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Trihanyndio Rendy Satrya
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SEEPAGE MODELING IN EMBANKMENT DAMS WITH VARIOUS SUB SOIL CHARACTERISTICS Almaretha Mevia Azizah Putri Iswanto; Wasis Wardoyo; Trihanyndio Rendy Satrya
Journal of Civil Engineering Vol 37, No 1 (2022)
Publisher : Institut Teknologi Sepuluh Nopember

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.12962/j20861206.v37i1.12431

Abstract

The embankment dam has the advantage that it can be built in all sub-base conditions although poor topography, but the weakness is seepage, so research on seepage is needed. This study uses numerical modelling with the GeoStudio program: SEEP/W and SLOPE/W. The data used is data from the Tugu Dam, Trenggalek, while the subbase data used five soil types, namely clay, silty clay, silt, silty sand, and sand. This research simulation is divided into two; the first simulation is the condition of the soil characteristics remains with the water level increasing every 5 meters from the base elevation of the dam to below the floodwater level;. In contrast, the second simulation is the condition of the water level elevation remains constant, but the soil characteristics change. Each simulation will be checked for seepage discharge and soil stability. The first simulation results show that seepage discharge and water level elevation have a logarithmic correlation with R2 > 0.75. The largest seepage discharge of 1,90 x 10-3 m3/s is sand soil, while the smallest is clay soil of 1,47 x 10-9 m3/s. The results of the second simulation show that the seepage discharge and saturated volumetric water content also have a logarithmic correlation, but some results cannot be used because they have an R2 value < 0.75. From the two simulations, the seepage discharge that occurs is said to be safe because it is below the average annual runoff which is 1% of the 10-year re-flood discharge calculated using the Nakayasu Synthetic Unit Hydrograph (HSS) which is 5.99 m3/s, and the safety factor of slope stability is > 1.2 then the dam is considered stable.
COMPARATIVE STUDY OF SINGLE STEEL PILE BEARING CAPACITY BETWEEN GEO5 SOFTWARE AND EMPIRICAL FORMULA METHOD Dwi Imam Riva&#039;i; Yudhi Lastiasih; Trihanyndio Rendy Satrya
Journal of Civil Engineering Vol 37, No 2 (2022)
Publisher : Institut Teknologi Sepuluh Nopember

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.12962/j20861206.v37i2.13694

Abstract

Abstract: Pile foundation is a part of the Sub-structure that is used to receive and distribute loads from the superstructure to the ground at a certain depth, where it requires suitable bearing capacity. Empirical formula is the one of the methods for calculating pile bearing capacity that based on Standard Penetration Test (SPT) value. This method consumes plenty of time compared with the current method using Geo 5 software. However, the pile bearing capacity results among these methods should be verified beforehand. Therefore, it is necessary to do a comparison of pile bearing capacity laid on various soil types between the empirical formula and the Geo5 program based on SPT data to obtain the value of the correction factor and to find out which method is nearest to the Geo5 software. The Luciano decourt empirical method results are closer to the Geo5 software for all soil types, both of the end bearing and floating pile conditions with ratio values of 0.90 and 1.09 for dominant clay, 0.97 and 0.96 for dominant silt, and 0.84 and 0.89 for dominant sand. As for the Bazaara Empirical Method, the results are closer to the Geo5 program for the dominant group of sand in floating pile conditions with a ratio value of 0.99. Hence, the Luciano Decourt's empirical formula is more recommended than Bazaara's empirical formula.
Co-Authors Almaretha Mevia Azizah Putri Iswanto Dwi Imam Riva&#039;i Wasis Wardoyo Yudhi Lastiasih