Articles
<![CDATA[Split Ring Connection of Coconut and Bangkirai Lumber ]]>
<![CDATA[Awaludin, Ali]]>
<![CDATA[ Jurnal Teknik Sipil Vol 10, No 2 (2003) ]]>
Publisher : <![CDATA[Institut Teknologi Bandung ]]>
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<![CDATA[Abstrak. Penelitian ini merupakan penelitian lanjutan mengenai kuat tarik sambungan komposit Glugu-Bangkirai yang dilakukan oleh Awaludin & Triwiyono (2003). Hal baru yang dilakukan pada penelitian ini adalah penggunaan cincin belah sebagai alat sambung, sedangkan pada penelitian sebelumnya (Awaludin & Triwiyono, 2003), alat sambung yang digunakan adalah dua baut 15.6 mm (5/8 inchi). Selain kuat tarik sambungan hasil pengujian, kuat tarik sambungan juga dianalisis dengan persamaan dari Euro Code 5 dan Awaludin & Triwiyono (2002). Diameter dan panjang cicin belah yang dipergunakan berturut-turut adalah 40 mm dan 30 mm, sedangkan diameter baut pengaku adalah 12.5 mm (½ inchi). Pada setiap sambungan terdapat dua cincin belah sebagai alat sambungnya. Hasil penelitian menunjukkan bahwa, kuat tarik sambungan dengan alat sambung cincin belah lebih tinggi 30% dari pada kuat tarik sambungan dengan alat sambung baut. Sesaran pada sambungan dengan alat sambung cincin belah lebih kecil yaitu 67% dari pada sesaran sambungan dengan alat sambung baut. Kuat tarik ultimit sambungan hasil pengujian tersebar disekitar kuat tarik ultimit dari Euro Code 5 dan Awaludin & Triwiyono(2002).Abstract. This research was a further research on tensile load of three-member connection of Coconut and Bangkirai lumber (Awaludin & Triwiyono, 2003). The new thing done in this experiment is the use of split ring as the connector of the connection. In the previous research (Awaludin & Triwiyono, 2003), two bolts of 15.6 mm were used as the connectors in each connection. Besides the result from experiment, the ultimate tensile load of split ring connection was also analyzed with equations from Euro Code 5 and Awaludin & Triwiyono (2002). The dimension of split-ring connector was 40 mm in diameter, 30 mm in length, and bolt of 12.5 mm was used to tight the connection. Two split ring connectors were placed in every connection. The result shows that the ultimate tensile load of split-ring connection was thirty percent higher than the bolted connection. The displacement of split ring connection was only 67% of the displacement of bolted connection. The ultimate tensile load of experiment was scattered closely to the result of Euro Code 5 and Awaludin & Triwiyono (2002).]]>
<![CDATA[Safety Factor of Timber Bolted-Connection Designed with SNI-5 (2002) ]]>
<![CDATA[Awaludin, Ali]]>
<![CDATA[ Jurnal Teknik Sipil Vol 12, No 2 (2005) ]]>
Publisher : <![CDATA[Institut Teknologi Bandung ]]>
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<![CDATA[Abstract. This paper study the safety factor of timber connection designed with PKKI NI-5 (2002). Johansen yield model is used to evaluate the nominal design value of single bolted connection. Double-shear bolted connection, with the side members and the main member from wood, is chosen for this study. A comparison study of safety factor between SNI-5 (2002) and NDS for timber construction of U.S (1997) is also conducted. Finally, the safety factor is analyzed for both directions parallel and perpendicular to wood grain of four possible yield modes. From the study, both SNI-5 (2002) and NDS (1997) use higher safety factor for bolted connection sustaining load perpendicular to grain than that sustaining load parallel to grain. Smaller safety factor is used in bothcodes when the plastic hinge of bolt is created such as the yield modes IIIs and IV. However, in this case, the safety factor of NDS is significantly much higher than that of SNI-5 (2002).Abstrak. Analisis angka aman sambungan baut yang dirancang dengan SNI-5 (2002) dibahas pada tulisan ini. Tahanan lateral sambungan baut dianalisis berdasarkan teori model kelelehan yang diusulkan oleh Johansen (1949). Sambungan baut dua irisan dipilih sebagai contoh kasus. Analisis angka aman sambungan yang dirancang dengan SNI-5 (2002) juga dibandingkan dengan angka aman pada peraturan NDS (1997). Selain itu, analisis angka aman juga diteliti untuk sudut gaya sejajar dan tegak lurus serat, serta berdasarkan pada moda kelelehan sambungan. Berdasarkan hasil analisis, baik SNI-5 (2002) dan NDS (1997) menggunakan angka aman yang lebih besar pada sambungan dengan arah gaya tegak lurus terhadap serat kayu dari pada angka aman pada sambungan dengan arah gaya sejajar serat kayu. Angka aman yang lebih kecil digunakan pada kedua peraturan di atas apabila bentuk kelelehan sambungan disebabkan oleh terbentuknya sendi plastis pada baut (moda kelelehan IIIs dan IV). Walaupun demikian, secara umum angka aman yang digunakan oleh SNI-5 (2002) jauh lebih kecil dari pada angka aman yang dipergunakan oleh NDS (1997).]]>
