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ITS » Undergraduate Theses » Teknik Sipil
Posted by anis at 23/12/2008 17:05:20  •  4386 Views


MODIFIKASI PERENCANAAN STRUKTUR JEMBATAN MALO - KALITIDU DENGAN BUSUR RANGKA UNTUK BENTANG 189 M BERDASARKAN BMS 1992 DAN AISC - LRFD

DESIGN MODIFICATION OF MALO KALITIDU BRIDGE STRUCTURE BY USING THE BOW CONSTRUCTION TO UNFOLD 189 M BASED ON BMS 1992 AND AISC LRFD

Author :
Adi Gunita 




ABSTRAK

Dalam tugas akhir ini berisikan analisa perhitungan dari perencanaan jembatan busur rangka dengan desain lantai kendaraan berada di bawah. Perencanaan ini dimulai dengan penjelasan mengenai latar belakang pemilihan tipe jembatan perumusan tujuan perencanaan hingga lingkup pembahasan dan diikuti dengan dasar dasar perencanaan dimana analisa didasarkan pada peraturan BMS 1992 dan AISC LRFD. Dari data awal yang ada jembatan didesain langsung dengan mengambil bentang 189312 m dan lebar lajur kendaraan 79 m. Dan dilakukan preliminary desain dengan menentukan dimensi dimensi jembatan menggunakan bahan baja. Tahap awal perencanaan adalah perhitungan lantai kendaraan dan trotoar. Lantai kendaraan direncanakan sebagai balok komposit sedangkan untuk perkerasan digunakan lapisan aspal dengan tebal 5 cm. Kemudian dilanjutkan dengan perencanaan gelagar memanjang dan melintang sekaligus perhitungan shear connector. Memasuki tahap konstruksi pemikul utama dilakukan perhitungan beban beban yang bekerja kemudian dianalisa dengan menggunakan program SAP 2000. Setelah didapatkan gaya gaya dalam yang bekerja dilakukan perhitungan kontrol tegangan dan perhitungan sambungan. Bersamaan dilakukan perhitungan konstruksi pemikul utama juga dilakukan perhitungan konstruksi sekunder yang meliputi ikatan angin atas bawah dan portal akhir. Kemudian memasuki tahap akhir dari perencanaan struktur atas dilakukan perhitungan dimensi perletakan. Setelah selesai analisa dari struktur atas jembatan dilakukan analisa perencanaan struktur bawah jembatan abutment. Dari data tanah yang ada substructure jembatan tersebut menggunakan pondasi tiang pancang dengan kedalaman untuk abutment BH-1 dan abutment BH-3 masing masing 12 m dan 19 m. Dari analisa data tanah yang ada maka dipilih pondasi dalam karena lapisan tanah yang kompeten untuk menerima beban adalah di atas 10 m juga dilihat dari besar beban dan daya dukung tanahnya berdasarkan metode Luciano de Court. Setelah dimensi abutment dan penulangan selesai dilanjutkan dengan kontrol stabilitas abutment overtuning geser daya dukung sliding dan kontrol terhadap geser poer. Dan pada tahap akhir perencanaan dilakukan kontrol kekuatan bahan tiang terhadap pengaruh gaya aksial gaya lateral gaya momen dan defleksi.


ABSTRACT

In this final duty comprise the calculation analysis from alternative of planning of arch bridge construct by design dance the vehicle of below. This planning is started with the clarification of concerning background of election of bridge type formulation of planning target till solution scope and followed of planning base where analysis relied on regulation BMS 1992 and AISC LRFD. From data of early existing direct bridge is designed by taking to unfold 189312 m and wide of vehicle column are 79 m. After it is conducted by preliminary design with determining bridge dimension use the steel substance. Early stage of planning is calculation dance the vehicle and pavement. Dance of the vehicle is planned as composite beam while for the ossifying of used a asphalt covering thickly 5 cm. And then conducted by a athward and long beam planning at one blow calculation of shear connector. Entering especial taker construction phase done by of laboring burden calculation then analysed by using program SAP 2000. After got reactions conducted calculation control the tension and extension calculation. At the same time conducted a especial taker construction calculation and also conducted calculation of construction sekunder covering wind tying for wind tying of under and end frame. Later to enter the phase of is end of upper structure planning conducted by calculation of placement dimension. After finishing analysis from upper structure bridge conducted by analysis of substructure planning abutment. From existing land the substructure bridge use the pilling foundation with the deepness for the abutment of BH-1 and abutment BH-3 are 12 m and 19 m. From the ground data analysis is hence selected by the pilling foundation because geology which competence to accept the burden is above 10 m is also seen from big of burden and energy support its land pursuant to method of Luciano de Court. After finishing dimension of abutment and restating have been continued with the control of stability abutment overtuning shift the energy support the sliding and control to shifting pons. And the final phase of planning done by control of substance strength pillar to influence of aksial burden lateral burden burden of moment and deflection.



KeywordsJembatan Busur Rangka ; Baja ; Abutment
 
Subject:  Jembatan ; Arsitektur -- Desain dan perencanaan
Contributor
  1. Ir. DJOKO IRAWAN, MS.
Date Create: 23/12/2008
Type: Text
Format: pdf.
Language: Indonesian
Identifier: ITS-Undergraduate-3100008031258
Collection ID: 3100008031258
Call Number: RSS 624.22 Adi m


Source
Undergraduate Theses, DEPARTMENT OF CIVIL ENGINEERING RSS 624.22 Adi m, 2008

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