Articles
<![CDATA[Pemodelan Retak pada Struktur Beton Bertulang ]]>
<![CDATA[Nuroji, Nuroji]]>;
<![CDATA[Besari, Mohamad Sahari]]>;
<![CDATA[Imran, Iswandi]]>
<![CDATA[ Jurnal Teknik Sipil Vol 17, No 2 (2010) ]]>
Publisher : <![CDATA[Institut Teknologi Bandung ]]>
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<![CDATA[Abstrak. Paper ini menyajikan pemodelan retak pada struktur beton bertulang dengan menggunakan nonlinear finite element. Pemodelan retak yang digunakan dalam studi ini adalah discrete crack untuk mensimulasikan diskontinuitas regangan. Discrete crack dimasukkan ke dalam struktur ketika tegangan utama tarik pada titik nodal telah mencapai kuat tarik beton. Penerapan discrete crack ini hanya dilakukan jika hasil kombinasi tegangan didominasi oleh tegangan normal tarik. Meskipun demikian, jika tegangan utama tarik pada Gauss point telah melampaui tegangan tarik beton, retak diperlakukan sebagai retak tersebar dengan merubah perilaku material dari isotropik menjadi orthotropik. Untuk menggambarkan arah dan pola retak retak yang benar, pemasukan discrete crack ke dalam struktur tidak hanya dilakukan dengan melakukan pemisahan titik nodal yang tegangannya telah mencapai kuat tarik beton, tapi juga merotasi retak ke arah tegak lurus terhadap arah tegangan utama tarik dan menggeser titik nodal di ujung retak sejauh perambatan retaknya. Beberapa benda uji dengan kasus yang berbeda yaitu Beam J4 (Burns and Siess 1962), Beam OA (Bresler dan Scordelis 1963) dan Beam A4 (Ahmad et al. 1986). dianalisis untuk memvalidasi model. Model ini bukan hanya mampu menunjukkan bahwa respon struktur dari model sangat mendekati hasil pengujian eksperimental, tapi juga dapat menggambarkan pola retak yang benar.Abstract. This paper presents a crack model for reinforced concrete structures by using nonlinear finite element method. The crack model used in this study is a discrete crack to simulate strain discontinuity, Discrete cracks are inserted into the structure when the principal tensile stress of nodes have reached the tensile strength of concrete. Insertion of discrete cracks into the structure is only performed when resulting stress combinations are dominated by normal tension stress. Nevertheless, if the principle tension stress on a Gauss point has exceeded the tensile strength of concrete, the craks is treated as a smeared crack with a change in material behavior from one isotropic to another orthotropic character. To find the appropriate direction and pattern of cracks, insertion of discrete cracks into the structure is not only performed by node separation at nodes which have reached the tensile strength of concrete, but also by rotation of the crack perpendicular to the direction of the principle tension stress and dragging the crack-tip node as far as the crack has propagated. Some specimens with different cases e.i Beam J4 (Burns and Siess 1962), Beam OA (Bresler dan Scordelis 1963) and Beam A4 (Ahmad et al. 1986) were analyzed to validate the model. The model is not only able to shows that the structure response is very close to the experimental test, but also can describe the proper crack pattern.]]>
<![CDATA[Evaluasi Program Pembangunan Infrastruktur Perdesaan di Desa Wonokerto, Kecamatan Turi, Kabupaten Sleman ]]>
<![CDATA[Cakrawijaya, Muhammad Amin]]>;
<![CDATA[Riyanto, Bambang]]>;
<![CDATA[Nuroji, Nuroji]]>
<![CDATA[ Jurnal Perencanaan Wilayah dan Kota Vol 25, No 2 (2014) ]]>
Publisher : <![CDATA[The ITB Journal Publisher ]]>
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DOI: 10.5614/jpwk.2015.25.2.4
<![CDATA[Abstrak: Program Pembangunan Infrastruktur Perdesaan (PPIP) merupakan program bantuan pembangunan infrastruktur perdesaan yang diarahkan untuk mendorong peningkatan perekonomian perdesaan. PPIP dilaksanakan secara partisipatif dimana masyarakat dapat memilih infrastruktur yang diinginkan. Dengan pendekatan partisipatif, prioritas infrastruktur bergantung pada kemampuan masyarakat dalam memilih. Penelitian ini bertujuan untuk melihat keterkaitan dan dampak PPIP yang telah dipilih masyarakat terhadap pertumbuhan ekonomi kawasan perdesaan dengan menggunakan pendekatan triangulasi atau mix-method dan teknik sampling multi-stage sampling, dengan mengambil studi kasus di Desa Wonokerto Kecamatan Turi. Berdasarkan penelitian ini didapatkan hasil bahwa infrastruktur yang dibangun melalui PPIP secara umum hanya dirasakan oleh sebagian kecil masyarakat, dan bersifat sementara atau tidak berkelanjutan.Kata Kunci: Pembangunan infrastruktur, pertumbuhan ekonomi, pembangunan perdesaan, SlemanAbstract: Rural Infrastructure