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All Journal Civil Engineering Forum Teknik Sipil Inersia : Jurnal Teknik Sipil dan Arsitektur MEDIA KOMUNIKASI TEKNIK SIPIL Teknik Sipil dan Arsitektur Jurnal Teknik Sipil Jurnal HPJI (Himpunan Pengembangan Jalan Indonesia) Semesta Teknika Teknisia International Conference on Coastal and Delta Areas Jurnal Rekayasa Sipil Journal of the Civil Engineering Forum Wikrama Parahita : Jurnal Pengabdian Masyarakat Civil Engineering Dimension BENTANG : Jurnal Teoritis dan Terapan Bidang Rekayasa Sipil Astonjadro Jurnal Teknik Sipil dan Teknologi Konstruksi Jurnal Teknik Sipil dan Arsitektur Journal of the Civil Engineering Forum Prosiding Seminar Nasional Teknik Sipil UMS
Andreas Triwiyono
Departemen Teknik Sipil Dan Lingkungan, Universitas Gadjah Mada, Yogyakarta
Civil Engineering, Building, Construction & Architecture Computer Science & IT Decision Sciences, Operations Research & Management Earth & Planetary Sciences Economics, Econometrics & Finance Engineering Environmental Science Industrial & Manufacturing Engineering Materials Science & Nanotechnology Mechanical Engineering Social Sciences Transportation Other

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PERILAKU PELAT KOMPOSIT BETON– KAYU BANGKIRAI DENGAN SAMBUNGAN GESER MENGGUNAKAN PASAK BAJA DAN PAPAN KAYU KERUING Agyanata Tua Munthe; Andreas Triwiyono; Suprapto Siswosukarto
Rekayasa Sipil Vol 4, No 2 (2015)
Publisher : Universitas Mercu Buana

Show Abstract | Download Original | Original Source | Check in Google Scholar

Abstract

Kebutuhan bahan bangunan semakin besar dan daerah sempit resistensi dalam pengadaan perumahan bagi masyarakat. Untuk menekan harga bangunan, maka dilakukan pengadaan komponen lantai ringan dan lebih murah. Struktur gabungan antara kayu bangkirai dan beton diperkenalkan kepada masyarakat sebagai komponen struktur lantai menjadi salah satu kesatuan dengan konektor link geser pejantan sebuah kayu keruing yang dikenal sebagai lantai komposit. Dalam hasil penelitian ini menunjukkan kekuatan batas struktur komposit kayu bangkirai - beton untuk slab.The karakteristik mekanik dan fisik bangkirai Andari keruing kayu yang mengamati dalam penelitian untuk mengetahui kualitas dan kekuatan tingkat kayu. Uji kekuatan geser dari dowel dan keruing kayu dilakukan untuk mengetahui daya dukung. Pejantan yang digunakan dalam penelitian ini adalah pejantan diameter 10 mm, pejantan diameter 12 mm, pejantan diameter 16 dan keruing dimensi kayu 3 / 12. uji kekuatan dari tiga jenis pejantan dan keruing kayu dilakukan untuk kayu bangkirai. Satu tes Shear objek yang digunakan 4 konektor geser. Sebagai aplikasi dilakukan dari lantai komposit model skala 1: 2 oleh 2 variasi konektor geser jumlah pejantan dalam penelitian. Tes struktur komposit lantai berbohong pada dua dukungan sederhana (gulungan - engsel), masing-masing model slab adalah 2.000 mm panjang, lebar 250 mm, 25 mm slab beton tebal. Kedua slab komposit dengan kode tes, LTK - 1 adalah tes kode untuk 6 / 7,5 kayu bangkirai dengan 6 konektor geser, LTK - 2 adalah ujian kode untuk 6 / 7,5 kayu bangkirai dengan konektor 12 geser. Tes diamati menggunakan uji tekanan statis monoton dengan dua beban titik dan lendutan diukur menggunakan dial gauge. Sesuai dengan PKKI 1961, kayu bangkirai memenuhi tingkat kekuatan II - IV, sedangkan dari The penelitian uji sifat mekanik dan fisik, kayu bangkirai itu memenuhi tingkat kekuatan II - IV. Rata-rata dari daya dukung maksimum untuk diameter pejantan 10 mm adalah 7.250 kN, diameter pejantan 12 mm adalah 8.750 kN, diameter pejantan 16 mm adalah 21.750 kN, maka diameter dowel 12 mm dipilih sebagai konektor geser, karena memiliki rata-rata daya dukung maksimum . lantai komposit 2000 mm panjang untuk LTK - 1 bisa mendukung memuat hingga 18,84 kN, LTK - 2 dapat mendukung beban hingga 23,50 kN. Deviasi antara hasil eksperimen dan konsep teori SNI dari Bangkirai kayu komposit beton adalah sekitar 12,2340 - 15,2600%. Jadi kayu bangkirai dapat digunakan sebagai komponen dari lantai struktur komposit.
Retrofitting on Flexural Strength of RC Columns Using Polyester Resin Concrete Dahlia Patah; Ashar Saputra; Andreas Triwiyono
Journal of the Civil Engineering Forum Vol. 2 No. 1 (January 2016)
Publisher : Department of Civil and Environmental Engineering, Faculty of Engineering, UGM

