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Journal of Civil Engineering
Published by Institut Teknologi Sepuluh Nopember Surabaya
ISSN : 20861206     EISSN : 25799029     DOI : -
Core Subject : Science, Engineering,
Civil Engineering, Building, Construction & Architecture Engineering Industrial & Manufacturing Engineering Materials Science & Nanotechnology Mechanical Engineering Transportation
Journal of Civil Engineering (eISSN 2579-9029/pISSN 2086-1206) is a new journal that preceded by the previous Civil Engineering Department ITS Journal which was well known as Jurnal Teknologi dan Rekayasa Sipil (TORSI). TORSI journal was established in March 1981. In 2009, TORSI journal name was changed to Journal of Civil Engineering. Journal of Civil Engineering is managed by Pusat Publikasi Ilmiah LPPM Institut Teknologi Sepuluh Nopember (ITS). Journal of Civil Engineering published at least five papers for each volume. Annually two volumes are published with the first volume is published within the period of January-June and the second volume is published within the period of July-December. The Peer-review process is online based using the OJS portal. Focus and Scope The Journal of Civil Engineering (JCE) publish scientific article which is specific for civil engineering. JCE article must be written either in Indonesian or English languages. The focus and scope of the journal are: 1. Structures (High-Rise Building, Bridges, Long-Span Bridges) 2. Materials (Concrete, Steel, Fiber-Reinforced Concrete, Composites) 3. Hydraulics and Hydrology 4. Geotechnics (Foundation, Embankment Stability) 5. Construction Management 6. Transportations (Highways, Trains, etc.) 7. Green Buildings and Architectures
Arjuna Subject : Teknik (semua kategori) - Bangunan dan Konstruksi
Articles 5 Documents
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Search results for , issue "Vol 36, No 2 (2021)" : 5 Documents clear
PHYSICS AND SHEAR STRENGTH PARAMETER CORRELATION USING MODIFIED DIRECT SHEAR IN CRACKED SOIL Rosa Irdiana; Indrasurya Budisatria Mochtar; Noor Endah Mochtar
Journal of Civil Engineering Vol 36, No 2 (2021)
Publisher : Institut Teknologi Sepuluh Nopember

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.12962/j20861206.v36i2.9608

Abstract

The theory of landslides due to cracks on the surface of the slope / cliff is known as the cracked soil theory. Several studies about shear parameters of cracked soil had been carried out. The latest research was about soil physical and shear strength parameters correlation in soft to stiff consistency soil. The soil conditions in that research were less representative of the slope / cliff soil consistency that can be very stiff. Therefore, further research for medium to very stiff consistency was conducted. Cracked test specimens were tested using water pressure variations and showed that water pressure had no significant effect. In cracked soils, the friction angle was not affected by the void ratio of the soil. Empirical formula for cracked soil at medium to very stiff consistency were for LL < 50%; Ø = 22˚ and LL ≥ 50%, Ø = -0.0024 LL2 + 0.2062 LL + 17.514.
SHEAR BUCKLING ANALYSIS OF CORRUGATED WEB I-GIRDER WITH 3D NONLINEAR FINITE ELEMENT METHOD Ni Putu Ary Yuliadewi; Heppy Kristijanto; Bambang Piscesa; Priyo Suprobo; Faimun Faimun
Journal of Civil Engineering Vol 36, No 2 (2021)
Publisher : Institut Teknologi Sepuluh Nopember

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.12962/j20861206.v36i2.9611

Abstract

This paper presents a shear buckling analysis of corrugated web I-girder beam using nonlinear finite element analysis. An in-house finite element package called 3D-NLFEA is used in the simulation. The steel material is modelled as solid elements with one-eight aspect ratio between the element size and its thickness. The double sine waves equation is used to generate the initial imperfection in the corrugated web. The nonlinear geometry deformation, which is essential in capturing the buckling behavior, is considered using the 2nd order analysis in 3D-NLFEA. A comparison with the carried out experimental test in the laboratory showed that the peak prediction from the analytical model was in good agreement. Furthermore, using the double sine waves equation as the initial imperfection can closely predict the buckling mode and shapes of the corrugated web I-girder as obtained from the experimental test.
SUGGESTED GUIDELINES FOR DESIGN AND CONSTRUCTION OF SHORT—SPAN BRIDGE ABUTMENTS WITH REINFORCED EARTH SYSTEM Dwindu Agung Gumelar; Indrasurya Budisatria Mochtar
Journal of Civil Engineering Vol 36, No 2 (2021)
Publisher : Institut Teknologi Sepuluh Nopember

