Wicaksono, Aryo Bimo (2022) Perencanaan Modifikasi Struktur Gedung Training Facility Gelora Bung Karno dengan Menggunakan Sistem Rangka Bresing Eksentrik Tipe Inverted-V Bracing di Kota Padang. Undergraduate thesis, Institut Teknologi Sepuluh Nopember.
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Abstract
Pada daerah rawan gempa, struktur baja menjadi salah satu alternatif konstruksi selain beton. Baja memiliki sifat daktail, yaitu sifat tidak getas yang membuat baja dapat berdeformasi tanpa langsung runtuh jika terkena beban gempa. Selain itu, khususnya pada struktur bangunan yang tinggi harus mampu menahan beban gravitasi dan beban lateral yang bekerja pada gedung. Oleh karena itu, perlu perencanaan sistem struktur yang mampu menahan beban gempa secara efektif dan tidak mudah runtuh. Salah satu solusinya dengan merencanakan gedung memakai Sistem Rangka Bresing Eksentrik.
Sistem Rangka Bresing Eksentrik (SRBE) merupakan sistem yang menggabungkan keunggulan antara Sistem Rangka Pemikul Momen dari segi daktilitas, dan Sistem Rangka Bresing Konsentris dalam segi kekakuan. Pada SRBE, terdapat komponen struktur berupa link berupa balok pendek yang terletak diantara balok dan bresing. Elemen link didesain sebagai pendisipasi energi gempa ketika struktur mengalami beban lateral. Deformasi inelatis direncanakan terbatas pada elemen link saja, sehingga apabila terjadi beban lateral yang parah, yang mengalami keruntuhan terlebih dahulu adalah link. Untuk elemen struktur lainnya, seperti balok, kolom, dan bresing direncanakan agar tetap elastis.
Pada tugas akhir ini, bangunan yang dimodifikasi dengan SRBE adalah Gedung Training Facility Gelora Bung Karno (GBK) dengan total 9 lantai, termasuk lantai atap dengan ketinggian 32 meter dan puncak atap GOR tingginya 48 meter dari permukaan tanah. Pemodifikasian dengan mengubah sistem struktur dari beton bertulang menjadi struktur baja komposit SRBE. Selain itu, jumlah lantai ditambah menjadi 25 lantai, menambah bresing tipe Inverted-V Bracing, dan akan dimodelkan pada Kota Padang yang merupakan wilayah dengan zona gempa tinggi.
Dalam perhitungan tugas akhir ini, digunakan referensi peraturan berupa SNI 1729:2020 sebagai acuan dalam perencanaan bangunan gedung baja struktural, SNI 1726:2019 sebagai acuan dalam perencanaan ketahanan gempa untuk rumah dan gedung, SNI 2847:2019 sebagai acuan persyaratan beton struktural untuk bangunan gedung, serta SNI 1727:2020 dan PPIUG 1983 sebagai acuan dalam penentuan pembebanan desain dalam gedung. Nantinya, analisis struktur terhadap seismik akan ditinjau dengan menggunakan program bantu ETABS 2016.
Hasil modifikasi yang telah dilakukan berupa: Pelat Atap untuk lantai atap, lantai penginapan, lantai perkantoran, dan lantai perhotelan setebal 9 cm. Dimensi balok induk komposit baik arah memanjang maupun melintang, untuk lantai atap menggunakan balok WF 500.200.10.16, lantai penginapan menggunakan WF 600.200.12.20, lantai perkantoran menggunakan WF 600.300.12.17, dan lantai lapangan menggunakan WF 600.300.12.20. Kolom komposit menggunakan tipe kolom baja terisi beton (CFT HSS) dengan dimensi terbesar 1000.1000.40 dan beberapa variasi ukuran lainnya dengan ukuean 900.900.40; 800.800.30; and 700.700.30 yang dipasang berdasar ketinggiannya. Pada arah X, dipasang balok link ukuran WF 800.300.14.22 dengan link jenis geser sepanjang 200 cm dan bresing WF 300.300.11.17. Sedangkan pada arah Y, dipasang balok link ukuran WF 800.300.16.30 dengan link jenis geser sepanjang 180 cm dan bresing WF 350.350.12.19. Pondasi menggunakan jenis pondasi grup tiang pancang dengan diameter 60 cm dan kedalaman 20 m. Dimensi pile cap bervariasi, antara 300.480.120 cm; 480.480.120 cm; 480.660.120 cm; dan 660.660.120 cm. Demikian juga untuk kolom pedestal dipasang dengan ukuran 140.140 cm dan dimensi sloof adalah 45.60 cm.