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (558.436 KB) | DOI: 10.22146/jcef.24305

Abstract

Concrete column structures damages due to flexural moment need to be repaired and strengthened to avoid of sudden failure by applying appropriate methods. The method applied in this study was retrofitting by applying polyester resin concrete. In order to know the effect of polyester resin concrete against axial load capacity, stiffness, ductility and the damage pattern of columns by eccentrically loaded, an experimental laboratory was carried out. In this study, three column specimens are tested. The dimension of the specimen is 150 mm x 150 mm and the high of the column are 1200 mm with the effective high is 600 mm and 600 mm for corbel. The column specimens have a fixed eccentricity of 50 mm. First, initial column tested before yield point of reinforcing bar reached and concrete crack limited to 0,4mm. Further, retrofitting applied to each initial column specimen using normal concrete and polyester resin concrete with the level of resin 15% and 20%, respectively. Retrofitting column tested again with the same loading of initial column until it reaches the collapse load. The result of experiment compares to analysis method by Nawy and Whitney which represent the analysis of normal concrete column capacity. The result showed that levels of resin to be used is 20% because of better workability compared to 15% resin. Further, compressive test on resin concrete cylinder showed that the resin level at 15% and 20% are 82.82 MPa and 76.65 MPa, respectively. The strength of KR-ii decreased about 33.523%. The strength of KR-15ii and KR-20ii increased 5.08% and 24.827% respectively compared to initial column. Specimen column stiffness KR-ii. KR-15ii and KR-20ii decreased about 76.22%, 24.50% and 37.65%, respectively from the initial column. Furthermore, ductility of KR-ii, KR-15ii and KR-20ii decreased about 1.512, 1.250 and 2.50, respectively. The changes of the ultimate capacity load of KR-ii, KR-15ii and KR-20ii by Nawy Method respectively -26.54%, 12.66%, and 13.83%, whereas the method of Whitney respectively -17.68%, 26.25%, and 27.56%. The use of polyester resin concrete can change the pattern of collapse from brittle to ductile columns.Keywords: retrofit, ductility, stiffness, flexural column, eccentricity
The Estimation Modeling of Abutment Volume with Variations of Bridge Span, Abutment Height, and Seismic Zone Dicky Rahadian Mahendra; Andreas Triwiyono
Journal of the Civil Engineering Forum Vol. 7 No. 1 (January 2021)
Publisher : Department of Civil and Environmental Engineering, Faculty of Engineering, UGM

