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INDONESIA
JURNAL KARYA TEKNIK SIPIL
Published by Universitas Diponegoro
ISSN : -     EISSN : -     DOI : -
Core Subject : Engineering,
Civil Engineering, Building, Construction & Architecture
Arjuna Subject : -
Articles 592 Documents
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PERENCANAAN NORMALISASI SUNGAI BERINGIN DI KOTA SEMARANG Putra, Dimaz Pradana; Suharyanto, Suharyanto; Nugroho, Hari
Jurnal Karya Teknik Sipil Volume 3, Nomor 4, Tahun 2014
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Reduced green open areas and forests in upstream of Beringin watershed areas is affect the run-off, so it is possible resulting in increased surface run-off, decreased time of concentration, and at the same time a decrease in groundwater recharge. Thus the flow in the rainy season will tend to rise and discharge will decrease in the dry season. Comparison of river's Qmax (usually in the rainy season) and Qmin (in the dry season) is very large. The greater the ratio of river's Qmax to Qmin, indicating the further degradation of the watershed. Upstream areas in the South is quite hilly with steep slopes, with a height of 12.5 m to 250 m. The issue of Beringin River originated from land use change in the uplands, especially on open land (forest, shrubs, and farm or agricultural) into housing and settlement, causing flooding in the watershed  Beringin. To calculate the average maximum rainfall-average using Thiessen polygon method with three rainfall stations that affect which is the Mijen, Tugu, and Mangkang Waduk. Rainfall data were used from 2003 till 2012, while the flood discharge plans taken from the calculation method of HSS Gama I  with a return period of 10 years at 180.59 m3/s. Normalization is planned in the main river along the 7.18 km, from the estuary (STA 0) to the arround Mangkang regency (STA 23). Varying the width of the river is 14 m of STA 0 to STA 8, 12 m of STA 9 to STA 19, and 10 m of STA 20 to STA 23 with the same slope at 1: 1.5. This cross section plan has previously been simulated with HEC-RAS 3.1.3 program and the results was they were able to accommodate discharge plan that occurs. Safety height of 0.6 m was added in each cross section above the water level of the river. Revetments also added to the bend of the river in STA 22-23 with a length of 200 m and a height of 4m. This project implementation is scheduled for 28 weeks with a budget plan of of Rp 16,881,359,000.00.
PERENCANAAN STRUKTUR APARTEMEN WHITE PEARL SEMARANG David Mulyawan Prayogo; Dea Nika Alvianti; Nuroji Nuroji; Himawan Indarto
Jurnal Karya Teknik Sipil Volume 2, Nomor 4, Tahun 2013
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Structural analysis calculations of White Pearl apartment buildings against earthquake load refers to Earthquake Resilience Planning Procedures for Building Structures and Non-Building (SNI 1726-2012), where the analysis of the seismic load high-rise building structures made with Spectrum Analysis Method Dynamic Response. White Pearl apartment building belonging to the Seismic Design Criteria for Type D with high seismic risk level, so the building frame structure configuration bearers that used is Special Moment Frame System (SRPMK). SRPMK system is designed so that the building does not collapse or collapse during an earthquake in excess of the earthquake that has been designed, therefore SRPMK models are designed in order to qualify strong columns weak beams. System with method strong column weak beam does not mean in the literal sense, but rather a column designed to hold the beam at the beam having plastic hinge. At SRPMK models are designed so that plastic joints located at a certain point. Joint at the beam-column relations should also be designed properly to avoid collapse first. This Apartment has a asymmetrical shape, so when there was an earthquake the building will undergo rotational that is caused by the center of stiffness and the center of mass is not located in one spot, so it needs dilatation so that the center of mass and the center of stiffness to coincide. This apartment building has a slim shape, therefore necessary to check the drift story in order to the floor shake is not too big.
