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<![CDATA[PENGARUH PENGGUNAAN BETON FLY SLAB PADA GEDUNG BERTINGKAT (STUDI KASUS GEDUNG TELKOMSEL SEMARANG) ]]>
<![CDATA[Afdholi Afdholi]]>;
<![CDATA[Jumani Arso]]>;
<![CDATA[Nuroji Nuroji]]>;
<![CDATA[Hadi Wibowo]]>
<![CDATA[ Jurnal Karya Teknik Sipil Volume 2, Nomor 4, Tahun 2013 ]]>
Publisher : <![CDATA[Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro ]]>
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<![CDATA[Telkomsel building structure is located in Jl. Pahlawan Semarang, the buildings was built using conventional reinforced concrete and then replanned using Fly Slab, where the structure of the building was designed by ”Indonesian Concrete Code (SNI03-2847-2002)”, while the analysis of earthquake load uses response spectrum method based on “ Indonesian Seismic Code ( SNI03-1726-2010)”. Fly Slab has been often used in engineering structures, from several studies Fly Slab able to provide good structural performance and more effective in increasing the loading capacity, economical advantages and accelerate the implementation of the work during the process. Fly Slab is a concrete slab with reinforcement in design with high quality technology to produce concrete which is much more effective, efficient and economical than conventional concrete. Structural analyzis calculated with the help of structural analysis program SAP2000 v10. From the results of the calculations it shown that the structural elements of the building was safe analyticaly.]]>
<![CDATA[PERENCANAAN GEDUNG PAVILIUN GARUDA II RUMAH SAKIT DOKTER KARIADI SEMARANG ]]>
<![CDATA[Bernard Bayu Baskoro]]>;
<![CDATA[Daniel Erlanda]]>;
<![CDATA[Nuroji Nuroji]]>;
<![CDATA[Purwanto Purwanto]]>
<![CDATA[ Jurnal Karya Teknik Sipil Volume 2, Nomor 2, Tahun 2013 ]]>
Publisher : <![CDATA[Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro ]]>
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<![CDATA[Design of Paviliun Garuda II dr. Kariadi Hospital Building, Semarang is designed using the Special Moment Frame System (SMFS). With the election of SMFS system expected to behave ductile structure, because ductile structure not only has large energy but also has a large caapacity in the resist earthquake loads. In system of SMFS, we have to use the concept of strong column weak beam in which the vertical elements of the structure (column) must be made stronger than the horizontal elements of the structure (beam), so that the plastic joints formed first on the beam. In addiction, beam-column joint must also be properly designed to prevent the collapse first. The technique of design and analysis structure, by using the SAP 2000v14 program, will obtain internal forces used to calculate the number of the reinforcements needed by the structure. It is in accordance with Indonesian National Standard or SNI as the main guidance in design of Paviliun Garuda II dr. Kariadi Hospital Building, Semarang.]]>
<![CDATA[STUDI KOMPARASI ANTARA PRACETAK MASIF DAN FLY SLAB STUDI KASUS : STRUKTUR GEDUNG RUSUNAWA SURAKARTA ]]>
<![CDATA[Aria Wirawan]]>;
<![CDATA[Budi Wicaksono]]>;
<![CDATA[Nuroji Nuroji]]>;
<![CDATA[Windu Partono]]>
<![CDATA[ Jurnal Karya Teknik Sipil Volume 2, Nomor 4, Tahun 2013 ]]>
Publisher : <![CDATA[Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro ]]>
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<![CDATA[Fly slab is one of the precast concrete slab technological development that has been researched and patented by Ir . Sulistyana in 2011. The concept is how to reduce the mass of precast concrete slab with makes ribs on the concrete slab. To minimize the volume of concrete plate and while maintaining tensile area to makes the style transfer mechanism of concrete to reinforcement or otherwise, are expected to reduce the mass of the structure without reducing strength.Comparative study will be conducted in the final project based on Planning of Building Construction Rusunawa in Surakarta, Central Java 2013. This comparative study is done by compare the results of the structural design Rusunawa existing Surakarta and ready to build using conventional precast concrete massive, with a new structure plan Rusunawa Surakarta with using fly slab as material plate, beam and column structural elements using conventional concrete.Based on the analysis results, showed reduction in the volume of concrete and reinforcement elements beam and coloumn Rusunawa Surakarta structure is 20,25% and 6,3 %. Reduction reaction in the vertical structure of the Rusunawa Building in Surakarta is 16,93%.]]>