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.22146/jcef.55280

Abstract

The initial cost of a bridge project determined using an estimation model depends on the dimensions, types, and materials but only a few studies have included bridge location as a determinant variable. The inclusion of the location is, however, important due to the different seismic accelerations and seismic load analysis attached to it. Therefore, this study aimed to create a model to calculate the quantity of materials needed for the construction of abutment in different locations with a PCI-Girder superstructure. Moreover, the data used for the quantity estimation model was derived from the abutment design results and those associated with concrete and reinforcing steel quantities were based on the variations of the bridge span at 20 m, 25 m, 30 m, 35 m, and 40 m, abutment height at 4 m, 6 m, and 8 m, and seismic zone 1, 2, 3, and 4. Meanwhile, the volume estimation models were obtained through multiple linear regression analysis. The results showed a very strong correlation between the span of the bridge and the height of abutment with the dependent variables while the seismic zone was observed to have a strong correlation with the dependent variables but was unable to meet the linear regression assumptions. Therefore, the statistical analysis was conducted separately for each seismic zone and the data for abutment height was transformed from H into H2. This study developed 8 models with R2 values ranging between 0.983 – 0.997 and this means they were adequately designed to estimate abutment volumes with a PCI-Girder superstructure.
KAPASITAS LENTUR BALOK BETON BERTULANG PERKUATAN CARBON FIBER WRAPS (CFW) (BALOK DIBEBANI OLEH BEBERAPA KONDISI PEMBEBANAN AWAL DAN KEMUDIAN DIPERKUAT DENGAN CFW) Albert Aun Umbu Nday; Priyosulistyo Priyosulistyo; Andreas Triwiyono
Jurnal Teknik Sipil dan Arsitektur Vol. 21 No. 25 (2017): JURNAL TEKNIK SIPIL DAN ARSITEKTUR
Publisher : Fakultas Teknik Universitas Tunas Pembangunan Surakarta

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Abstract

Penggunaan struktur beton bertulang pada suatu bangunan sudah lazim. Tujuan penelitian ini untuk mengetahui kekuatan lentur ultimit oleh tambahan carbon fiber wraps (CFW) pada balok beton bertulang yang sudah dan sedang dibebani oleh beban mati. Dalam penelitian ini digunakan 4 buah Benda uji balok, terdiri dari : 1 balok kontrol (BK), dan 1 balok yang diperkuat dengan CFW tanpa beban awal (BP 0%), serta 2 balok yang diperkuat dengan CFW setelah balok dibebani 30%  dan 60% beban ultimit  (BP 30% dan BP 60%). Balok memiliki lebar 150 mm, tinggi 200 mm, dan panjang 2000 mm. Balok sederhana dengan dua tumpuan dikedua ujungnya dibebani terpusat tepat di tengah bentang. Dari hasil pengujian dapat disimpulkan terhadap BK yaitu balok BP 0%, BP 30%, dan BP 60% mengalami  peningkatan kekuatan secara berturut-turut  sebesar 114,28%; 108,57%; dan 105,71%. Kapasitas lentur hasil eksperimen dibandingkan dengan hasil teoritis secara berturut-turut pada BK, BP 0%, BP 30 %, dan BP 60% yaitu 94,42%, 102,78%, 97,68%, dan 94,41%. Kekakuan kondisi retak pada beban 7 kN terhadap BK yaitu balok BP 0%, BP 30%, dan BP 60% mengalami  peningkatan kekakuan secara berturut-turut  sebesar  117,27%; 96,99%; 90,20%. Daktilitas terhadap BK yaitu balok BP 0%, BP 30%, dan BP 60% mengalami  peningkatan daktilitas secara berturut-turut  sebesar  45,90% , 63,97%, 45,47%. Pola keruntuhan yang terjadi pada BK, BP 0%, BP 30%, dan BP 60% adalah keruntuhan lentur.
Pengembangan Program Jembatan Penyeberangan Orang Menjadi Penyeberangan Mobil di Desa Sukatani Eugenius Pradipto; Andreas Triwiyono
Wikrama Parahita : Jurnal Pengabdian Masyarakat Vol. 2 No. 2 (2018)
Publisher : Universitas Serang Raya

