Analysis of Deflection and Moment Capacity on the Precast Beam of the Nk-Spircon Connecting System

 
 
 
  • Abstract
  • Keywords
  • References
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  • Abstract


    This study is a case study on the planning of a multilevel building of the Faculty of Medicine, University of Wijaya Kusuma Surabaya, which aims to compare the strength of precast beam structure using NK-SpirCON connection system with conventional beam (cast in situ). The model of building structure and beam used is the result of consultant planning modified into precast beam with dimension and number of reinforcement according to planning result where connection between beam and column is used NK-SpirCON connection system. The test is done in collaboration with the number of specimens according to the number of variations of the existing beam type. The test is performed by gradually loading the load on the specimen to calculate the maximum load, maximum deflection and acceptable capacity moments of the beam. The results conclude that the precast beam using NK-SpirCON connection system has the ability to receive larger deflection and moment capacity than the conventional beam (cast in situ) with 29,81 % and 34,64 % difference. For further research it is advisable to research the shear strength of the beam and the strength of the connection between the beams and the columns due to various loads including quasi dynamic loads according to the prevailing regulations and regulations in Indonesia.

     

     


  • Keywords


    precast beam, NK-SpirCON connection, deflection, moment capacity.

  • References


      [1] Adiasa, A.M. Prakosa, D.K. Hatmoko, J.U.D Santoso, T.D. 2015. Evaluasi Penggunaan Beton Precast di Proyek Konstruksi. Jurnal Karya Teknik Sipil, Vol. 4. No.1, pp 126-134

      [2] Tjitrosoma, T.H.R, Subakti, A. 2012. Perancangan Modifikasi Struktur Gedung RSUD. Dr. Kanujoso Djatiwibowo Menggunakan Beton Pracetak dan Metode Pelaksanaan. Jurnal Teknik POMITS, Vol.1, No. 1 (2012), pp. 1-5, Jurusan Teknik Sipil, Fakultas Teknik Sipil dan Perencanaan, ITS Surabaya.

      [3] Abduh, M. 2007. Inovasi Teknologi dan Sistem Beton Pracetak di Indonesia ;Sebuah Analisa Rantai Nilai. Seminar dan Pameran HAKI 2007. Konstruksi Tahan Gempa di Indonesia.

      [4] Adi, R. Y. Nurhuda, I. Sukamta .Fitriani, I. 2014. Perilaku dan Kekuatan Sambungan Kolom Pada Sistem Beton Pracetak. Media Komunikasi Teknik Sipil. Vol. 20. No. 1, pp. 1-8

      [5] Nurjannah, S.A. 2011. Perkembangan Sistem Struktur Beton Pracetak Sebagai Alternatif Pada Teknologi Konstruksi Indonesia Yang Mendukung Efisiensi Energi Serta Ramah Lingkungan. Prosiding Seminar Nasional AVoER ke-3. Palembang, 26-27 Oktober 2011

      [6] Wiratman& Associates, 2008, Laporan Perencanaan Struktur Bangunan Gedung Perkantoran dan PerkuliahanTahap II, Fakultas Kedokteran Universitas Wijaya Kusuma Surabaya.

      [7] Antonius. 2014. Metode Pelaksanaan Beton Pracetak Pada Struktur Tunnel Feeder. Seminar Nasional Teknik Sipil IV-2014.Jurusan Teknik Sipil, Fakultas Teknik, Universitas Islam Sultan Agung.

      [8] Wiranata, A. Ristinah, S. Hidayat, M.T. 2011. Studi Analisis Sambungan Balok-Kolom Dengan Sistem Pracetak Pada Gedung Dekanat Fakultas Teknik Universitas Brawijaya Malang. Thesis (S-2). Program Teknik Sipil Universitas Brawijaya Malang

      [9] Syarif, M. Parung, H. Djamaluddin, R. Bakri, A. 2016. Perilaku Sambungan Balok-Kolom Pracetak Type PelatAkibat Beban Bolak-Balik. Prosiding Seminar Nasional Teknik Sipil 2016. Fakultas Teknik Universitas Muhammadiyah Surakarta.

      [10] Anonimus, 2002, Puslitbang Permukiman Pengembang, 2002, “Optimalisasi Sistem Sambungan Komponen Pracetak Struktur Rangka Terbuka untuk Bangunan Bertingkat”, Bandung

      [11] Bagus, A. Irmawan, M. Faimun. 2013. Analisis DesainSambungan Balok Kolom Sistem Pracetak Untuk RukoTiga Lantai. Jurnal Teknik POMITS Vol. 1, No. 1. Pp. 1-6

      [12] Rizal, F &Tavio. 2014. Desain Permodelan SambunganBeton Precast Pada Perumahan Tahan Gempa Di Indonesia Berbasis Knockdown System. JurnalTeknik POMITS, Vol. 3, No. 1. Pp 2301-9271.

      [13] Nurjaman , Hari, 2002, “Penentuan Model dan Parameter untuk Analisis dan Perencanaan Tahan Gempa Struktur Pracetak Rangka Beton”, Desertasi Doktor Institut Teknologi Bandung, ITB Bandung

      [14] Kurniawan, F., Mudjanarko, S. W., & Ogunlana, S. (2015). Best practice for financial models of PPP projects. In Procedia Engineer-ing. Elsivier. https://doi.org/10.1016/j.proeng.2015.11.019


 

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Article ID: 17730
 
DOI: 10.14419/ijet.v7i3.25.17730




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