<![CDATA[Evaluasi Kuat Tumpu Alat Sambung Baut pada Papan WPC dari Limbah Sengon dan Plastik HDPE ]]>
<![CDATA[Arnandha, Yudhi]]>;
<![CDATA[Satyarno, Iman]]>;
<![CDATA[Awaludin, Ali]]>;
<![CDATA[Fardhani, Arfiati]]>
<![CDATA[ MEDIA KOMUNIKASI TEKNIK SIPIL Volume 22, Nomor 2, DESEMBER 2016 ]]>
Publisher : <![CDATA[Department of Civil Engineering, Diponegoro University ]]>
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DOI: 10.14710/mkts.v22i2.12882
<![CDATA[Wood Plastic Composite (WPC) is wood based material that been produce by mixing sawdust as main composition and plastic polymer as bonding agent. Nowadays, WPC board already been produced in Indonesia using Sengon sawdust and recycle HDPE plastic. Sengon sawdust was used as WPC since its availability from plywood production waste, moreover HDPE plastic considered had higher strength and more rigid than PET plastic. WPC occasionally being used as non structural material, moreover from previous study about mechanical properties of WPC, it was found that WPC Sengon has high shear strength around 25 – 30 MPa. These lead that WPC Sengon had a potential used as shear wall sheathing, thus additional research need to be conducted in order to study the type of bolt and diameter of the bolt can be used for these shear wall. This study aimed to investigate the dowel bearing of bolt using full hole method based on ASTM D5764 with type and bolt diameter as specimen variation. Two types of bolt were used in this study; stainless bolt and standard bolt with diameter each of 6 mm, 8 mm, 10 mm and 12 mm. According to ANOVA, there was insignificant result between stainless bolt and standard one, but there was significant result based on diameter of the bolt. Hereafter, it can be recommended the used of 10 mm diameter of bolt for structural purpose with dowel bearing strength around 67 – 70 MPa.]]>
<![CDATA[Analisa Kekuatan Tahanan Lateral Pada Sistem Komposit LVL Kayu Sengon dan Beton Pracetak ]]>
<![CDATA[Tantisaputri, Intan Archita]]>;
<![CDATA[Awaludin, Ali]]>;
<![CDATA[Siswosukarto, Suprapto]]>
<![CDATA[ MEDIA KOMUNIKASI TEKNIK SIPIL Volume 25, Nomor 2, DESEMBER 2019 ]]>
Publisher : <![CDATA[Department of Civil Engineering, Diponegoro University ]]>
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DOI: 10.14710/mkts.v25i2.23068
<![CDATA[LVL Sengon and concrete can be used to form a composite structure of the floor system. Connections between LVL Sengon and concrete on this composite floor system are the weakest part so that a majority of structural damages are concentrated at these joints. This study discusses the lateral resistance of lag screw joints in a composite system of LVL Sengon and precast concrete. The lateral joint resistance was evaluated through quasi-static loading upon double shear test specimens having two screws at every single shear. Variation of the specimens includes precast concrete compressive strength of 20.71 MPa and 25.29 MPa, screw diameter of 6 mm length 101.6 mm and 8 mm length 101.6 mm and 127 mm, and angle of lag screw axis against the wood fiber of 60° and 90°. The result shows that lateral resistance of the test is greater than that of EYM, SNI, and EC5 predictions. Joint failure in this experiment is due to failure in wood fiber along with the occurrence of one up to two plastic hinges in the screw.]]>
<![CDATA[Moment Resistance Analysis on Various Configuration of Multiple-Bolt Timber Connection Using Beam on Elastic Foundation Theory and Rigid Plate Assumption ]]>
<![CDATA[Awaludin, Ali]]>
<![CDATA[ MEDIA KOMUNIKASI TEKNIK SIPIL Volume 13, Nomor 2, Edisi XXXII, JUNI 2005 ]]>
Publisher : <![CDATA[Department of Civil Engineering, Diponegoro University ]]>
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DOI: 10.14710/mkts.v13i2.3909