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In earthquake-prone areas, steel structures are an alternative construction besides concrete structures. Steel has ductile ability, which are non-brittle properties that allow steel to deform without collapsing immediately when exposed to earthquake loads. In addition, especially in tall building structures, it must be able to withstand gravity loads and lateral loads acting on the building. Therefore, it is necessary to plan a structural system that is able to withstand seismic loads effectively and does not collapse easily. One solution is to plan a building using an Eccentrically Braced Frame System.
The Eccentrically Braced Frame (EBF) System is a system which combines the advantages of the Moment Resisting Frame System in terms of ductility, and the Concentrically Braced Frame System in terms of rigidity. In EBF, there is a structural component named link in the form of a short beam that lies between the beam and the bracings. The link element is designed to dissipate earthquake energy when the structure experiences lateral loads. Inelastic deformation is planned to be limited to link elements only, so that if there is a severe lateral load, the first thing to collapse is the link. For other structural elements, such as beams, columns and braces are planned to remain elastic.
In this final project, the building modified with the EBF is the Gelora Bung Karno (GBK) Training Facility Building with a total of 9 floors, including the roof floor with a height of 32 meters and the top of the GOR roof with a height of 48 meters from the ground. Modification by changing the structural system from reinforced concrete to composite EBF steel structure. In addition, the number of floors added to 25 floors, adding Inverted-V bracing type braces, and will be modeled on the city of Padang which is an area with a high seismic zone.
In the calculation of this final project, Building code that become the reference are used in the form of SNI 1729:2020 as a reference in steel structure planning, SNI 1726:2019 as a reference in seismic resistance planning for houses and buildings, SNI 2847:2019 as a reference for planning procedures of concrete structures for buildings, as well as SNI 1727:2020 and PPIUG 1983 as a reference in determining the loading in buildings. Later, the structural analysis of the seismic will be reviewed using the ETABS 2016.
The modification that had be done in this building are: 9 cms of floor deck in roof, hotels, offices, and hall floor. In composite primary beams uses WF 500.200.10.16 for rooftop, WF 600.200.12.20 for hotel floor, WF 600.300.12.17 for office floor, and WF 600.300.12.20 for hall floor. Those beams are applicated in X-axis direction as well as in Y-axis direction. Composite columns are using Concrete Filled Steel Tube (CFT HSS) with the largest size of 1000.1000.40 and some variants in sizes of 900.900.40; 800.800.30; and 700.700.30 which are installed based on their elevation . In the X-axis direction, a link beam of size WF 800.300.14.22 is installed with a shear type link of 200 cm length and braces WF 300.300.11.17. While in the Y direction, a link beam with a size of WF 800.300.16.30 is installed with a shear link type of 180 cm length and braces WF 350.350.12.19. The foundation uses the type of pile group foundation with diameter of 60 cm and attached in depth of 20 m. Pile cap dimensions are varies between 300.480.120 cm; 480.480.120 cm; 480.660.120 cm; and 660.660.120 cm. Otherwise, the pedestal column is installed with a size of 140.140 cm and the sloof dimensions are 45.60 cm.
Keywords: Steel Structures, Eccentrically Braced Frame System, Seismic, Link
| Item Type: | Thesis (Undergraduate) |
|---|---|
| Uncontrolled Keywords: | Struktur Baja, Sistem Rangka Bresing Eksentrik, Gempa, Link, Steel Structures, Eccentrically Braced Frame System, Seismic, Link |
| Subjects: | T Technology > TA Engineering (General). Civil engineering (General) > TA645 Structural analysis (Engineering) T Technology > TA Engineering (General). Civil engineering (General) > TA656.2 Buckling T Technology > TA Engineering (General). Civil engineering (General) > TA658 Structural design T Technology > TA Engineering (General). Civil engineering (General) > TA660.F7 Structural frames. T Technology > TH Building construction > TH1095 Earthquakes and building |
| Divisions: | Faculty of Civil, Planning, and Geo Engineering (CIVPLAN) > Civil Engineering > 22201-(S1) Undergraduate Thesis |
| Depositing User: | Aryo Bimo Wicaksono |
| Date Deposited: | 08 Feb 2022 08:04 |
| Last Modified: | 08 Feb 2022 08:04 |
| URI: | http://repository.its.ac.id/id/eprint/92922 |
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