ANALISIS KINERJA RUAS-RUAS JALAN LINGKUNGAN DENGAN MODEL PEMBEBANAN LALU LINTAS MENGGUNAKAN EMME 3.4.1 (STUDI KASUS : KABUPATEN SUKAMARA, KALIMANTAN TENGAH) Syahidan, Ahmad Harisb januar; Maulana, Reza; Riyanto, Bambang
Jurnal Karya Teknik Sipil Volume 5, Nomor 3, Tahun 2016
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Kabupaten Sukamara is a currently growing Kabupaten, especially Kecamatan Balai Riam and Kecamatan Permata Kecubung, but the location is difficult to reach and can be said isolated. One of the aspect that can improve and develop Kabupaten Sukamara is transportation, because the transportation facilities and infrastructure that exist currently is very low in Kabupaten Sukamara, in this case, especially the road which connects the villages because the lack of road development as a rural access. The methodology used for analyze the performance of the road is by calculate the number of trip generation based on the population of study area based on method developed by the Ministry of Public Works for planning transportation of urban road which belong to the small town category. The next step is to analyze the amount of trip that generates Origin Destination Matrice (OD) by using Double Constrain Gravity method (DCGR), assign OD matrice to the road network by using EMME 3.4.1 and calculate the road capacity,then calculate and analyze volume capacity ratio (VCR) based on the assignment result and the road capacity calculation. By determining the 20 year plan, the prediction of trip generation of Kabupaten Sukamara is 235.023 people/day. Based on OD matrice, can be known that the closer the distance trip, the greater the trip that occur and vice versa. From the calculation, the capacity of the collector road is 1.197 smp/hour, local road is 856 smp/hour and small road is 838 smp/hour. From the assignment result, the largest trip volume is 314 smp/hour and the smallest is 1 smp/hour, so the largest VCR value is 0,279 which means VCR < 0,8 for every road that connects the villages. Therefore, the performance condition of the entire road that connects the villages can be concluded stable/safe.
EVALUASI DAN PERENCANAAN KEMBALI BENDUNG SAPON Fajar Nugroho Utomo; Dyah Wahyu Apriani; Sri Eko Wahyuni; Siti Hardiyati
Jurnal Karya Teknik Sipil Volume 2, Nomor 2, Tahun 2013
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Sapon weir, which located at Kulon Progo, Yogyakarta, is a hydraulic structure that its water supply is from Progo river. Sapon weir are used to flow through ± 1850 ha rice field area, from ± 2250 ha before at 2,3 m3/sec, and to fulfill the water needs in 4 sub districts at 0,2 m3/sec. The increasing function of Sapon weir from only covering the irrigation needs, to fulfilling the water needs it is the implementation of the regulation no 8 year 2005 about water resources. The analysis of flood design using Haspers Metod, FSR Jawa-Sumatera, HSS Nakayasu, HSS Gama 1 with flood design comparation from Pasing Capacity Metod that has 1123,96 m3/sec of flood discharge in hundred year periode (Q100). The design of Sapon weir consists of main dam, complement buildings and requirement water supply pump for 1383,97 m3/sec of flood discharge hundred years period. The differences of weir design change the weir dimensions and the complement buildings.
PERENCANAAN JEMBATAN SLAB ON PILE PADA PROYEK JALAN TOL BALIKPAPAN SAMARINDA (KM. 13 BALIKPAPAN – KM. 38 SAMBOJA) SEGMEN 1 Intan Denada Putri; Teguh Setyo Purwanto; Himawan Indarto; Muhrozi Muhrozi
Jurnal Karya Teknik Sipil Volume 7, Nomor 1, Tahun 2018
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Metode slab on pile menjadi salah satu solusi yang cukup efektif yang digunakan untuk pemecahan masalah, seperti penggunaan design  slab on pile pada  struktur jembatan pada Proyek Jalan Tol Balikpapan Samarinda (Km. 13 Balikpapan – Km. 38 Sombaja) segmen 1. Penggunaan desain slab on pile ini dikarenakan tanah di sekitar proyek yang mudah mengalami kelongsoran yang akan berakibat fatal terhadap konstruksi jembatan. Oleh karena itu selain mengunakan design slab on pile, desain jembatan ini  juga dibagi menjadi segmen-segmen untuk menghindari kerusakan yang menyeluruh pada tubuh jembatan ketika terjadi longsoran dan kemungkinan kerususakan akibat terjadimya gempa.  Analisis awal dengan bantuan software SAP2000 untuk mengetahui gaya dalam yang terjadi pada struktur jembatan dan perilaku struktur terhadap beban gempa yang terjadi. Untuk sistem pondasi yang digunakan pada jembatan  slab on pile ini adalah tiang pancang dengan tumpuan spring dimana fungsi dari tumpuan spring mewakili sifat dari tanah.  Perencanaan jembatan slab on pile ini menggunakan peraturan-peraturan SNI terbaru khusus untuk jembatan. Dalam tugas akhir ini juga menganalisis kestabilan tanah disekitar lokasi proyek jembatan  slab on pile yang ditunjukkan dengan angka keamanan FS dengan bantuan data N-SPT hasil dari  test boring di beberapa lokasi proyek jembatan  slab on pile. Analisis kestabilan tanah mengambil satu lokasi yaitu di STA 3+875 yang mana merupakan salah satu lokasi yang rawan longsor sedangkan analisisnya sendiri menggunakan bantuan software PLAXIS 8.2.
