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All Journal REKONSTRUKSI TADULAKO: Civil Engineering Journal on Research and Development
Sulendra, I.K.
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Civil Engineering, Building, Construction & Architecture Decision Sciences, Operations Research & Management Engineering Environmental Science Transportation

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Asesment Bangunan Gedung di Universitas Tadulako Palu pasca Gempa 28 September 2018 untuk Pelaksanaan Rehabilitasi dan Rekonstruksi Sulendra, I.K.
REKONSTRUKSI TADULAKO: Civil Engineering Journal on Research and Development Vol. 2 Issue 1 (March 2021)
Publisher : Civil Engineering Department, Tadulako University

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.22487/renstra.v2i1.237

Abstract

After September 28 2018 Palu strong shock (7,5 Mw) caused damages of buildings, not exceptly on Tadulako University in Palu City. Those secondary impact of earthquakes i.e: lighweight, moderate, heavy damages until collaps of buildings. Therefore those impact caused activity proccess in this campus delayed. After shock caused damages many building, assessment of those buildings are necessary. Output of assessment needed for rehabilitation and reconstruction stages. The characteristics and types of damages very important to knew to next stages i.e: built back better post of earthquake disaster. Generally methods of assessment buildings after shock i.e : Rapid Visual Screening (RPS), Semi Destructive and Rapis Analysis and Detailing Analysis include Review Design with Up to Date Standard Design. This assessment used “Quick Assessment for Non Engineered Structures” from Directorat General of Building PUPR for simple building (only one story building) and Level-1 Assessment Methods from World Bank for Engineered Structures. Those assessment verification of : 140 unit building , 69 unit and 19 unit of lighweight, moderate ang heavy damages until failure respectively. Two years after the disaster, rehabilitation and reconstruction process i.e: 160 unit of non engineered building with lightweight-moderate damage has been repaired. Then on going process build of 10 muliperpuse steel frame of two stories building, with 12 class room each buildings. For engineered building with moderate damage category, this year until next year to retroffiting of structurals elemens, this retrofit to do for anticipate the next damage earthquakes. The rehabilitation and reconstruction process until 2023 for completly build after Palu Earthquakes. Next year until 2023 priority rehabilitation and rehabilitation for retroffiting main engineered structures building i.e: rektorat, auditorium, hospital, laboratory and rechange collaping building after diasaster.
Kinerja Portal Struktur Gedung Tahan Gempa dengan Sistem Ganda Menggunakan Metode Pushover Analysis Septian, N.; Turuallo, G.; Sulendra, I.K.
REKONSTRUKSI TADULAKO: Civil Engineering Journal on Research and Development Vol. 3 Issue 1 (March 2022)
Publisher : Civil Engineering Department, Tadulako University

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.22487/renstra.v3i1.405

Abstract

Buildings damages due to earthquakes generally happen because designs of the buildings do not consider earthquake resistance aspects and do not fulfil the technical standards of earthquake resistant buildings. The structure designed in this work was a seven-storey office building, with a symmetrical design plan. The earthquake-resisting system used was dual system with special moment resisting frame (SMRF) and special shear wall for reinforced concrete. The materials used in this design were concrete with compressive strength of f 'c = 30 MPa, Plain Steel Bars Grade 24 (fy = 235 MPa), and Deformed Steel Bars Grade 40 (fy = 390 MPa). The calculation structural elements results gave: the size of main beams of 40 x 60 cm2, with reinforcement varying from 4D22 to 12D22 in the support area and from 3D22 to 5D22 in the midspan area; secondary beams with the size of 25 x 40 cm2, with reinforcement of 2D22 both in the support area and midspan area; the size of columns were 95 x 95 cm2, with reinforcement varying from 20D25 to 28D25; a 30 cm thick of shear walls reinforced with 2D22-175 mm (in x-axis) and 2D22-125 mm (in y-axis); 12 cm thick slabs reinforced with Ø12-200 mm . For the tie beams with the size of 40 x 55 cm2, had reinforcement varying from 2D22 to 4D22 in the support area and from 3D22 to 5D22 in the midspan area. Pushover analysis results in a maximum total drift  of 0,00425 which means the performance level of the structure is Immediate Occupancy
Perilaku Struktural Gable Frame Baja dengan Variasi Bentang, Jumlah Portal dan Kelas Situs pada Daerah Risiko Gempa Besar Sulendra, I.K.; Listiawaty, H.; Sutrisno, M.
REKONSTRUKSI TADULAKO: Civil Engineering Journal on Research and Development Vol. 5 Issue 2 (September 2024)
Publisher : Civil Engineering Department, Tadulako University

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.22487/renstra.v5i2.620

Abstract

Limited land area and cross-sectional of steel profiles make planners have to choose the type of structure that is effective and efficient. Variations in the type of subgrade during an earthquake will give a different response to the structure which ultimately determines the dimensions of the structural elements. This study aims to determine the behavior of gable frame structures with variations in spans, number of portals and site classes. Modeling is done with variations of portal spans of 8, 24, and 30 m. The second variation is the number of portals, namely 1, 2 and 3 portals with a span of 24 m. The 3rd variation is in the form of class sites (hard, medium and soft soil) with a span of 2x24 m. The behavior analyzed is the base shear force, roof displacement and the demand to capacity ratio of the column and rafter. The 18 m span uses the IWF profile 200x150x6x9, the 24 m span uses the 300x150x6.5x9 profile and the 30 m span uses the 350x175x9x12 profile. The ratio of demand to capacity respectively for the column structure is 0.1909; 0.2560 and 0.2494 for spans of 18, 24 and 30 m. In the variation of the number of portals, it was found that designs 1, 2 and 3 had a Demand-Capacity Ratio value of 0.687 for rafters; 0.639 and 0.638 while in the column obtained respectively 0.713; 0.873 and 0.915. The design of the number of portals 1, 2 and 3 has a maximum deviation value of 68,699; 78,364 and 82,462 mm. In terms of serviceability, it shows a larger deviation and increases its capacity in resisting bending and compression. The results of the analysis of the 3 models with variations in soil sites show that hard soil, medium soil and soft soil have base shear force values of 205,163 kN, 337,883 kN, and 269,899 kN and the maximum deviation at the top of the building is 61,981 mm, 102,079 mm, and 37,642 mm.
Co-Authors Listiawaty, H. M. Sutrisno Septian, N. Turuallo, G.