like material has a stronger signal reflection strength than gravel and soil. There are different colors used to indicate the level of signal reflection strength. Bright colors indicate a stronger level of signal reflection strength compared to dark colors. It has already been found that the dark colors of the scanning results are fouled ballast, respectively. To interpret fouled ballast conditions on the ground penetrating radar output graph, it is necessary to sort out the different colors. Therefore, this study aims to utilize design software to facilitate color selection on the ground penetrating radar output graph and determines the estimation of fouled ballast. ]]>
<![CDATA[Type of Rockslide along the Ponorogo – Pacitan Roads, East Java, Indonesia ]]>
<![CDATA[Arief Rachmansyah]]>;
<![CDATA[Faridha Aprilia]]>
<![CDATA[ Indonesian Geotechnical Journal Vol. 2 No. 3 (2023): Vol. 2, No. 3, December 2023 ]]>
Publisher : <![CDATA[Himpunan Ahli Teknik Tanah Indonesia ]]>
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DOI: 10.56144/igj.v2i3.47
<![CDATA[The Pacitan Regency, located in the southwestern part of East Java Province, is one of the areas with low economic growth. Difficult accessibility is one of the reasons for the slow development of this region. To reaching the Pacitan Regency it can take through the Ponorogo – Slahung – Arjosari - Pacitan roads. Based on the geological condition most of roads are built on geologic formations composed of Oligocene - Miocene volcanic and intrusive rocks. Mass movement often occurs along roads and disturbs the transportation of goods and people. This paper discusses the types and mechanisms of slope failure along roads. Recognizing these two aspects of slope failure plays important role to treat them. The field survey identified 13 landslide zones with a 50–200 m bright. Based on rock type, weathering and alteration levels, and geological structure, slope failure can be classified into three types. First, the wedge rockslide occurred on the low-altered dacitic lapilli tuff. The planar – toppling type of rockslide occurred in the residual soil of the andesitic basalt lava with columnar and sheeting joint. Third, complex circular debris slides occur in highly jointed and altered dacitic intrusive rocks, which contain a large amount of clayey material. The third slide type that occurred at km 226 requires further research with an interdisciplinary approach because of moving the 200-meter-long road mass.]]>
<![CDATA[Statistical Analysis of Core Strength of Deep Cement Mixing Ground ]]>
<![CDATA[Tsutomu Namikawa]]>
<![CDATA[ Indonesian Geotechnical Journal Vol. 2 No. 3 (2023): Vol. 2, No. 3, December 2023 ]]>
Publisher : <![CDATA[Himpunan Ahli Teknik Tanah Indonesia ]]>
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DOI: 10.56144/igj.v2i3.48
<![CDATA[Cement-treated ground by deep cement mixing has been used for several geotechnical structures widely. In quality assurance processes of this method, statistical parameters, mean and standard deviation, of unconfined compressive strength of cement-treated soils are used. The mean and standard deviation are normally used to assure the quality of the improved ground. These parameters evaluated from core strength data are the sample statistical parameters, indicating these parameters involve the statistical uncertainty. Thus the evaluation of the statistical uncertainty is needed when assuring the quality of the improved ground precisely. Moreover, the spatial correlation exists in core strength data. The statistical uncertainty emerging in the evaluation of the population statistical parameters is possibly affected by the spatial correlation. This paper presents the statistical analysis of core strength data observed in several deep cement mixing projects. The mean, standard deviation, and autocorrelation distance, were adopted as the statistical parameters of the strength. The type of the probability distribution of the core strength was investigated by the Kolmogoronv-Smirnov (K-S) test. The goodness fit of the normal and log-normal distributions was examined against the core strength data. The autocorrelation distance, which is the parameter representing the characteristic of the spatial correlation, was calculated from the distribution of the core strength using the maximum-likelihood method. The statistical uncertainty of the statistical parameters was evaluated using a Bayesian inference approach. In the Bayesian inference approach, a Markov chain Monte Carlo method was adopted to calculate the realizations of the population statistical parameters. The analysis results indicated the statistical uncertainty included in the statistical parameters is significantly affected by the spatial correlation.]]>