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.30656/jpmwp.v2i2.633

Abstract

Human-crossing bridge development project in Sukatani Village, an underdeveloped area in Sukabumi Sub-district, West Java Province on 2013 was a program resulted from a collaborative work between Kementerian Negara Pembangunan Daerah Tertinggal (State Ministry for Development Acceleration in Underdeveloped Regions) and Lembaga Kerjasama Fakultas Teknik Universitas Gadjah Mada (Faculty of Engineering Cooperation Agency). In this program, Dinas Bina Marga dan Tata Ruang Provinsi Jawa Barat was involved as a technical supervisor. In this project, LKFT UGM’s role and function in carrying out the values of Tri Dharma Perguruan Tinggi were done through the implementation of a social participation model. This social participation model positioned the local community as an object of education and development. The project’s funding from Kementerian PDT was independently managed by Organisasi Masyarakat Sipil (Civil Society Organization). In managing the funding, a progress report scheme was implemented as control and education tool.  The trust that was established among involved parties allowed some kind of coaching process to support a full role from the local society in the bridge development project. Finally, the project resulted in a high quality bridge that exceeded the project’s target and initial expectation from a human crossing bridge to a car crossing bridge. This escalation was able to raise the local society’s confidence and sense of belonging towards the bridge as their own hand work. Then on the next fiscal year of 2014, the local government further improved the bridge’s quality from a car crossing bridge into a heavy vehicle crossing bridge. 
Increasing Inventory Rating Factor of Steel Truss Bridge Through Orthotropic Steel Deck Panel Application Erik Wahyu Pradana; Andreas Triwiyono; Ali Awaludin; Saroj Mandal
Journal of the Civil Engineering Forum Vol. 8 No. 3 (September 2022)
Publisher : Department of Civil and Environmental Engineering, Faculty of Engineering, Universitas Gadjah Mada

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.22146/jcef.3416

Abstract

Currently, 18,648 bridges with a total length of 510,366 km have been constructed in Indonesia, but only 86% are in good condition, while the rest are damaged. Steel truss bridge damage generally occurs on the RC decks, and its repair is often implemented through deck replacement or redecking using Orthotropic Steel Deck (OSD) panel. In Indonesia, this method has only been applied limitedly at the Citarum I Bridge in 2009 and the Cisadane Bridge in 2013, while the effect on the existing steel truss bridge is unknown. Therefore, this study aims to evaluate the steel truss bridge performance after OSD panel redecking through numerical modeling. The design process of the OSD panel was carried out by micro-modeling on ABAQUS CAE using shell elements with a mesh size of 50x50 mm and pinned boundary conditions. In this stage, the materials were assumed to be elastic with small deformations. The evaluation of steel truss bridge performance was performed on the A-class steel truss bridge Bina Marga design standard with a 60 m span by comparing the existing bridge inventory rating factor (using RC decks) to OSD panel redecking, which is an indicator of bridge self-weight reduction. Based on the structural macro-model developed using SAP2000, the bridge self-weight reduced the axial tension and compression forces on the steel truss bridge mainframe by 20.6%-24.6% and 20.5%-24.5%, respectively. Consequently, this increased the inventory rating factor by 9.3%-9.5%. In other words, using the OSD panels lighter than the existing RC decks increases the steel truss bridge capacity to resist the live load or vehicle rating throughout its service life.
NUMERICAL MODELING OF APPLIED NEAR-SURFACE MOUNTED ON REINFORCEMENT SLAB WITH ABAQUS CAE Irkhas Bayu Faveryan; Andreas Triwiyono; Suprapto Siswosukarto
Jurnal Teknik Sipil Vol. 17 No. 2 (2023)
Publisher : Program Studi Teknik Sipil Fakultas Teknik Universitas Atma Jaya Yogyakarta

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.24002/jts.v17i2.6183

Abstract

Reinforced concrete (RC) is the most applied material in modern construction. Research on strengthening RC concrete members has also been widely carried out. Over time, concrete elements might deteriorate due to several factors, such as load, creep, or any other environmental aspects, leading to stiffness or strength reduction. Following the rapid development of studies on RC, the development of strengthening of concrete structure Reinforced Polymer (FRP) is also the case to overcome concrete deterioration. To improve the strength capacity of the concrete beams, Ega (2020) investigated the effect of epoxy adhesive length on the bonding strength of rebar using several laboratory tests. The result of the study yielded that the optimum length for the epoxy was 150 mm with a strength increase of up to 165.3%. The laboratory tests were modeled numerically using Abaqus CAE to simulate the behavior of the RC beam. Investigating the ideal mesh size and crack model behavior was the first stage of modeling. An RC beam previously experimentally tested by Ega (2020) was used for validation. Therefore, this research compares the numerical results from the Abaqus simulation with experimental data results. The specimen tested for this research was a concrete beam of 1200 mm x 450 mm x 120 mm subjected to 3-point loading. This study aims to develop a suitable numerical model for one of the tested beams and facilitate the design of NSM that follows the character of the previous research.
Seismic Performance Evaluation of Wharf Based on ASCE 61-14 Kukuh Adhi Kafie; Andreas Triwiyono; Iman Satyarno; Hsuan-Teh Hu
Journal of the Civil Engineering Forum Vol. 9 No. 3 (September 2023)
Publisher : Department of Civil and Environmental Engineering, Faculty of Engineering, Universitas Gadjah Mada