PERENCANAAN CHECK DAM GALEH KABUPATEN TEMANGGUNG Nugroho, Andin Cipto; Mudhofar, Hasan; Sangkawati, Sri; Kurniani, Dwi
Jurnal Karya Teknik Sipil Volume 4, Nomor 4, Tahun 2015
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Galeh river is one of rivers which are on the slopes sindoro ( 3153 mdpl ). Galeh river in length a major river more or less 18,3 km with broad das 41,05 km². The distance landscapes of the river galeh is ± 35 m, and slope the river that is 12,35 %. With a baseline a river that relatively precipitous, so the flow of high speed would be easy gradually crushed, especially on the basis, the river wall, who has resulted in the erosion and sedimentation. To reduce the potential this danger, attempts to prevention of building construction control sediment (Check Dam). From the data hydrology in the form of rainfall daily, DAS map, topographical maps and map geometry the discharge flood get the target 283,044 m3/seconds. Data hydrological and reference is to be cultivated as the basis for planning main dam, sub dam, apron, and support buildings other, obtained the results of the total in the form of high Main Dam 3,55 meters as much as, high total Sub Dam 2.2 meters, long an apron of about 20 m and volume tampungan 5.478,27 m³ as much as, with a total cost amounting to Rp 2.362.300.000,-. Check Dam development will be more optimal if accompanied by a system of the observance of which either by other relevant offices prosentase it is expected that the affected areas the flow of sedimentation can be reduced significantly..
PERENCANAAN JEMBATAN “BERDIKARI” KALI GARANG Deskhi Ardiono; Muhammad Kahfi Fattahillah; Sri Prabandiyani Retno Wardani; Suharyanto Suharyanto
Jurnal Karya Teknik Sipil Volume 2, Nomor 3, Tahun 2013
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

This final project consists of redesign of Berdikari-Kali Garang Bridge by using Prestressed Box Girder Concrete. The construction method that is used in this project is segmental box girder. And for the prestressed system, the type of cantilever is based on the consideration of the length of this bridge which has 240 meters length, and is devided into 3 quarters, which are : 60 m + 120 m + 60 m. The design of this bridge begins with the explaination of the background for the choice of the bridge type, the purpose for this study is followed with the fundamental of design, which is analyzed is based on the BMS ’92. from the original data, the preliminary design is done by determining the main dimension of the bridge. In the initial phase, the design of load analyzed are used. Load analyze are self weight, dead load, additional weight, traffic load, and time analyze because of creep, and loss of prestressed. From the analyze, than did the allowable stress control. After, did the box reinforcement calculation, allowable deflection, shear calculation, strength and stability calculation which are crack moment control, limit moment, divided force, and torque. At the end of design stage is did the support design. Upon completion stage box, then do the structural design under the initial step to determine cross-sectional dimensions of the pillars and abutments plan which will be calculated ultimate load that will be used to analyze the strength of pillars and abutments. Recent stages of planning the foundation pillars and abutments. The end result of this planning and cross section shape. Where that will be calculated from the price of the building to be used.