<![CDATA[The Reinforced Soil Wall Construction with High Stiffness Geocomposite Reinforcement and Betoflor Segmental Block, Pengerang, Johor Darul Ta’zim ]]>
<![CDATA[Kwan Shen Tong]]>;
<![CDATA[Weng Soon Tan]]>
<![CDATA[ Indonesian Geotechnical Journal Vol. 2 No. 3 (2023): Vol. 2, No. 3, December 2023 ]]>
Publisher : <![CDATA[Himpunan Ahli Teknik Tanah Indonesia ]]>
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DOI: 10.56144/igj.v2i3.50
<![CDATA[Pengerang is a municipality in Kota Tinggi district in Johor at the southern tip of the Peninsular Malaysia. It is home for the mega oil and gas hub Pengerang Integrated Petroleum Complex (PIPC) in Southern Johor state, which is one of the region’s largest hubs for oil and gas, petrochemical industries, oil storage and trading activities. The area is experiencing significant development, both residential and commercial in nature. In this development plan, the retaining wall system plays a crucial role in providing a larger development area, enhancing the aesthetic view, and achieving a higher elevation platform. The focus of this paper is on an internally stabilized reinforced soil wall system which involves reinforcing the soil with high stiffness geocomposite reinforcement and utilizing modular segmental blocks as facing elements. This combination creates a 1 vertical: 0.14 horizontal gradient (82°) wall that is implemented for a mixed development at Pengerang. The single-tier reinforced soil wall reaches a height of 13 m. In addition, the maximum 14 m high wall was designed as a two-tier wall and the maximum 19 m high wall was designed as a three-tier wall. The design of the reinforced soil wall includes the evaluation of various potential internal and external failure modes. This paper also discusses the construction sequences employed for the reinforced soil wall. Ultimately, the combination of the high stiffness geocomposite reinforcement with modular segmental blocks has proven successful, resulting in a constructed wall that satisfied the client requirements]]>
<![CDATA[Optimizing the Embankment Fill Reinforcement for Rest Area on the Semarang-Solo Toll Road with Geoframe System ]]>
<![CDATA[Nadya Ayu Anindita]]>;
<![CDATA[Dandung Sri Harninto]]>;
<![CDATA[Raffly Muhammad Darmawan]]>
<![CDATA[ Indonesian Geotechnical Journal Vol. 2 No. 3 (2023): Vol. 2, No. 3, December 2023 ]]>
Publisher : <![CDATA[Himpunan Ahli Teknik Tanah Indonesia ]]>
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DOI: 10.56144/igj.v2i3.52
<![CDATA[On KM 456 Semarang-Solo Toll Road, a rest area which was predicted to be the grandest in Java was built. The rest area covered both sides of the toll road, which is in zone A (heading to Solo) and zone B (heading to Semarang). The rest area is built with remarkable view and unique traditional design with five roofs that represented five surrounding volcanoes. With all its philosophy, the owner sought the best option for all its structures, not only from the most economic, efficient, robust, but also the greenest option for the design. The rest area will be built on embankment with the highest being 11 meters. The embankment’s subgrade is rice field with 2 meters of soft silty clay. The initial design is to reinforce the embankment with 7-meters-tall concrete retaining wall and 2 rows of bore pile with 80 cm diameters and depth of 18 meters. This option was deemed to be very budget consuming, time consuming, and not very green. The Geoframe system, which is a combination of Geosynthetic materials, and wire mesh as facing was then chosen as the reinforcement for the embankment. The geogrid as reinforcement has proven to be very easy to install yet it’s very strong as the tensile capacity can be adjusted to the embankment’s needs. The Geoframe system can be constructed almost vertically (with a slope of 85°). Topographic data, SPT, CPT and laboratory test results were used to design a safe and efficient Geoframe system. Slope stability was analyzed using the Finite Element Method with PLAXIS 3D software. The construction carried out from 2019 to 2020 has proven that this method can be a safe, efficient, environmentally friendly option and still followed the articles stated in Indonesian National Standard for Geotechnical Design Requirements 8460: 2017.]]>