Development Program (RIDP/PPIP) is an assistance program to develop infrastructure in rural area to increase the economies of the rural area. PPIP is a participatory program where people can choose the desired infrastructures. With a participatory approach, priority infrastructure relies on the ability of communities to choose. This study aims to assess the relationship and impact ofRIDP on the rural economic growth in Wonokerto Village, Turi District, using mix-method approach and multistage sampling method. This research shows that the economic growth is only experienced by a small portion ofthe population and tends to be temporary or unsustainable.Keywords: Infrastructure development, economic growth, rural development, Sleman]]>
<![CDATA[LABORATORY TESTING AND MODELING THE INTERFACIAL TRANSITION ZONE OF SLAG-CONCRETE ]]>
<![CDATA[Lie, Han Ay]]>;
<![CDATA[Nuroji, Nuroji]]>
<![CDATA[ MEDIA KOMUNIKASI TEKNIK SIPIL Tahun 17, Nomor 3, OKTOBER 2009 ]]>
Publisher : <![CDATA[Department of Civil Engineering, Diponegoro University ]]>
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DOI: 10.14710/mkts.v17i3.5171
<![CDATA[The transition zone at the aggregate surface has a distinctive formation, in terms of its mechanical as well as its physical properties. This layer is recognized as the ITZ (Interfacial Transition Zone) and considered the “weak linkâ€, since micro cracks are commonly initiated in this area. The properties of this ITZ are jet to be investigated. SEM (Scanning Electron Microscope) images only provide qualitative information such as formation, type and relative amount of crystals. Therefore, other means are required to represent a better understanding to the behavior of the ITZ. The mechanical and physical properties of the ITZ are highly influenced by the differentiation in porosity and strength. A mathematical or FEM (Finite Element Model) can be used to bridge this lack of information. This paper deals with the the modeling approach of ITZ as well as the concept of laboratory testing for validation of the model. Keywords: labour group composition, SNI 2002, field labour’s productivity, middle-class housing. ABSTRAK Daerah peralihan antara agregat dan mortar memiliki susunan struktur dan sifat mekanis yang berbeda dengan mortar yang berjauhan dari agregate. Daerah ini dikenal sebagai ITZ (Interfacial Transition Zone) dan diketahui sebagai daerah yang “lemah†karena retak mikro biasanya diawali di ITZ ini. Perilaku mekanis ITZ sangat sulit ditentukan secara tepat, pengamatan menggunakan SEM (Scanning Electron Microscope) hanya dapat memberikan gambaran secara kualitatif, berupa perilaku bentuk, susunan dan jumlah kristal sehingga perlu adanya pendekatan lain yang dapat memberikan nilai kuantitatif terhadap perilaku ITZ. Pengamatan terhadap sifat mekanis dan fisis ITZ terhadap mortar menunjukkan perbedaan kadar pori dan kekuatan. Untuk menggambarkan konfigurasi pori dan kekuatan ITZ dapat digunakan model, baik model matematis atau FEM (Finite Element Model) yang divalidasi dengan hasil pengujian laboratorium. Tulisan ini membahas konsep permodelan ITZ serta metoda validasi di laboratorium. Kata kunci: model, interfacial transition zone, mortar, aggregate, kekakuan]]>
<![CDATA[Perilaku Nonlinier Buckling pada Struktur Cangkang Bola ]]>
<![CDATA[Sumirin, Sumirin]]>;
<![CDATA[nuroji, nuroji]]>
<![CDATA[ MEDIA KOMUNIKASI TEKNIK SIPIL Volume 20, Nomor 2, DESEMBER 2014 ]]>
Publisher : <![CDATA[Department of Civil Engineering, Diponegoro University ]]>
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DOI: 10.14710/mkts.v20i2.9252
<![CDATA[This paper presents the results of a numerical study using the finite element method in geometrical nonlinear on camped shallow spherical shells under uniform pressure. The shell structure was modelled by finite axisymmetric thin shell elements and quadrilateral elements. The geometrical nonlininear problem was solved by a scheme of incremental iterative procedures applying Newton-Raphson method in combination with arch length methods. The results of finite element analysis compared with the experimental results of previous reseacher.]]>
<![CDATA[Pengaruh Panjang dan Diameter Stud terhadap Keruntuhan Geser Struktur Komposit Baja-Beton ]]>
<![CDATA[Ayu Hapsari, Rahma Nindya]]>;
<![CDATA[Nurhuda, Ilham]]>;
<![CDATA[Nuroji, Nuroji]]>
<![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.v24i2.16998