<![CDATA[BETON DENGAN SUBSTITUSI SEMEN BERBASIS TERAK NIKEL ]]>
<![CDATA[Nuroji Nuroji]]>;
<![CDATA[Supriyadi Supriyadi]]>;
<![CDATA[Han Ay Lie]]>;
<![CDATA[Sie Alexander Patrick Subagyo]]>
<![CDATA[ Rekayasa Sipil Vol. 16 No. 1 (2022): Rekayasa Sipil Vol.16. No.1 ]]>
Publisher : <![CDATA[Department of Civil Engineering, Faculty of Engineering, Universitas Brawijaya ]]>
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DOI: 10.21776/ub.rekayasasipil.2022.016.01.4
<![CDATA[This research studied the effect of nickel-based cement substitution in concrete to analyze its behavior. The percentage of substituted nickel-slag was 10%, 20% and 30% to the cement weight. The mechanical properties studied were the compression f'c and tensile fMR stresses at the ages of 14, 28, 42 and 56 days. The data were analyzed and the visual observation of the fractured plans were addressed to determine the failure modes. The research concluded that the nickel-slag cement reduced both the compressive and tensile strength as a function of the substituted content, the decrease process followed a linear path. It was found that the strength of nickel-slag concrete cannot be defined at 28 days due to a prolonged chemical process.]]>
<![CDATA[Studi Eksperimen Perilaku Lentur Papan Bambu Lapis Dengan Jenis Bambu Petung ]]>
<![CDATA[Nuroji]]>;
<![CDATA[Sukamta]]>;
<![CDATA[Nicolaus Iyowau]]>
<![CDATA[ Siklus : Jurnal Teknik Sipil Vol. 7 No. 1 (2021) ]]>
Publisher : <![CDATA[Program Studi Teknik Sipil Fakultas Teknik Universitas Lancang Kuning ]]>
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DOI: 10.31849/siklus.v7i1.5088
<![CDATA[Bambu merupakan tanaman jenis rumput-rumputan yang mudah tumbuh dengan waktu pertumbuhan yang relatif cepat dan dapat dipanen pada usia 3-4 tahun tanpa harus menanam ulang. Meskipun bambu mempunyai sifat fisik dan mekanik yang baik, tetapi pemanfaatan bambu sebagai material konstruksi masih sangat terbatas. Pengembangan material bambu sebagai material konstruksi diharapkan dapat mereduksi penggunaan kayu yang selama ini telah dieksploitasi secara masif. Paper ini menjelaskan hasil kajian eksperimental material bambu dan papan bambu lapis. Papan bambu lapis tersusun atas tiga layer dan setiap layer terbentuk atas bilah-bilah bambu yang tersusun secara paralel. Layer 1 dan 3 merupakan layer permukaan dengan arah memanjang papan, sedangkan layer 2 merupakan bagian tengah papan yang membentuk sudut a terhadap layer 1 dan 3 yaitu 30°, 45° dan 90°. Hasil pengujian tarik menunjukkan bahwa semua bilah bambu berperilaku getas, bagian luar mempunyai kekuatan dan kekakuan yang lebih tinggi dibanding bagian dalam dan ruas bambu merupakan perlemahan dari bilah bambu. Pengujian lentur papan bambu lapis dilakukan dengan four point bending, kapasitas dan kekakuan papan bambu lapis dipengaruhi oleh sudut a dengan nilai optimal 29,33°. Sedangkan kekakuan lentur rata-rata papan bambu lapis sebesar 71% dari penampang teoritis dengan dimensi yang sama untuk bilah bambu luar.]]>
<![CDATA[Method of Buildings Structural Vulnerability and Geometry Form Designs Evaluation Towards Earthquakes With The SVA Architectural Design ]]>
<![CDATA[Livian Teddy]]>;
<![CDATA[Gagoek Hardiman]]>;
<![CDATA[N. Nuroji]]>;
<![CDATA[Sri Tudjono]]>
<![CDATA[ Journal of Architectural Design and Urbanism Vol 2, No 2 (2020): May 2020 ]]>
