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INDONESIA
Journal of Civil Engineering
Published by Institut Teknologi Sepuluh Nopember Surabaya
ISSN : 20861206     EISSN : 25799029     DOI : -
Core Subject :
Journal of Civil Engineering merupakan jurnal bidang teknik sipil yang mengacu pada sistem standar internasional dalam pengelolaannya dengan tujuan utama memajukan bidang teknik sipil melalui publikasi ilmiah demi terwujudnya kemudahan mendapatkan ilmu dan informasi serta mendukung kemajuan teknologi.
Arjuna Subject : -
Articles 163 Documents
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3D non-linear finite element analysis of concentrically loaded high strength reinforced concrete column with GFRP bar Adhi Dharma Prasetyo; Bambang Piscesa; Harun Al Rasyid; Dwi Prasetya
Journal of Civil Engineering Vol 35, No 1 (2020)
Publisher : Institut Teknologi Sepuluh Nopember

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.12962/j20861206.v35i1.7750

Abstract

The use of High Strength Concrete (HSC) material in Reinforced Concrete (RC) column has become widely used. HSC was found to be durable, strong in compression, but it has low ductility. This low ductility of HSC can be improved by providing confinement. However, for HSC with concrete strength higher than 70 MPa, additional clause for confinement in ACI 318-19 generates denser arrangement of transverse bars and eventually creates weak planes between the concrete core and the cover. These weak planes can trigger early cover spalling. To reduce the utilization of confining bars, high-strength Glass Fiber Reinforce Polymer (GFRP) bar can be used. However, the performance of GFRP bar varies significantly from their uniaxial behavior in tension or compression to the real performance when it is used as the main reinforcement. For that reason, this paper tries to investigate the behavior of HSC RC column with bars made of conventional steel rebar and with GFRP bars. Due to limited data on the strain gauge reading on the GFRP bars from the available test result, an inverse analysis is carried out to determine the best stress-strain curve for GFRP bars used as the main reinforcement. For that purpose, an inhouse finite element package called 3D-NLFEA is used. From the comparisons, it was found out that the peak load, softening behavior, and the concrete core enhancement prediction agrees well with the test result. From the inverse analysis, only 25% and 45% of the GFRP bar yield strength can be deployed when loaded under compression and tension, respectively.
COMPARISON BETWEEN THE RESULTS OF THE PILE BEARING CAPACITY ANALYSIS BASED ON EMPIRICAL METHOD AND FINITE ELEMENT METHOD USING THE RESULTS OF DYNAMIC ANALYSIS ON THE FIELD Michael Antonie Prayogo; Herman Wahyudi; Indrasurya B Mochtar
Journal of Civil Engineering Vol 36, No 1 (2021)
Publisher : Institut Teknologi Sepuluh Nopember

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.12962/j20861206.v36i1.8777

Abstract

There are many methods for calculating the bearing capacity of a pile foundation. The problem is finding the most representative method for analysis dynamic load testing (PDA) results in the field. This study only covers the areas of West Surabaya and North Surabaya. The method used to analyse the bearing capacity of the pile foundation in this study is the empirical method, namely the Schmertmann, Meyerhof, and L. Decourt method and the finite element method (FEM.). This research only for calculating the bearing capacity of precast pile foundations. The initial stage of the research was to collect soil survey data in the form of N-SPT boring logs and PDA test results in the area. Then the calculation analysis is carried out using the empirical method and FEM, which will be compared with the PDA results. FEM analysis uses dynamic load with pile-driving modelling, which is similar to PDA testing. After comparison, the researchers find some ratios for each calculation method and results of PDAs in the field of study. This study indicates that the most representative method for PDA results in West Surabaya is the Meyerhof method. For the North Surabaya area, these methods have not shown expected results of PDA results in the field
THE EFFECT OF ON-STREET PARKING ON U-TURN AREA TOWARDS URBAN ROAD PERFORMANCE (STUDY CASE: AFFANDI STREET, YOGYAKARTA) Prima J Romadhona; Tsaqif Nur Ikhsan
Journal of Civil Engineering Vol 36, No 1 (2021)
Publisher : Institut Teknologi Sepuluh Nopember

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.12962/j20861206.v36i1.8929

Abstract

Affandi Road was an area with high economic activity. A consequence was the presence of on-street parking at the turning facility (U-turn) caused a conflict in the form of congestion. This research was intended to determine the performance of the road segment, queue length, delay and proposed alternative solutions for improvement. The research was conducted with the field survey method. The analysis was using VISSIM microsimulation refers to Reverse Planning 06/BM/2005 and the level of performance of road performance refers to the Minister of Transport Regulation number PM 96 of 2015. The result indicated that the average vehicle speed of existing conditions VISSIM analysis was 29,26 km/hour for the North to South and 41,43 km/hour for the South to North, the average queue length of 22,23 meters, and the average delay time of 13,66 seconds. Three alternative solutions were implementing prohibited on-street parking at the U-turn area. From the three solutions, the best one is with a decreasing percentage was 27,84% for the queue length and 46,53% for the delay, while the speed increases of 38,54% for North to South and 20,20% for South to North.
ASSESSMENT OF NOMINAL SHEAR STRENGTH OF REINFORCED CONCRETE COLUMN Dea Fauziah Larasati; Harun Alrasyid; Data Iranata
Journal of Civil Engineering Vol 36, No 1 (2021)
Publisher : Institut Teknologi Sepuluh Nopember

