Studi ini bertujuan untuk mengevaluasi desain struktur tower beserta pondasinya dan merencanakan Gedung Jurusan Teknik Sipil Politeknik Negeri Bandung. Jenis tower yang digunakan yaitu jenis Rooftop Self Supporting Tower (SST), pada kategori topografi 1, kelas struktur 1 dan kategori exposure B, kecepatan angin minimum 50 mph, asesori tower berupa tiga antena microwave diameter 0.6 meter . Perhitungan tower dilakukan berdasarkan Telecommunications Industry Association (TIA-222-G) Addendum 1. Angkur kaki tower ke balok menggunakan headed anchorbolt ASTM F 1554 Grade 60 ksi High Strength Low Alloy Anchor Bolt dan dianalisa berdasarkan American Concrete Institute (ACI) 318-05 Appendix D. Analisa las berdasarkan American Welding Society (AWS)–Welding Handbook Chapter 4. Gedung dirancang terdiri dari tiga lantai pada keadaan tanah keras, zona gempa 4 dengan ketentuan Sistem Rangka Pemikul Momen Menengah (SRPMM). Gedung dirancang berdasarkan SNI-03-2847-2002 dan SNI-03-1726-2002. Struktur tower dianalisa menggunakan perangkat lunak Ms.Tower V.6. Struktur gedung yang dirancang adalah struktur atas beton bertulang yaitu struktur balok, kolom dan pelat menggunakan perankat lunak ETABS 9.70. Dengan adanya penambahan beban tower, maka diperoleh dimensi balok yaitu 300x600 mm dengan tulangan atas dan bawah dari lantai 1-3 yaitu (2D19, 4D19), (2D19, 4D19), (2D19, 8D19), dan dimensi kolom dari lantai satu sampai dengan lantai tiga berturut-turut yaitu, 800x800 mm dengan tulangan 12D28; 600x600 mm dengan tulangan 12D22; 400x400 mm dengan tulangan 12D16. Tebal plat lantai yaitu 12 cm yang terdiri dari dua tipe yaitu plat dua arah (lentur D10-100, susut D8-125), dan plat satu arah (lentur D10-50, susut D8-125). Angkur IWF ke balok menggunakan 4 angkur D16.550 mm dan las fillet 8 mm E6013 sepanjang perimeter IWF yang menumpu pada baseplat 300.600.15 mm. Posisi ideal tower berada pada as 3-C dari koordinat 0,0 yaitu 7,25 m dan 8,15 m, dengan simpangan antar lantai sebesar 1,283mm dan 0.931 mm yang harus lebih kecil dari angka kinerja batas layan dan ultimit. Kata Kunci: Perencanaan Ulang, Simpangan antar lantai, Rooftop Tower.

The purpose of this study is to design a 3 storeys civil engineering administration building of Bandung State Polytechnic with rooftop telecommunication tower mounted on the rooftop. The types of tower that used in this study is Rooftop Self Supporting Tower (SST) which has properties of topographic category 1, structure class 1, exposure category B, wind velocity around 50 mph, mounted accessories (3 microwave Dia. 0.6 m). The calculation of wind load and accessories weight were performed by using Telecommunications Industry Association (TIA-222-G) Addendum 1 design code. Anchoring system from tower footing to beam used headed anchorbolt ASTM F 1554 Grade 60 ksi High Strength Low Alloy. Anchor bolt strength analyzation was conducted by using American Concrete Institute (ACI) 318-05 Appendix D design code. In addition, welding strength estimation was calculated by referring to American Welding Society (AWS) – Welding Handbook Chapter 4 design code. The main structure under this tower is a 3 storeys building located in hard soil, seismic region 4, and designed by Moderate Moment Resisting Frame (MMRF). This building designed by using SNI-03-2847-2002, and SNI-03-1726-2002 Indonesian National Standard Code for Earthquake Resistant Structure. Structural member of tower were analyzed by using Ms. Tower v.6. Upper structural elements of the building such as beam, column, and slab reinforcement are designed by using ETABS 9.7. All in all, concrete reinforcement of structural elements such as column, beam, and slab. The dimension of beams are similar from 1st to 3rd story, 300x600 mm with top and bottom reinforcement from 1st to 3rd of (2D19, 4D19), (2D19, 4D19), (2D19, 8D19). The dimension of columns from 1st to 3rd story are, 800x800 mm with reinforcement of 12D28 (longitudinal) ф10-100 (tranverse); 600x600 mm with reinforcement of 12D22 (longitudinal) ф10-125 (tranverse); 400x400 mm with reinforcement of 12D16 (longitudinal) ф10-125 (tranverse). The slabs are 12 mm depth and consisted of one way and two way slab regarding to their behavior. The reinforcement of one way slab is (flexural : D10-100, Temp & Shrinkage D8-125), and for two way slab (flexural : D10-50, Temp & Shrinkage D8-125). The anchoring system from IWF to beam used 4 D16.550 mm with fillet weld 8 mm thick (E6013). The ideal position of tower is located in 3-C axis from 0,0 coordinate is 7,25 m dan 8,15 m, which has the story drift about X-axis and Y-axis of 1,283mm and 0,931 mm shall not exceed from service ability and ultimate limit. Keywords: Redesign, Story drift, Rooftop Tower Position.

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