Publisher : <![CDATA[Department of Architecture, Faculty of Engineering, Universitas Diponegoro, Indonesia. ]]>
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DOI: 10.14710/jadu.v2i2.7577
<![CDATA[In the process of architectural design, there is no special method employed by architects to evaluate buildings’ structural vulnerability and building geometry form designs towards earthquakes. Therefore, the alternative is adapting the existing method called SVA-Retrofit. JBDPA and Matsutaro Seki developed this method, and then the author adapted this method now called SVA Architectural Design. In the process of adaptation, deep literature review was conducted in order to acquire the adaptation results of the SVA-Architectural Design. These results can furthermore be an early prediction of structural vulnerability toward earthquakes that eventually leads to finding solutions for building designs or conducting detailed analysis done by structure experts.]]>
<![CDATA[The New Method in Calculating Columns and Beams Dimensions That Meets Requirements of The Strong Column-Weak Beam and Non-Soft Story ]]>
<![CDATA[Livian Teddy]]>;
<![CDATA[Gagoek Hardiman]]>;
<![CDATA[N. Nuroji]]>;
<![CDATA[Sri Tudjono]]>
<![CDATA[ Journal of Architectural Design and Urbanism Vol 1, No 2 (2019): March 2019 ]]>
Publisher : <![CDATA[Department of Architecture, Faculty of Engineering, Universitas Diponegoro, Indonesia. ]]>
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DOI: 10.14710/jadu.v1i2.4492
<![CDATA[Situated at an earthquake prone area, buildings planning in Indonesia must implement earthquake resistant building principles. One of these principles is determining dimensions of columns and beams in the process of architectural designing.This act eventually affects the behaviour of the strong column-weak beam and the probability of bending failure due to soft story. At present time, there are no simple rules architects can use in calculating the dimensions of beams and columns that meet the criteria for strong column-weak beam and non-soft story. This paper is an effort to provide an input to the architects in designing the dimensions of the columns and beams. This research is a review result of three theories namely: 1). The theory of columns and beams preliminary design, 2). The theory of the strong column-weak beam concept, and 3). The theory of soft story and column slenderness. Those theories were then synthesized into a spreadsheet. To meet the criteria for strong column-weak beam and non-soft story, the following procedures must be done : 1). Determine the columns’ dimensions according to 0.15% of the columns’ cumulative tributary area, 2). Determine the beams’ dimensions according to 1/12 of the beams’ span and the beams’ plastic modulus, 3). Determine the columns’ dimensions and the columns’plastic modulus, 4). Determine the columns’ height based on the column slenderness criteria, and 5). Compare the columns plastic modulus and the beams plastic modulus and check whether they meet the criteria “the columns’plastic modulus ≥ 1.2 * the beams’ plastic modulus”.]]>
<![CDATA[Pengaruh Air Rob Terhadap Struktur Bangunan Tua ]]>
<![CDATA[Nuroji Nuroji]]>
<![CDATA[ JTERA (Jurnal Teknologi Rekayasa) Vol 5, No 2: December 2020 ]]>
Publisher : <![CDATA[Politeknik Sukabumi ]]>
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DOI: 10.31544/jtera.v5.i2.2020.311-318
<![CDATA[Gedung Ex. Mega Eltra merupakan salah satu gedung konservasi di Semarang yang dibangun pada sekitar tahun 1857-1860 dan telah mengalami kerusakan struktur yang parah akibat pengaruh lingkungan, penurunan muka tanah, dan cuaca. Namun, serangan air laut terhadap degradasi material khususnya kekuatan beton menjadi perhatian dalam penelitian ini. Penurunan muka tanah di kota lama Semarang membuat bangunan mengalami penurunan pada fondasi, bahkan sering sampai di bawah permukaan tanah sekitar yang membuat bangunan terendam. Genangan air pada bangunan yang memiliki kandungan salinitas, klorida, dan sulfat dapat menurunkan