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.22146/jcef.6749

Abstract

The adequacy of the structural performance of a wharf in withstanding seismic loads is of paramount importance. Therefore, this research aims to conduct an accurate pushover analysis on the adequacy of a wharf located in North Sulawesi, Indonesia. The study provides a comprehensive overview of the seismic performance of the wharf by examining displacement and strain parameters of its plastic hinge components under various loading conditions. To simulate accidental torsion, the wharf structure was analyzed by introducing variations in the eccentricity offset of the lateral pushover load of -5%, 0%, and 5% from the center of mass. The analysis of the torsion behavior involved a comprehensive examination of four control points located at each corner of the wharf plan. Additionally, the investigation took into account, the crucial aspect of soil-structure interaction by considering the equivalent fixity depth of the pile, which was used to evaluate the fixity length of the structure. In order to determine the target displacement of the wharf, analysis was performed in accordance with the established methodologies outlined in FEMA 356. It is also important to note that the seismic performance of the wharf was evaluated based on acceptance criteria in the form of strain limits imposed on various components, including concrete elements, reinforcing steel, and steel pipes, as prescribed by ASCE 61-14. In this study, a total of 30 models were examined, and the obtained results showed that the structure exhibited controlled and repairable damage even when subjected to a 475-year earthquake return period (CLE: Contingency Level Earthquake). Following this, the analysis of variations in displacement control point served to determine the inherent torsion exhibited by the structure, and the introduction of different lateral load eccentricity offsets and variations in pushover loading direction were found to contribute to the increased displacement and strain in the plastic hinge components.
Analisis Faktor Risiko Cost of Quality Terhadap Failure Cost Pada Pelaksanaan Pekerjaan Struktur Gedung Bertingkat Viorenza Everlyn; Arief Setiawan Budi Nugroho; Andreas Triwiyono
Bentang : Jurnal Teoritis dan Terapan Bidang Rekayasa Sipil Vol 11 No 2 (2023): BENTANG Jurnal Teoritis dan Terapan Bidang Rekayasa Sipil (Juli 2023)
Publisher : Universitas Islam 45

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.33558/bentang.v11i2.5959

Abstract

The success of the construction sector is inseparable from cost and quality, it is reported that identified quality failures reach 5-20% of the project contract value. To reduce quality failures and failure costs in the implementation of construction projects, it is necessary to provide cost of quality (COQ) assistance. In this research, reinforced concrete construction was chosen as the object of COQ assistance because it is a critical part of the structure. The purpose of this research is to categorize the COQ from internal and external factors and analyze the potential costs incurred for these failure factors. Analysis of the cost of quality failure was carried out based on the weighting of the results of the pairwise comparison matrix to obtain consistency index (CI) and Consistency ratio (CR) values and using the Kruskal Wallis test as a non-parametric test approach. The results of this research indicate that COQ greatly influences profitability, where the failure of the highest internal quality is the work method factor which affects the failure of the final concrete result in the form of structural and visual defects, while the highest external quality failure is the product selection factor at the client's request which causes the resulting construction products are not in accordance with the specifications or not in accordance with the expected function. Based on the causal factors of the quality failure, the implementation control process affects the result of product quality to the point of causing clients to demand, replace, and repair during the warranty period. Failure costs that affect the highest contract value amounted to 7.26% of internal failures and 6.40% of external failures.
PEMODELAN NUMERIK KAPASITAS LENTUR BALOK BETON DENGAN PENULANGAN SERAT BERPOLIMER Kasih Jhoniper Simanjuntak; Andreas Triwiyono; Suprapto Siswosukarto
Jurnal Teknik Sipil Vol. 17 No. 3 (2023)
Publisher : Program Studi Teknik Sipil Fakultas Teknik Universitas Atma Jaya Yogyakarta