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.12962/j20861206.v36i1.9090

Abstract

: SNI 2847-2019 and ACI 318-19 have regulated the use of materials in the design for shear strength. This study presents an evaluation of nominal shear strength in Reinforced Concrete (RC) column from SNI 2847-2019 and ACI 318-19 by variants of the RC columns experimental database. RC column variants consist of normal strength and high strength RC column with a total of 162 specimens. Furthermore, the database also provides a variety of shear span to depth ratio and axial-load ratio. In this study, the calculation was carried out the mean and the coefficient of variation of measured to calculated strength ratio  which is according to SNI, ACI, and other experimental models. Both SNI 2847-2019 and ACI 318-19 have 2 different  (concrete nominal shear strength) equations. The calculation results show that the  equation is more conservative in both SNI and ACI compared to other nominal shear strength equations. Overall, the combination of both normal strength and high strength RC columns, the calculation using ACI 318-19 with the first nominal shear strength equation  can be said to be more conservative than any other calculations models. This study also shows that by using the ACI 318-19 model in the second equation  which is used the size effect modification factor , the results do not have a significant effect because the value is close to 1.
ESTIMATION METHOD OF LEFT TURN LANE CAPACITY UNDER THE INFLUENCE OF PEDESTRIANS AND CROSSWALK LAYOUT AT SIGNALIZED CROSSWALKS Yonas Minalu Emagnu; Xin Zhang; Miho Iryo-Asano; Hideki Nakamura
Journal of Civil Engineering Vol 36, No 1 (2021)
Publisher : Institut Teknologi Sepuluh Nopember

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.12962/j20861206.v36i1.9100

Abstract

The left turn lane capacity is highly influenced by the presence of pedestrians under shared signal phasing.  Pedestrian crossing time can be highly influenced by pedestrian platoon maneuver under the influence of traffic signal settings, crosswalk length and bidirectional interactions of pedestrian, due to that left turning vehicles movement may be significantly affected. However, existing capacity estimation methods of left turn lanes did not consider those factors. In addition, the influence of crosswalk layout did not properly consider in the existing methods and researches. This study aims to propose a method to estimate the left turn lane capacity, considering the characteristics of crossing pedestrians and crosswalk layout variations. Waiting pedestrian presence-time is estimated by applying pedestrian presence probability model. In addition, the left turning vehicles discharge flow rate under different crosswalk layout and pedestrian demand condition are investigated and modeled. The left turn lane capacity estimation equation is proposed by characterizing the observed discharge flow rate of left turning vehicles under the influence of crossing pedestrians. It was found that the proposed capacity estimation method can represent the realistic influence of pedestrians and crosswalk layout on the left turn lane capacity at signalized crosswalks.
MODELING OF QUEUE LENGTH AT RAILWAY LEVEL CROSSING CLOSE TO A SIGNALIZED INTERSECTION (CASE STUDY: JAGIR WONOKROMO SURABAYA RAILWAY LEVEL CROSSING) Nur Fajar Aprilia Sari; Hera Widyastuti
Journal of Civil Engineering Vol 36, No 1 (2021)
Publisher : Institut Teknologi Sepuluh Nopember

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.12962/j20861206.v36i1.8725

Abstract

In Indonesia, there are still many level crossings, namely between railways and highways. This will cause congestion, in the form of queue length of vehicles that stop due to the gate closing at the railway level crossing. In addition, level railway crossing located near a signalized intersection can also affect the performance of signalized intersections. This is due to the queue length of vehicle that can interfere with intersection. Based on the problem, it is necessary to build two models. The first model is between the gate closing time at level crossing with the length and speed of the train using multiple regression method. The second model is between the gate closing time at level crossing and the queue length of vehicles using a simple regression method. The result of first model shows that the gate closing time at level crossing has a positive relationship with the length of train and a negative relationship with the speed of train. The relationship among these three variabels is y = -2.083  + 0.637   + 249.930. Y is described as the gate closing time at level crossing, while x1 is the speed of train and x2 is the length of train. While the result of second model regarding the relationship between the gate closing time at level crossing with the queue length of vehicles has a positive effect in each direction. The relationship between two variabels is y = 1.2329x + 84.725 for East Jagir Wonokromo Street from east to west direction and y = 0.5176x + 24.44 for East Jagir Wonokromo Street from west to east direction. Y is described as the gate closing time at level crossing and xis described as the queue length of vehicles.
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.

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