kekuatan beton melalui kapilaritas dan kontak langsung dengan udara yang tercemar klorida dan sulfat. Tiga lokasi kolom beton Lantai-1 dan 2 dibor dengan mata bor 50 mm hingga kedalaman kurang lebih 225 mm dari permukaan kolom. Bore log 225 mm dipotong menjadi tiga buah benda uji yang mewakili bagian luar, tengah dan bagian dalam, selanjutnya benda uji tersebut diuji untuk mengetahui kuat tekan beton. Hasil uji kuat tekan menunjukkan bahwa beton Lantai-2 lebih baik dari Lantai-1, dan kuat beton bagian luar lebih kecil dari pada bagian tengah, dan jalur tengah lebih kecil dari pada bagian dalam. Penurunan kekuatan beton akibat kontaminasi klorida dan sulfat dapat terjadi melalui kontak udara dan kapilaritas. Pengaruh air laut terhadap penurunan kuat beton melalui kapilaritas adalah 23,51 % dan penurunan kuat beton melalui udara pada Lantai-1 210 % lebih kuar dibanding Lantai-2.]]>
<![CDATA[Pengekang Crossties di Zona Tekan Balok dengan Pembebanan Siklik ]]>
<![CDATA[Yulita Arni Priastiwi]]>;
<![CDATA[Iswandi Imran]]>;
<![CDATA[Nuroji Nuroji]]>;
<![CDATA[Arif Hidayat]]>
<![CDATA[ MEDIA KOMUNIKASI TEKNIK SIPIL Volume 24, Nomor 2, DESEMBER 2018 ]]>
Publisher : <![CDATA[Department of Civil Engineering, Diponegoro University ]]>
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DOI: 10.14710/mkts.v24i2.18980
<![CDATA[Crossties that was installed as a confinement in the compression zone of the beam is proven can increase the ductility, especially when receiving the earthquake load. Using an experimental study, this paper explains the effect of crossties which was installed in compression zone of the beam. The model was a simplification of the plastic hinge of the beam. The beam was enlarged in the center of the span and would be loaded with a cyclic of point load, so as to produced the largest moment and shear fields in the face beam of the column. Moreover, the loading was provided by the displacement control system to achieve the ultimate condition. The results show that the crossties significantly increases the displacement and curvature ductility of the beams of 58.7% and 78.2%, respectively, compared to the beam without confinement. In addition, the load cycle formed by cyclic loading increases to 43 cycles in beam with crossties, meanwhile the beam without confinement can only survive up to 33 cycles. The crossties could also increase the cumulative value of inelastic displacement that occurs up to 98%, whereas its energy dissipation value is six times than the beam without confinement. On the other hand, the maximum load and capacity moment only increase about 6.5%.]]>
<![CDATA[ANALISIS WAKTU SIKLUS PENGECORAN LANTAI GEDUNG BERTINGKAT ]]>
<![CDATA[Ujang Ruslan]]>;
<![CDATA[Nuroji]]>;
<![CDATA[Windu Partono]]>
<![CDATA[ Potensi: Jurnal Sipil Politeknik Vol 15 No 1 (2013): Potensi: Jurnal Sipil Politeknik ]]>
Publisher : <![CDATA[Politeknik Negeri Bandung ]]>
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DOI: 10.35313/potensi.v15i1.4754
<![CDATA[Pada pelaksanaan struktur atas bangunan gedung bertingkat dengan beton yang dicor di tempat, diperlukan bekisting dan perancah yang bertingkat-tingkat untuk memenuhi aspek kecepatan siklus konstruksi. Dalam menentukan waktu siklus pengecoran lantai pada gedung bertingkat ini, digunakan metode analisis. Dalam analisis waktu siklus pengecoran lantai ini, bekisting dan perancah dimodelkan dengan menggunakan dua dan tiga tingkat lantai. Struktur bangunan gedung bertingkat yang ditinjau adalah bangunan standar dengan panjang bentang antar kolom maksimum 8 meter, dan campuran beton menggunakan beton normal tanpa bahan tambah. Berdasarkan hasil kajian menunjukan bahwa penerapan waktu siklus pengecoran lantai dengan bekisting dan perancah dua tingkat lantai, dimulai dari 10 hari pada saat lantai "i - 2" telah berumur 20 hari. Sementara dengan bekisting dan perancah tiga tingkat lantai, waktu siklus pengecoran lantai dimulai dari 6 hari pada saat lantai "i - 3" telah berumur 18 hari.]]>