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.24002/jts.v17i3.7555

Abstract

Aplikasi Fiber Reinforcement Polimer (FRP) sebagai tulangan menjadi salah satu inovasi baru untuk sistem beton bertulang. FRP atau serat berpolimer merupakan material dengan sifat elastis dan mempunyai kuat tarik yang lebih tinggi dibandingkan baja. Selain mempunyai kelebihan sifat mekanika, FRP juga memiliki sifat tahan korosi, dan sifat non-magnetik, yang dapat memperlambat deteriorasi material akibat lingkungan. Pemodelan balok bertulangan FRP secara numeris dengan finite element perlu dibuat untuk menggantikan pengujian ekseperimental. Dalam penelitian ini dilakukan pemodelan elemen balok lentur dengan perangkat lunak ABAQUS CAE. Dimensi balok 150 mm x 100 mm, panjang 2400 mm dengan tulangan memanjang jenis glass fiber reinforcement polimer (GFRP) tekan dan tarik masing - masing 2D10 dan sengkang D4-100 dengan pembebanan statik  four point loading.  Dalam pemodelan digunakan interaksi perfect bond antara GFRP dan beton sekelilingnya. Untuk validasi pemodelan, kurva beban - defleksi hasil pemodelan dibandingkan dengan kurva beban – defleksi hasil pengujian eksperimental sebelumnya. Hasil model tervalidasi relatif baik dibandingkan hasil eksperimental. Dengan hasil pemodelan yang sudah tervalidasi, beban maksimum model numerik dibandingkan dengan analisis kapasitas lentur nominal SNI 8970 : 2021 sehingga didapatkan rasio perbandingan kapasitas nominal dan beban maksimum model numerik. Diagram beban-defleksi di awal sangat dekat, dengan selisih beban ultimit pada model dengan hasil pengujian lentur balok 12,1%. Perbandingan kapasitas lentur nominal bertulangan GFRP berdasarkan SNI 8970:2021 dan beban maksimum model numerik diperoleh 0,5, aman digunakan sebagai acuan perencanaan balok beton bertulangan.
Co-Authors Akbar, Miqdad Khosyi Albert Aun Umbu Nday Ali Awaludin Ali Awaludin Ali Awaludin Aminullah , Akhmad Aminullah, Akhmad Arief Setiawan Budi Nugroho Ashar Saputra Ashar Saputra Ashar Saputra Astuti, Yana Ay Lie Han Bambang Supriyadi Baskoro Abdi Praja Baskoro Abdi Praja, Baskoro Abdi Dahlia Patah, Dahlia Danang Purwanto Desi Maryani Dicky Rahadian Mahendra Djoko Sulistyo Dualembang, Hery Egatama, Henda Febrian Erik Wahyu P radana Erik Wahyu Pradana Eugenius Pradipto Fardila, Dinda Ferry Hariman Gatot Subagio H, I Gede Agung Shri Parta Hary Christady H. Henricus Priyosulistyo, Henricus Hsuan-Teh Hu I Gusti Lanang Bagus Eratodi Ignatius Christiawan Iman Satyarno Iman Satyarno Irawati, Inggar Septhia Irkhas Bayu Faveryan Juandra Hartono Juandra Hartono, Juandra Kasih Jhoniper Simanjuntak Kukuh Adhi Kafie Lau, Debora Marsuki M. Marsuki M. Muh. Subhan A.K. Muhamad Farhan Muhammad Nur Ikhsan Muhammad, Heidi Munthe, Agyanata Tua Muslikh Muslikh Muslikh Muslikh NKA Agustini NKA Agustini, NKA Nurul Hidayati Prasetyo, Aulia Azis Priyosulistyo Priyosulistyo Purwanto Purwanto Rachmad Hidayat Saroj Mandal Setiawan, Angga Fajar Subchan, Shafira Khairunnisa Sulistiyo, Djoko Suprapto Siswosukarto Suprapto Siswosukarto Suprapto Siswosukarto Tama, Radika Gandi Tologana, Ricky Nofrianto Viorenza Everlyn Yudhistira, Angga Trisna