Afif, Ahmad Fatihuddin and Kurnianto, Fauzan (2015) Perencanaan Struktur Bangunan Gedung Mess Atlet – Office B Jakarta Dengan Sistem Rangka Pemikul Momen Menengah. Diploma thesis, Institut Technology Sepuluh Nopember.
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Abstract
Penyusunan tugas akhir ini akan membahas mengenai
Perencanaan Struktur Bangunan Gedung Mess Atlet – Office B
Jakarta Dengan Sistem Rangka Pemikul Momen Menengah. Pada
mulanya bangunan ini menggunakan struktur beton pada lantai 1-
4 dan struktur baja pada lantai 5 (roof floor), namun untuk
memudahkan perencanaan ulang maka bangunan diubah menjadi
struktur beton keseluruhan dengan menggunakan atap rangka baja
dengan cara menghilangkan lantai 5.
Perhitungan beban berdasarkan PPIUG 1983, sedangkan
pembebanan gempa berdasarkan SNI 03-1726-2012 dan Peta
Hazard Gempa Indonesia 2010. Beban gempa yang bekerja pada
bangunan ini menggunakan statik ekuivalen dan dengan
menggunakan SRPMM, dimana nilai R = 5. Untuk perhitungan
lainnya menggunakan peraturan yang berlaku di Indonesia.
Dari hasil perhitungan, telah diperoleh hasil dimensi
untuk struktur atap yang terdiri dari profil gording C 100.50.5.7,5;
penggantung gording Ø8 mm; ikatan angin Ø12 mm; profil kudakuda
WF 250.250.11.11; kolom pendek baja WF 250.250.11.11;
pelat landas 400 mm x 400 mm x 20 mm; untuk struktur atas
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yang terdiri dari tebal pelat lantai 120 mm; tebal pelat tangga dan
pelat bordes 150 mm; dimensi balok bordes 300 mm x 400 mm;
dimensi balok induk 400 mm x 600 mm; dimensi kolom 500 mm
x 500 mm; untuk struktur bawah yang terdiri dari dimensi sloof
400 mm x 600 mm; dimensi poer 1,8 m x 1 m x 0,4 m dengan
diameter tiang pancang 30 cm dan kedalaman 20 m.
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This final project will discuss about Structure Building
Planing of Mess Atlet – Office B, Jakarta with Intermediate
Moment Resisting Frame System (IMRF). At first, this building
used concrete structure on floor 1 – 4 (one to four) and steel
structure on the 5th floor (roof floor), but to facilitate the replanning
of the building so it is converted into concrete structure
for all stories with steel frame for roof floor by removing the 5th
floor.
The load calculation is due to Encumbering Regulation
for Building 1983 (PPIUG 1983), while the earthquake loading
based on Planning Procedures for Earthquake Resistance of
Building (SNI 03-1726-2012) and Indonesian Hazard Earthquake
Mapping 2010. The earthquake loading that works in this
building use equivalent static and Intermediate Moment Resisting
Frame System (IMRF), where the value of R = 5. For other
calculation use applicable rules in Indonesia
From the calculation, the obtained results for the
dimensions of roof structure consists of purlin profile C
100.50.5.7,5; purlin hanger Ø8 mm; wind brace Ø12 mm; profile
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WF 250.250.11.11; short steel column WF 250.250.11.11; base
plate 400 mm x 400 mm x 20 mm; for the upper structure consists
of floor slab thickness of 120 mm; thick slab stairs and the
platform 150 mm; landing beam dimensions of 300 mm x 400
mm; beam dimensions of 400 mm x 600 mm; column dimensions
of 500 mm x 500 mm; and for the bottom structure consists of tie
beam dimensions of 400 mm x 600 mm; pile cap dimensions of
1,8 m x 1m x 0,4 m with diameter piles of 30 cm and depth of 20
m.
| Item Type: | Thesis (Diploma) |
|---|---|
| Additional Information: | RSS 624.17 Afi p |
| Uncontrolled Keywords: | SRPMM, Peta Hazard, Statik ekuivalen |
| Subjects: | N Fine Arts > NA Architecture > NA6602.D6 Dormitories T Technology > TA Engineering (General). Civil engineering (General) > TA658 Structural design |
| Divisions: | Faculty of Civil Engineering and Planning > Civil Engineering > 22401-(D3) Diploma 3 |
| Depositing User: | Mr. Tondo Indra Nyata |
| Date Deposited: | 24 Apr 2019 07:41 |
| Last Modified: | 24 Apr 2019 07:41 |
| URI: | http://repository.its.ac.id/id/eprint/62841 |
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