<![CDATA[Kayu merupakan bahan struktur yang masih banyak diminati, mungkin salah satunya karena nilai estetikanya yang belum dapat tergantikan. Untuk mendukung aplikasi Kayu dalam struktur yang lebih luas, maka sajian mengenai sambungan kayu perlu mendapat perhatian. Dalam paper ini disajikan hasil eksperimen mengenai momen tahanan sambungan kayu yang disambung dengan berbagai konfigurasi penyambung. Ada 4 (empat) konfigurasi sambungan yaitu 4H. 6H, 6V dan 6C. Dari hasil eksperimen, diperoleh bahwa jenis konfigurasi 6H menghasilkan momen tahanan yang paling kecil. Konfigurasi 6H ini juga mangalami kegagalan akibat geser.Kata kunci: momen tahanan, sambungan kayu, konfigurasi sambunganPermalink: http://ejournal.undip.ac.id/index.php/mkts/article/view/3909[How to cite: Awaludin, A., 2005, Moment Resistance Analysis on Various Configuration of Multiple-Bolt Timber Connection Using Beam on Elastic Foundation Theory and Rigid Plate Assumption, Jurnal Media Komunikasi Teknik Sipil, Volume 13, Nomor 2, pp. 57-62]]]>
<![CDATA[Pengaruh Variasi Penentuan Kerapatan Bambu Petung terhadap Nilai Modulus Elastisitas Dinamis ]]>
<![CDATA[Nurjanah, Nurjanah]]>;
<![CDATA[Awaludin, Ali]]>;
<![CDATA[Irawati, Inggar Septhia]]>
<![CDATA[ Jurnal Teknik Sipil Vol 15, No 1 (2018) ]]>
Publisher : <![CDATA[Program Studi Teknik Sipil Fakultas Teknik Universitas Atma Jaya Yogyakarta ]]>
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DOI: 10.24002/jts.v15i1.3151
<![CDATA[ABSTRAK: Pengujian untuk mengetahui kekuatan dari suatu material sangat penting dilakukan. Pengujian yang sering dilakukan yaitu dengan menggunakan metode statis dan dinamis untuk mencari nilai modulus elastisitas. Sedangkan untuk mengetahui nilai modulus elastisitas dinamis maka nilai kerapatan bambu harus diperhitungkan. Namun, struktur anatomi bambu yang sangat bervariasi dari bagian pangkal sampai ke bagian ujung bamboo mempersulit dalam perhitungan kerapatan bambu. Oleh karena itu, penelitian ini bertujuan untuk mengukur nilai kerapatan bamboo dengan menggunakan metode ISO dan metode Archimedes dan melihat pengaruhnya terhadap perhitungan nilai Modulus Elastisitas Dinamis bambu Petung.]]>
<![CDATA[Kajian dan Evaluasi Struktur Slab Prestressed Precast Modular Concrete ]]>
<![CDATA[Eratodi, I Gusti Lanang Bagus]]>;
<![CDATA[Awaludin, Ali]]>;
<![CDATA[Han, Ay Lie]]>;
<![CDATA[Triwiyono, Andreas]]>
<![CDATA[ MEDIA KOMUNIKASI TEKNIK SIPIL Volume 26, Nomor 1, JULI 2020 ]]>
Publisher : <![CDATA[Department of Civil Engineering, Diponegoro University ]]>
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DOI: 10.14710/mkts.v26i1.27765
<![CDATA[Prestressed precast modular concrete slabs function rigid pavement, supporting vehicle loads above it on subgrade with relatively low bearing capacity. This slab measures 2000 x 850 x 150 mm3 of regular reinforced concrete (old production) or prestressed concrete (new production) quality K-500. After several times of use, damage occurs mainly at the end of the slab in the form of spalling. The objectives of the study and evaluation were: (1) observing damage; (2) material quality data; (3) numerical modeling by taking into account material properties, loading and soil conditions; and (4) providing slab design recommendations including materials and geometrics. The method of study and evaluation of slab damage was done by observing the damage, taking concrete core-case and testing it in the laboratory, and modeling the slab structure with various parameters (soil data, concrete quality and slab geometry). Field observations and analysis results show that concrete slab spalling occurs initially at the edge (850 mm wide) which in turn causes the effectiveness of the pre-tension force to be suboptimal and finally the concrete spalling volume increases. Apart from the frequency of collisions during installation and slab deformation when supporting vehicle loads. Concrete spalling problems also due to inappropriate concrete quality.]]>
<![CDATA[Pengaruh Jarak Sekrup terhadap Kapasitas dan Perilaku Penampang Tersusun Boks (Closed Section) Baja Canai Dingin ]]>
<![CDATA[Making, Maria Yasinta Menge]]>;
<![CDATA[Awaludin, Ali]]>;
<![CDATA[Supriyadi, Bambang]]>
<![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.v26i2.31503