<![CDATA[Effect of Permanent Load in Gresik Alluvium on Friction Pile Embedment Depth ]]>
<![CDATA[James Oetomo]]>;
<![CDATA[Ahmad Sulaiman]]>;
<![CDATA[Ryan Achmad Fadhillah]]>;
<![CDATA[Eka Diah Astuti]]>
<![CDATA[ Indonesian Geotechnical Journal Vol. 2 No. 3 (2023): Vol. 2, No. 3, December 2023 ]]>
Publisher : <![CDATA[Himpunan Ahli Teknik Tanah Indonesia ]]>
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DOI: 10.56144/igj.v2i3.54
<![CDATA[Hydrostatic load, approximately 250-35 kPa (i.e., water of 2.5m-3.5m high), has been applied in the project area for about 25 years; hereafter, it will be referred as permanent load. Recently, this permanent load including its perimeter embankment, is demolished for which a new facility will be built. The upper 2-4m soil layer in this area consists of fill soil (mainly cohesionless material) overlying thick Gresik alluvium layer. A bearing layer was not found (down to an investigation depth of 50m). The initial design of pile embedment depth refers to the legacy soil report, pile embedment information from the surrounding area (not being subjected by permanent load), and preliminary soil investigation data (from the surrounding area); in this case, the projected embedment depth is 20-23m with the friction pile design concept. Due to the proximity of project location with existing facilities, the jacking-driven pile method, with HSPD (Hydraulic Static Pile Driver) machine, is selected for installing the precast spun pile. The pile jacking works indicate that piles can only be driven down to a depth of about 12m (far less than the projected depth). This paper provides an analysis on the changes of soil properties due to permanent load, which in turn increasing the pile shaft capacity and effectively reducing the pile embedment depth. The analysis is supported by data from pile jacking record, PDA test, and instrumented test pile. Discussion regarding the conservatism in pile design is also presented.]]>
<![CDATA[Economical Measures against Soft Ground at High Embankment on Peaty Ground ]]>
<![CDATA[Hijiri Hashimoto]]>;
<![CDATA[Hirochika Hayashi]]>;
<![CDATA[Atsushi Hirose]]>;
<![CDATA[Keita Matsuda]]>
<![CDATA[ Indonesian Geotechnical Journal Vol. 2 No. 3 (2023): Vol. 2, No. 3, December 2023 ]]>
Publisher : <![CDATA[Himpunan Ahli Teknik Tanah Indonesia ]]>
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DOI: 10.56144/igj.v2i3.55
<![CDATA[Peat, which is considered a special soil, is widely distributed over approximately 2,000 km2 in Hokkaido, Japan. In terms of engineering properties, peat is extremely high in water content, ignition loss, and void ratio and extremely in low shear strength. Ground improvement methods using cement are effective for the rapid construction of embankments on peaty ground. However, to avoid differential settlement and lateral flow, most of such construction is carried out with an improvement ratio of ap=50%. In this case, the improvement can certainly be expected to be effective. However, it is less economical than other soft ground improvement methods. The challenge is to reduce the cost of improving the ground. Our institution (the Civil Engineering Research Institute for Cold Region, PWRI) has developed an economical measure against soft ground that uses cement with a reduced improvement ratio in combination with a crushed-stone mat (gravel foundation reinforcement), and we conducted the test construction of a 16-meter-high embankment to verify effectiveness of the method. The crushed-stone mat consists of a 50-cm layer of crushed stone covered with a geo-synthetic material. The test construction achieved the following results. (1) Settlement of the embankment was significantly reduced. (2) Slip failure did not occur. (3) Displacement to the surrounding ground did not occur. (4) The geotextile in the crushed-stone mat exhibited less strain than that which would cause the geo-synthetic to exceed its design strength. These results show that this economical measure against soft ground was effective at stabilizing the high embankment constructed on peaty ground.]]>
