Journal of Civil Engineering
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
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<![CDATA[NUMERICAL SIMULATION OF REINFORCED CONCRETE SHEAR WALL USING 3D-NLFEA ]]>
<![CDATA[Ainun Najib]]>;
<![CDATA[Bambang Piscesa]]>;
<![CDATA[Harun Alrasyid]]>
<![CDATA[ Journal of Civil Engineering Vol. 37 No. 2 (2022) ]]>
Publisher : <![CDATA[Institut Teknologi Sepuluh Nopember (ITS) ]]>
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DOI: 10.12962/j20861206.v37i2.7608
<![CDATA[This paper present a numerical simulation of a reinforced concrete shear wall loaded under in-plane and out-of-plane directions using a 3D-NLFEA finite element package. The applied vertical load is controlled as a fraction of the horizontal in plane load. Therefore, inside the 3D-NLFEA package, a special routine was developed to account for changes in the vertical load as a function of the lateral load. The performance of the numerical model is evaluated by comparing not only the load deformation response but also the normalized average strain along the length and height of the shear wall. This study found that the predicted peak and ultimate load only differ by about 0.5% and 0.4%, respectively. By observing the location where the normalized average strain is zero, the average compressive stress from the numerical model can be back-calculated and is 39.73 MPa which is higher than the unconfined concrete compressive strength due to confinement to the core by the tie in the boundary element. On the other hand, the back-calculated average compressive stress from the test result is 26.11 MPa which is lower than the unconfined concrete compressive strength. Therefore, it can be concluded that the proposed numerical model for predicting the shear behavior loaded under in-plane and out-of-plane directions were found to be reasonable and satisfactory.]]>
<![CDATA[Finite Element Modeling of Cold-Formed Steel Bolted Moment Connection ]]>
<![CDATA[Muhamad Fauzan Akbari]]>;
<![CDATA[Data Iranata]]>;
<![CDATA[Djoko Irawan]]>
<![CDATA[ Journal of Civil Engineering Vol. 37 No. 2 (2022) ]]>
Publisher : <![CDATA[Institut Teknologi Sepuluh Nopember (ITS) ]]>
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<![CDATA[This paper describes the finite element procedure for modeling cold-formed steel bolted moment connection to simulate hysteretic moment-rotation behavior and failure mode. The connection element consists of CFS curved flange beams, double-lipped channel columns, and trough plates. Abaqus software is used in this paper. The modeling procedure includes material properties, bolt modeling, boundary conditions, mesh, loading, and geometrical imperfections. The results of the finite element modeling were compared with the experimental test results in the form of a back-bone of the moment-rotation curve and a comparison of failure deformation. It was found that the finite element results had fairly good accuracy in predicting the hysteretic moment–rotation behavior. In the elastic region, the result shows that the finite element model successfully simulates the initial stiffness of the referenced beam-column connection. Meanwhile, the peak moment of the finite element model occurs at the same rotation as the experimental test but the magnitude of the peak moment is lower than the experimental result, which indicates that the finite element model produces a more conservative design. The comparison of failure deformation between finite element model and experimental test shows a very good agreement. The numerical model can simulate well the rotational behavior of the beam-column connection and can predict the general shape and location of local/distortional buckling at the beam-column connection.]]>
<![CDATA[NON-LINEAR SECTIONAL ANALYSIS OF REINFORCED CONCRETE COLUMN STRENGTHENED BY REINFORCED CONCRETE JACKETING WITH HIGH-STRENGTH STEEL ]]>
<![CDATA[Imron Imron]]>;
<![CDATA[Bambang Piscesa]]>;
<![CDATA[Achfas Zacoeb]]>
<![CDATA[ Journal of Civil Engineering Vol. 37 No. 2 (2022) ]]>
Publisher : <![CDATA[Institut Teknologi Sepuluh Nopember (ITS) ]]>
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DOI: 10.12962/j20861206.v37i2.7614