<![CDATA[Composite structures of concrete slabs and steel beams require shear connectors to transfer shear force between steel beams and concrete slabs. The strength of stud shear connector specified on SNI 03-1729-2013 only considers the effect of stud diameter, however the length of a stud may influence its behavior and strength. This research observes the effects of length and diameter (ð“/ð’¹) of shear connectors on the strength. This research was conducted using the push out method explain in AS-4347- Part I. The test specimens observed in this research were concrete and steel composites, composing IWF 350x175x11x14 mm and concrete blocks of size 450x225x160 mm. The studs were made of steel reinforcements with diameter (ð’¹) of 10, 16 and 22 mm, were welded on IWF with 5 mm weld thickness. The length of studs for each stud diameter were 4d, 5d, and 6d. The results indicate that the increase in stud diameter will increase the load capacity of stud. The length of studs effect its load capacity. A slim stud experiences large bending moment at the base of the shear connector. The results show that the highest value of load capacity is measured at specimens with ð“/ð’¹ ratio of 5.]]>
<![CDATA[Studi Eksperimental Lekatan antara Beton dan Tulangan pada Beton Mutu Tinggi ]]>
<![CDATA[Nuroji, Nuroji]]>
<![CDATA[ MEDIA KOMUNIKASI TEKNIK SIPIL Volume 12, Nomor 3, Edisi XXX, OKTOBER 2004 ]]>
Publisher : <![CDATA[Department of Civil Engineering, Diponegoro University ]]>
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DOI: 10.14710/mkts.v12i3.2739
<![CDATA[In recent years, concrete with compressive strength in excess of 50 MPa has been utilized in building construction. However, many empirical equations used to predict properties of concrete or design structure members are based on test using concrete with compressive strength less than 41 MPa. Applicability of this design equation for high strength concrete structures may lead to conservative or even unsafe design. One such example is the provision for calculating development length of reinforcing bars which is developed based on bond capacity of steel bars embedded in concrete.The research study was motivated by the lack of test data on bond performance of reinforcing bars embedded in high strength concrete especially those related to high-strength fly-ash concrete. More than 35 specimens with various concrete compressive strength fc¢ and bar diameter (deformed and smooth bar) were tested. The result of this experimental shows that bond equation from ACI is too conservative for high strength concrete structures. Kata kunci: Lekatan beban dan tulangan, beton mutu tinggiPermalink: http://www.ejournal.undip.ac.id/index.php/mkts/article/view/2739 [How to cite: Nuroji, 2004, Studi Eksperimental Lekatan antara Beton dan Tulangan pada Beton Mutu Tinggi, Jurnal Media Komunikasi Teknik Sipil, Volume 12, Nomor 3, pp. 27-37]]]>
<![CDATA[PERANCANGAN STRUKTUR HOTEL IBIS BUDGET SEMARANG ]]>
<![CDATA[Ramadhianto, Wirajati]]>;
<![CDATA[Puspitarini, Novia]]>;
<![CDATA[Nurhuda, Ilham]]>;
<![CDATA[Nuroji, Nuroji]]>
<![CDATA[ Jurnal Karya Teknik Sipil Volume 5, Nomor 1, Tahun 2016 ]]>
Publisher : <![CDATA[Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro ]]>
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<![CDATA[Structural Design of Ibis Budget Hotel Semarang was designed to comply with SNI 2847-2013 and SNI 1726-2012. Seismic analysis was conducted using dynamic respons spectrum method. The building was designed to be located in zone 4 Indonesian seismic vurnability map meaning that it can experience large earthquake acceleration. Hence the building must be designed as an earthquake-resistant structures. This building was designed as special moment resisting frame systems (SMRFS). The frame system was composed of beams and columns. The columns were designed to be stronger than the beams (strong column-weak beam concept). The concrete was of f'c 29,05 MPa, and the steel reinforcement of the longitudinal bar was fy 400 MPa. The Structure analysis was conducted using an analysis structure program to model the structure and calculate the internal forces on the structure. Failure at the beam-column joint was avoided by designing plastic hinges to occur at the beam ends and at the top base columns connected to foundation.]]>
<![CDATA[Perencanaan Jembatan Leho Kawasan Pesisir Kabupaten Karimun, Kepulauan Riau, dengan Struktur Jembatan Pelengkung (Arch Bridge) ]]>
<![CDATA[Winarno, Adhyta Narendra]]>;
<![CDATA[Pakpaham, Alfred Nobel]]>;
<![CDATA[Tudjono, Sri]]>;
<![CDATA[Nuroji, Nuroji]]>