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.12962/j20861206.v36i2.9751

Abstract

Construction of small bridges is one of the real challenges in road construction, because it has so many problems. The reinforced earth system (mechanically stabilized earth wall) using gabion can be suggested as better alternatives for foundation of short—span bridges, especially in the remote areas. The latest research was about to find the design of reinforced earth abutment on various heights of abutments and various lengths of bridge span on soft to very soft consistency cohesive soil. However, the results of this research were less representative because the field conditions can vary from very soft to stiff cohesive soil and very loose to dense non-cohesive soil. Therefore, further research for wide range of soil conditions was conducted. Based on internal and external stability analysis, known that the number of geotextile needed for MSE wall (reinforced earth structure) ranging from 2 to 5 layer per meter depth, depending on the grade and the depth placed of the reinforcement, while the length of geotextile needed ranging from 3.2 to 22.5 meter, depending on the bridge span, embankment height, and parameters of the soil. MSE Wall cannot be built on soft to very soft soil (Cu < 2.79 Ton/m2) without soil improvement to be done in the first place. Based on circular failure analysis (overall stability), known that in cohesive soils with stiff consistency (Cu = 6 Ton/m2) to very stiff (Cu = 12 Ton/m2) and non-cohesive soils with dense consistency (ф = 380) to very dense (ф = 420) does not require additional reinforcement. While on other soil consistency, some need additional reinforcement ranging from 0 to 22 layer of geotextile and from 0 to 35 pieces of micropiles, depending on the bridge span, embankment height, and grade of the reinforcement. Number of gabion needed as a facing of MSE wall ranging from 5 to 8 pieces per 2-meter width of abutments, depending on the embankment height.
SEEPAGE AND SLOPE STABILITY ANALYSIS FOR SAFETY EVALUATION OF PIDEKSO DAM Ika Sakti Octaviarini; Teuku Faisal Fathani
Journal of Civil Engineering Vol 36, No 2 (2021)
Publisher : Institut Teknologi Sepuluh Nopember

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.12962/j20861206.v36i2.11487

Abstract

The Pidekso Dam is one of the National Strategic Projects. The dam is located in Pidekso Village, Giriwoyo District, Wonogiri Regency, Central Java Province. The dam was designed as an earth-fill dam of zonal type with random fill and an upright core. Although the construction of a dam provides huge benefits, it may pose a potential hazard if collapses. Therefore, it is necessary to conduct a study to determine the safety of the Pidekso Dam in various conditions, including during an earthquake occurrence.The study analyzed the seepage on the main dam construction using Seep/W and dam-slope stability using Slope/W by reviewing the cross-section of the dam body and its foundation. The data used as the input in the analysis include the coefficient of soil permeability, soil cohesion, internal friction angle, and soil density based on field investigations and laboratory analysis. For the seepage analysis, manual calculations were also carried out using the Schaffernak and Casagrande method compared to the Seep/W results.From the results of the seepage analysis with Seep/W, the Pidekso Dam is safe against leakage with the largest discharge of 6.480×10-4 m3/s at maximum water level. The safety factor against piping showed safe results with the lowest safety factor of 6.295 at the end of the filter drainage. In the dam stability analysis with Slope/W, several unsafe conditions have the lowest safety factor of 0.926 on the upstream slope at the minimum water level with MDE (Maximum Design Earthquake) of 0.25. In Makdisi-Seed analysis, the highest slope displacement value is 0.862 m with an earthquake magnitude of 8.25; Y/H (Y is the depth from the top of the dam and H is dam height) of 0.25. This value is smaller than the maximum limit of 2.00 m, hence the dam is still in a safe condition.
THE EFFECTIVENESS NUMBER OF BAFFLE BLOCKS TO REDUCE ENERGY IN TUKUTAHA TRANSITION CHANNELS Agustina Nababan; Nadjadji Anwar; Wasis Wardoyo
Journal of Civil Engineering Vol 36, No 2 (2021)
Publisher : Institut Teknologi Sepuluh Nopember

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.12962/j20861206.v36i2.9428

Abstract

One of the causes of damage to the weir structure is scouring. Scouring may occur along the weir channel. Scouring occurs due to the high flow velocity and high specific energy. One of the methods used to reduce specific velocity and energy is by installing baffle blocks in parts that have high-velocity and energy. The addition of baffle blocks is carried out at a place that has a high-velocity, namely the transition channel. To see the effect of baffle block variation on velocity and energy, a study was conducted. The study was conducted with four baffle block type models. The type 0 model is a baffle block installation pattern based on the initial design. Type 1 model is designed based on the planning of The Colorado State University (CSU) rigid boundary basin. Type 2 model is designed by reducing the number of baffle blocks from the initial design of 102 baffles to as many as 75 baffles. while the 3 channel type model transitions without baffle blocks. Based on the analysis of % energy loss in the transition channel, the type 0 model produces the largest energy loss. The type 0 model at maximum discharge has a % energy loss 10.821% greater than the type 1 model, 14.889% greater than the type 2 model and 33.02 % greater than the type 3 model.

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