<![CDATA[Replacement of Weathered Clay Shale Using Soil Cement for Bridge Approach Embankment in Purwakarta - Indonesia ]]>
<![CDATA[Albert Johan]]>;
<![CDATA[Andy Sugianto]]>;
<![CDATA[Paulus Pramono Rahardjo]]>
<![CDATA[ Indonesian Geotechnical Journal Vol. 2 No. 3 (2023): Vol. 2, No. 3, December 2023 ]]>
Publisher : <![CDATA[Himpunan Ahli Teknik Tanah Indonesia ]]>
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DOI: 10.56144/igj.v2i3.58
<![CDATA[Clay shale is a sensitive soil material that easily experiences weathering if exposed to open air, sunlight, water. Weathered clay shale is commonly located near the surface and has a soft consistency due to surface water infiltration. Referring to this condition, weathered clay shale is prone to experience soil movement if backfill work is conducted on the top side of weathered clay shale material. Therefore, to minimize the potential of soil movement during backfilling, soil replacement using soil cement is recommended to be conducted to gain higher soil shear strength and to prevent excessive water infiltration to the fresh clay shale. To gain further understanding, a comprehensive study about the replacement of weathered clay shale using soil cement for bridge approach embankment in Purwakarta was carried out. This study comprises site observation, field data collection, laboratory test, explanation about implementation and quality control. The stages in implementation of soil cement is carried out in several stages such as : evaluation of soil condition on the project site, checking the suitability of local soil for the soil cement stabilization, conducting field test trial mockup followed by quality control, conducting crumb test and mechanical properties test for soil cement mixture. Based on assessment results, the soil cement mixture shall be directly compacted after the soil cement mixture is homogeneous to prevent segregation and shall be given a curing time of at least 3-7 days without additional water to gain better soil shear strength. Furthermore, according to the crumb test result, soil cement material was identified as quite impermeable which is verified by evidence that there was no significant change in water content and the soil cement sample could still stand firm after soaked for 7 days.]]>
<![CDATA[Sheet Pile Failure Caused by Scouring and Sand Mining at Padang River Bank ]]>
<![CDATA[Hansen Tananda]]>;
<![CDATA[Andy Sugianto]]>;
<![CDATA[Paulus Pramono Rahardjo]]>
<![CDATA[ Indonesian Geotechnical Journal Vol. 2 No. 3 (2023): Vol. 2, No. 3, December 2023 ]]>
Publisher : <![CDATA[Himpunan Ahli Teknik Tanah Indonesia ]]>
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DOI: 10.56144/igj.v2i3.59
<![CDATA[Ground movement occurred on the banks of the river in Padang which has been protected by steel sheetpile which borders the Factory property. Indications of ground movement are detected through visual observations. It was also reported that the day before the incident there had been continuous rain until the next day. Based on the results of the technical drilling, it appears that the soil density becomes lower after 10m depth. There is a layer of sandy silt with a soft to medium consistency at a depth of about 18m to 26m. With soil conditions that are dominated by sandy soil, the risk of scouring due to river flow is one of the things that needs to be considered. Landslides occur gradually because changes in river flow patterns gradually changed due to internal and external factors. Internal factors are caused by the flow and behavior of the river itself, while external factors are the activity of mining of sand material around the riverbanks. Along with the swift river flow, especially during flood water conditions, the layers of soil material move and are washed away by the flow of water so that there is a gap between the sheetpile and the original soil. These conditions cause the passive resistance of the sheet pile to gradually decrease and to experience deformation due to the pushing of the soil material that has experienced a movement. Important findings in the investigation is that the very soft clay layer underneath the sandy layers was not detected prior to the investigation.]]>