<![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[The Design of Leho Bridge in Karimun Coastal Area, Riau Islands, based on the needs of a transportation infrastructure that connecting the Old Town Area with Sei Bati Airport. This Bridge Structure is designed by using an Arch Bridge Structure considering that it’sfunction also as a monumental building.Based on the results of highway capacity analysis, the bridge’s width designed as 9,00 m with 2/2 UD type which the pavement is 7,00 m width and each of the pedestrians are 1,00 m width. Then the bridge’s span is determined as 60,00 m, based on the gulf’s geometry and the boat’s traffic under the bridge. The Clearance below the bridge is affected by the highest water level and the boat’s heightwhich on this case is taken as 11,00 m.Through the design and the calculation with Load and Resistance Factor Design’s method we found the section of the arch rib is a box formed steel profile which size is 900.900.40.40 with the yield stress is 290 MPa. While the main beam using a box formed steel profile which size is 900.400.30.30 with the yield stress is 290 MPa. The foundation system is designed by using a group of sheet piles which the diameter is 60 cm as much as 24 piles on each abutments.]]>
<![CDATA[Perbandingan Perkerasan kaku Pracetak dan Beton Konvensional dengan Menggunakan Analytical Hierarchy Process (AHP) ]]>
<![CDATA[Nuroji, Nuroji]]>;
<![CDATA[Setiadji, Bagus Hario]]>;
<![CDATA[Aktorina, Wahyu]]>
<![CDATA[ MEDIA KOMUNIKASI TEKNIK SIPIL Volume 26, Nomor 2, DESEMBER 2020 ]]>
Publisher : <![CDATA[Department of Civil Engineering, Diponegoro University ]]>
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DOI: 10.14710/mkts.v26i2.31792
<![CDATA[The rigid pavement on many roads is considered as a solution due to the increasing traffic load that requires high performance and durability of the road construction. However, the implementation of rigid pavement takes a longer time to reach its concrete strength until the road operation. Some industries have developed pavement from precast concrete panels to reduce construction time. This paper discusses the comparison of rigid pavement between precast concrete and conventional concrete. Two road sections are Jalan Margomulyo Surabaya using precast-concrete-pavement and Jalan Semarang-Jambu using conventional-concrete-pavement chosen as research objects. Cost, construction time, serviceability, and traffic performance are the four variables reviewed in this study analyzed using the Analytical Hierarchy Process (AHP) method with considers 15 competent experts as respondents. Based on the analysis shows that a road improvement project by using precast-pavement is more effective and efficient with a score of 58.42 %, while the score of conventional concrete is 41.58 %.]]>
<![CDATA[Pengembangan Alat Simulasi Model Numeris Elemen Beton Bertulang dengan Respon Geser dan Lentur Tinggi ]]>
<![CDATA[Nuroji, Nuroji]]>;
<![CDATA[Asshidiqie, Muhammad Rony]]>;
<![CDATA[Sukamta, Sukamta]]>;
<![CDATA[Han, Ay Lie]]>
<![CDATA[ TEKNIK Vol. 42, No. 2 (2021): August 2021 ]]>
Publisher : <![CDATA[Diponegoro University ]]>
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DOI: 10.14710/teknik.v42i2.32683
<![CDATA[Pengujian eksperimental elemen beton bertulang di laboratorium memiliki kelemahan bahwa penyiapan benda uji sampai selesainya proses pengujian memerlukan waktu lama. Biaya yang tinggi mengakibatkan jumlah benda uji terbatas, dan beratnya elemen skala penuh merupakan kendala pada saat set-up. Tingkat ketidak-telitian dipengaruhi banyak faktor seperti ketersediaan alat presisi, kondisi laboratorium dan faktor kehandalan laboran. Agar perilaku sebuah elemen beton bertulang dapat dianalisa dengan teliti dan cepat, diperlukan sebuah model numeris yang dapat digunakan sebagai alat simulasi untuk menganalisa pengaruh variabel-variabel bebas pada perilaku elemen beton bertulang. Agar model numeris diyakini kehandalan dan ketelitiannya, perlu dilakukan beberapa tingkatan validasi, baik dari validasi sensitivitas model itu sendiri, maupun validasi terhadap data benda uji aktual di laboratorium. Model elemen hingga yang dikembangkan dalam studi ini dikhususkan pada kondisi tegangan lentur dan geser tinggi, akibat respon beban vertikal dan horizontal yang umum terjadi pada stuktur sesungguhnya di lapangan. Proses validasi terhadap model dilakukan dengan analisa sensitivitas terhadap kehalusan mesh dan inkrementasi deformasi vertikal, sedang validasi terhadap benda uji eksperimental di tujukan pada aspek respon beban-deformasi dan pola perkembangan retak beton. Dari proses ini dibuktikan bahwa model yang dikembangkan memberikan hasil prediksi yang sangat teliti terhadap perilaku elemen sesungguhnya, sehingga dapat digunakan sebagai alat simulasi.]]>