<![CDATA[This paper presents a nonlinear sectional analysis of reinforced concrete (RC) columns strengthened by RC jacketing, which also utilizes a high-strength reinforcing bar. A simple interface slip model was used to model the relationship between the old and the new concrete material. The initial axial load and bending moment are included in the analysis by introducing an initially prescribed strain before loading. The nonlinear sectional analysis was performed using an in-house MATLAB code utilizing the fiber-based method. The RC section was discretized with constant strain triangles (CST). The developed RC column model with jacketing was validated using the available test results in the literature. After the validation of the model was completed, the parametric study was carried out to gain an insight into the effect of using high strength reinforcing bar in the jacket structural element. The curvature and I10 ductility index were evaluated based on pure axial and constant axial loads with increased bending moment. From the validation of the model with the test result, the model predictions were satisfactorily showing a good fit, concluding that the developed MATLAB code can be used to evaluate RC columns strengthened with concrete jacketing. For the parametric study, the high strength reinforcing bar in RC column jacketing can increase the flexural, axial, and lateral load capacity but reduce the overall ductility. On the other hand, utilizing only high strength reinforcing bar for transverse reinforcement with tighter spacing resulted in higher ductility than if all the reinforcing bar was made from a high strength one.]]>
<![CDATA[FINITE ELEMENT ANALYSIS ON THE NONLINEAR BEHAVIOR OF THE RC SHEAR WALL WITH REGULAR OPENINGS INFLUENCED BY HIGH-STRENGTH STEEL ]]>
<![CDATA[Ika Salsabila Nurahida]]>;
<![CDATA[Bambang Piscesa]]>;
<![CDATA[Pujo Aji]]>;
<![CDATA[Asdam Tambusay]]>
<![CDATA[ Journal of Civil Engineering Vol. 37 No. 2 (2022) ]]>
Publisher : <![CDATA[Institut Teknologi Sepuluh Nopember (ITS) ]]>
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DOI: 10.12962/j20861206.v37i2.7616
<![CDATA[This paper presented a nonlinear finite element analysis of lateral loading RC shear walls with regular openings using the 3D-NLFEA program. The RC shear walls model was generated from the available test results in the literature. To model the concrete under a complex stress state, a multi-surface plasticity model which combines compression failure surface with tension cut-off failure surface was used. The model was intended to look at the load-displacement relationship and the crack pattern between the model and the numerical model. In addition to the numerical model verification, parametric studies were carried out to investigate the use of high-strength steel (HSS) of the two different grades (grades 100 and 120) to replace all the normal-strength steel (NSS) or only some of it. The parametric studies found that the shear wall with the NSS bar demonstrated higher stiffness and achieved higher lateral load with the lowest extent of damage (compared to the RC shear wall with the HSS bar). On the other hand, using the HSS bar resulted in lower stiffness, lower lateral load, and higher damage region, which was expected as more strain is required to yield the HSS bar.]]>
<![CDATA[COMPARATIVE STUDY OF SINGLE STEEL PILE BEARING CAPACITY BETWEEN GEO5 SOFTWARE AND EMPIRICAL FORMULA METHOD ]]>
<![CDATA[Dwi Imam Riva'i]]>;
<![CDATA[Yudhi Lastiasih]]>;
<![CDATA[Trihanyndio Rendy Satrya]]>
<![CDATA[ Journal of Civil Engineering Vol. 37 No. 2 (2022) ]]>
Publisher : <![CDATA[Institut Teknologi Sepuluh Nopember (ITS) ]]>
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DOI: 10.12962/j20861206.v37i2.7617
<![CDATA[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.]]>
<![CDATA[NUMERICAL SIMULATION OF NON – UNIFORM CORROSION INDUCED CRACKING ]]>
<![CDATA[Sylviah Rizky Novia Anwaari]]>;
<![CDATA[Harun Alrasyid]]>;
<![CDATA[Wahyuniarsih Sutrisno]]>
<![CDATA[ Journal of Civil Engineering Vol. 37 No. 2 (2022) ]]>
Publisher : <![CDATA[Institut Teknologi Sepuluh Nopember (ITS) ]]>
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DOI: 10.12962/j20861206.v37i2.7618