<![CDATA[The capacity and behaviour of cold-formed steel built-up sections are affected by the arrangement of the connections. This study aims to determine the effect of the screw spacing to the bending capacity and behaviour of the cold-formed steel built-up box section which made from lipped-channel (1.0 mm thick, 81 mm web height, 8.5 mm lip height, upper and lower wing width 38 mm and 40 mm). A total of 19 beams with a length of 1200 mm each are subjected to pure bending moments by applying two point loads spaced 600 mm in the midspan. The screw spacing variations in the moment span are 100 mm, 150 mm, 200 mm, 250 mm, 300 mm, 328 mm, and 350 mm. The test results show the average of bending capacity of the beam test is increasing with the reduction in screw spacing while the screw configuration also affects the beam capacity. Analysis of the bending capacity using the effective width method and the direct strength method based on AISI S100-16 gives very conservative results. The failure mode of the built-up box sections were observed in the form of local buckling, distortion, and lateral-torsional buckling. ]]>
<![CDATA[Perilaku Rangka Open Web Truss Joist LVL Sengon ]]>
<![CDATA[Basuki, Achmad]]>;
<![CDATA[Awaludin, Ali]]>;
<![CDATA[Suhendro, Bambang]]>;
<![CDATA[Siswosukarto, Suprapto]]>
<![CDATA[ MEDIA KOMUNIKASI TEKNIK SIPIL Volume 27, Nomor 1, JULI 2021 ]]>
Publisher : <![CDATA[Department of Civil Engineering, Diponegoro University ]]>
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DOI: 10.14710/mkts.v27i1.31916
<![CDATA[Laminated Veneer Lumber (LVL) Sengon is classified as one of the engineering products having a significant increase of both physical and mechanical properties compared with Sengon solid wood. Considering its short planting years and sustainable production, Sengon wood is very potential to be used as construction materials of low-rise houses to support the housing needs in Indonesia. Creep behaviour of LVL Sengon material is one of the mechanical properties that needs to be considered. This article evaluated value of creep factor of the open web truss joist (OWTJ) LVL Sengon test and compared this experimental creep factor with the numerical results developed by FE model taking into account the viscoelastic parameters of authors' previous study. The viscoelastic parameters were based on a 217-day creep test of compression and tension parallel to the grain of LVL Sengon at 20 % of stress level that were further modeled using Prony series creep model having n equals to 3. The reduction in the modulus of elasticity over time resulted in creep deflection and creep factor values at 217 days of testing results and FE numerical analysis of the OWTJ LVL Sengon ranging from 1.50–1.54; while the predicted creep factor at 25 years of service life is 1.57 or greater than the creep factor value provided in SNI 7973: 2013 of 1.5.]]>
<![CDATA[Lateral Load Resistance of Laminated Veneer Lumber Sengonwooden Joints with Wooden Dowels ]]>
<![CDATA[Palaeowati, Niken]]>;
<![CDATA[Awaludin, Ali]]>;
<![CDATA[Siswosukarto, Suprapto]]>
<![CDATA[ Makara Journal of Technology Vol. 18, No. 3 ]]>
Publisher : <![CDATA[UI Scholars Hub ]]>
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<![CDATA[Analytical models for wooden-doweled joints need to be developed. The objective of this research is to determine whether the strength of wooden-doweled joints can be well predicted by equations developed for steel-doweled joints. In this experiment, various connection parameters, such as dowel diameter, species of the wooden dowel, and angle of joints, are studied. The joint specimens are loaded in a quasi-static state with four replications each. A5% offset diameter method is used to determine the lateral load resistance of the tested joints, while the predictions are evaluated by equations given in Indonesian National Standard (SNI) 7973-2013 and the European Yield Model (EYM). The results show that experimental lateral resistance is greater than that of the SNI prediction and is between the EYM prediction of elastic and the plastic conditions of the wooden dowel. Lateral load resistances given by the SNI and the elastic condition EYM are around 64.53% and 78.45% of the experimental result, respectively. In contrast to steeldoweled joints, the ductility coefficient of wooden-doweled joints increases as the dowel diameter increases. This is potentially due to the axial stiffness of the wooden dowels being relatively smaller than that of the wood member. Joint failure occurs due to plastic bearing deformation in the wood member surrounding the dowel, followed by the formation of two plastic hinges in the wooden dowel.]]>
