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Zainuddin Husainy
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Agriculture, Biological Sciences & Forestry Biochemistry, Genetics & Molecular Biology Chemical Engineering, Chemistry & Bioengineering Civil Engineering, Building, Construction & Architecture Control & Systems Engineering Economics, Econometrics & Finance Industrial & Manufacturing Engineering

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Re-design of Prestress Structures Tiu Suntuk Dam Bridge Alifia Syadira Tasyah; Zainuddin Husainy; Hermansyah; Adi Mawardin
Jurnal TAMBORA Vol. 7 No. 1 (2023): EDISI 18
Publisher : Wakil Rektor 3, Direktorat Pengabdian kepada Masyarakat dan Publikasi, Universitas Teknologi Sumbawa

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.36761/jt.v7i1.2513

Abstract

The existence of bridges is very important in supporting the mobilization and movement of people from one place to another so that proper bridge planning is needed so that human movement can be carried out safely and comfortably. Tiu Suntuk Dam Bridge has a span of 25.00 m with a width of 7.00m. This prestressed bridge is the main access to the Tiu Suntuk Dam area. Therefore, this bridge must have the strength towithstand large loads due to the high intensity of vehicle mobilization through the bridge. The re-planning of the upper structure of the Tiu Suntuk Dam Bridge uses SNI 1725: 2016 for loading on bridges and RSNI T-12-2004 concrete structure planning for bridges. In the replanning of the upper structure of the Tiu Suntuk Dam Bridge, it can receive self-load loading of 22.1416 kN/m, additional dead load of4.8420 kN/m, "D" lane load of 16.20 kN/m, truck load of 112.5 kN, brake force of 162.5 kN, pedestrian load of 4.5050 kN/m, wind load of 2.4 kN/m and earthquake load of 3.2997 kN/m. Meanwhile, the maximum moment due to receiving loading is 4420.5756 kNm and the maximum shear force due to loading is 628.3648 kNm. The total loss of prestress due to several factors amounted to 19.4816% and the maximum deflection of the composite beam was 0.0327m. This deflection value isconcluded to be in a safe condition because it is not more than the allowable deflection value L/300, which is 0.0833 m.
TINJAUAN ULANG PERHITUNGAN PENULANGAN STRUKTUR BETON BERTULANG PADA GEDUNG BANK NTB SYARIAH MENGGUNAKAN METODE SNI 2847:2019 Zainuddin Husainy
Hexagon Vol 4 No 2 (2023): HEXAGON - Edisi 8
Publisher : Fakultas Teknologi Lingkungan dan Mineral - Universitas Teknologi Sumbawa

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.36761/hexagon.v4i2.3078

Abstract

Bangunan Bank NTB Syariah KCP Alas - Sumbawa merupakan bangunan gedung yang terletak di Kecamatan Alas, Kabupaten Sumbawa. Sumbawa termasuk dalam zona gempa sedang, untuk itu dilakukan perhitungan ulang struktur gedung 2 lantai Bank NTB Syariah KCP Alas - Sumbawa dengan memperhitungkan parameter gaya gempa. Perhitungan Struktur Gedung 2 Lantai Bank NTB Syariah KCP Alas - Sumbawa ini bertujuan untuk menganalisa gaya geser dasar, output gaya dalam, dan penulangan struktur bangunan gedung. Pemodelan struktur menggunakan bantuan program analisa struktur SAP2000. Dimensi struktur utama yang digunakan adalah dimensi eksisting bangunan yaitu plat dengan tebal 12 cm dan 10 cm, balok induk 25×40 cm, balok anak 20×30 cm, kolom K1 40×40 cm, K2 25×25 cm. Dari analisa stuktur lokasi gedung termasuk dalam KDS C sehingga gedung direncanakan dengan Sistem Rangka Pemikul Momen Khusus (SRPMK). Setelah dilakukan desain penulangan secara manual didapat dimensi tulangan struktur utama gedung yaitu beberapa macam tipe balok dan sloof dengan mutu beton fc’ = 25 MPa atau setara dengan K-300, di antaranya adalah balok B1-400.600, B2-250.500, B3-250.400, B4-200.300, B5-130.200, B6-200.400, B7150.200, S1-250.500, S2-200.300, S3-200.400 & S4-150.300. Plat terdapat beberapa tipe, yaitu tipe S1 t=120 mm (tulangan 2 lapis), plat type S2 t=120 mm (tulangan 1 lapis), plat type S3 t=100 mm (tulangan 2 lapis).
Co-Authors Adi Mawardin Alifia Syadira Tasyah Hermansyah