<![CDATA[This research is focused on modeling the damage of concrete due to corrosion. The load used in this paper is only focused on the internal load due to rust expansion. In this study, corrosion was modeled uniformly and non-uniformly to investigate the difference between these two configurations to the damage in concrete. The simulation in this study was carried out using the 3DNLFEA program. The results show that numerical simulation provides predictions that are in line with experimental and numerical modeling results performed by the previous study in terms of pressure and corrosion cracking patterns. From the crack analysis, the pattern found that a non-uniform corrosion model can be used to express a realistic rust corrosion development around the reinforcement. Meanwhile, uniform corrosion requires a larger loss of steel area to reach the damage stage. Therefore, for non-uniform corrosion, the corrosion rate cause cracks and reaches a limiting crack width at earlier times in the service life of the corroded part.]]>
<![CDATA[APPLICATION OF DIGITAL IMAGE CORRELATION TO CAPTURE THE CRACK MOUTH OPENING DISPLACEMENT OF THE NOTCHED STEEL FIBER REINFORCED CONCRETE (SFRC) BEAM ]]>
<![CDATA[Mudji Irmawan]]>;
<![CDATA[Bambang Piscesa]]>;
<![CDATA[Priyo Suprobo]]>;
<![CDATA[Harun Alrasyid]]>
<![CDATA[ Journal of Civil Engineering Vol. 37 No. 2 (2022) ]]>
Publisher : <![CDATA[Institut Teknologi Sepuluh Nopember (ITS) ]]>
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DOI: 10.12962/j20861206.v37i2.7620
<![CDATA[The application of digital image correlation (DIC) to capture any point in the experimental test is found to be promising. Using the DIC and appropriate tool can overcome the limitation of the traditional sensors to capture the movement or displacement in the tested specimen. In this study, an open-source DIC called Digital Image Correlation Engine (DICE) is used to capture the crack mouth opening displacement (CMOD) of the notched steel fiber reinforced concrete (SFRC) beam with points tracking method. There are three beam specimens with different sizes and similar aspect ratios reported in this paper. All beams have 0.5% steel fiber volumetric content. The SFRC beams are marked with points and tested under a three-point bending flexural test. Custom firmware for Canon DSLR 650D digital camera called Magic Lantern is used to capture the pictures per one second. DICE software is used to analyze the point movements and dumped the output file. ParaView 5.9.0 is then used to visualize the data. A method to calibrate the point coordinate with actual measurement is proposed. A small script is written in Visual Basic Application (VBA) in Microsoft Excel to correlate the displacement for each point of interest with the recorded applied load. With the developed script, any point of interest tracked with DICE can be related to the recorded data from the data logger. From this study, the obtained CMOD with the corresponding applied load is presented, which can be used to investigate the flexural fracture energy of the SFRC beam.]]>
<![CDATA[Effect of loading type on RC T-Beam sections involving construction errors ]]>
<![CDATA[Elsaid Abdallah Bayoumi]]>
<![CDATA[ Journal of Civil Engineering Vol. 37 No. 2 (2022) ]]>
Publisher : <![CDATA[Institut Teknologi Sepuluh Nopember (ITS) ]]>
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DOI: 10.12962/j20861206.v37i2.7621
<![CDATA[The paper presents the effect of loading type on RC T-beam sections involving construction errors. This study involved 12 RC T- beams specimens divided into two main categories according to loading method. First category were loaded with uniformly distributed load at two-edges of slab while the second, were loaded with two-point concentrated loads at the middle length of beam specimen. The aim of this study is to evaluate, the effect of malposition of slab reinforcement, unequal configuration of slab reinforcement and change in bar diameter of slab reinforcement on the structural behavior of T-beam sections. The results indicated that malposition of slab reinforcement leads to a lower bending moment capacity of the slab. Flexural capacity of T-beams were higher than the rectangular beams where part of slab contributes to the resistance of the loads. Well-arranged distribution of reinforcement improves the ductile behavior of the slab and reduces the corresponding deflections.]]>