PERENCANAAN BOX CULVERT DAN PINTU AIR TAMBAHAN PADA PINTU AIR MANGGARAI, JAKARTA SELATAN Burhani, Yasser; Januwisesa, Yeckastoro; Prabandiyani, Sri; Muhrozi, Muhrozi
Jurnal Karya Teknik Sipil Volume 6 ,Nomor 1, Tahun 2017
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Banjir merupakan permasalahan yang sering dihadapi oleh masyarakat Jakarta. Lahan-lahan yang telah banyak berubah fungsi menyebabkan penyerapan air berkurang. Banjir yang sering terjadi di Pintu Air Manggarai, dikarenakan kondisi saluran tersebut sudah tidak memungkinkan menampung air hujan dengan intensitas tinggi. Dengan kondisi tersebut, pemerintah kota Jakarta mengatasi masalah banjir yang terjadi di Jakarta dengan merealisasikan program normalisasi Sungai Ciliwung berupa penambahan pintu air Manggarai. Perencanaan Pintu Air Tambahan pada pintu air Manggarai menggunakan data curah hujan 10 tahun terakhir, data tanah, dan peta topografi Kota Jakarta. Perhitungan debit banjir rencana dengan periode ulang 25 tahun (Q25) sebesar 495 m3/det. Berdasarkan perhitungan debit baru untuk saluran tambahan dikurangi dengan debit banjir saluran lama didapatkan hasil 195 m3/det. Saluran Tambahan pada pintu air Manggarai menggunakan saluran tipe box culvert. Perhitungan struktur box culvert ini menggunakan software SAP 2000 untuk menentukan ukuran tulangan yang digunakan. Dari hasil perhitungan didapatkan dimensi box culvert tinggi 10 m, lebar 8,6 m dan tinggi jagaan 1 m. Pintu air dengan tinggi pintu 7 m dan lebar pintu 7 m. Pembangunan konstruksi Pintu Air Tambahan Manggarai memerlukan waktu 46 minggu dengan total anggaran sebesar Rp 28.182.870.000 (dua puluh delapan milyar seratus delapan puluh dua juta delapan ratus tujuh puluh ribu rupiah).
PERENCANAAN BENDUNG PROGOPISTAN DI KABUPATEN TEMANGGUNG, JAWA TENGAH Herdi Janitra; Irzal Lathanza; Suharyanto Suharyanto; Hary Budieny
Jurnal Karya Teknik Sipil Volume 3, Nomor 1, Tahun 2014
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Progopistan Weir is fix weir for irrigation necessary, it had built on Progo River, with area flow of river is 70,116 km2, it is location on Gemawang District, Temanggung Residency in Central Java special territory. Progo River watershed in the region especially those in Gemawang District, Kandangan district, Kaloran District, Kedu District, Temanggung Residency in Central Java there is still rain-fed agriculture. In its development, the availability of irrigation water to irrigate the area is considered very less, so that people suggested that services can be improved through the development of irrigation dam which can reach all areas. Before the dam was first planned analysis so unknown flood discharge for the return period of 50 years was 234.64 m3, and Debit retrieval of 2.42 m3/second. Progopistan weir will design with specific, such as ogee summit 6,3 m tall, USBR type III for Stilling Basin and also completed with sand trap. Canal for slice, gate for intake and slice and Retaining walls. Progopistan weir spend of fund around Rp. 6,9 billion and time schedule for construction around 196 working days.
EVALUASI SIMPANG TERDAMPAK SISTEM SATU ARAH JALAN IMAM BONJOL SELATAN, JALAN PIERRE TENDEAN, DAN JALAN PEMUDA SEMARANG Dwie Leonita Aulia; Nandana Shabila Hatta Rabbi; Epf.Eko yulipriyono; Djiko Purwanto
Jurnal Karya Teknik Sipil Volume 7, Nomor 2, Tahun 2018
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

ABSTRAKPemerintah Kota Semarang sedang mencanangkan Kota Semarang sebagai kota tujuan wisata. Berbagai pembangunan dan perbaikan fasilitas penunjang program ini juga sedang dilakukan, salah satunya adalah sistem transportasi yang memadai. Terkait dengan kondisi kepadatan lalu lintas dan pertumbuhan ruas jalan yang tidak mampu memfasilitasi pertumbuhan jumlah kendaraan di Kota Semarang, maka Dinas Perhubungan Kota Semarang memberlakukan manajemen lalu lintas sistem satu arah (SSA) yang berlaku efektif mulai Februari 2017 pada beberapa ruas jalan, diantaranya: 1. Jl. Pemuda, satu arah dari depan Paragon Mall hingga Tugu Muda. 2. Jl Imam Bonjol, satu arah dari Tugu Muda hingga simpang Indraprasta/Pierre Tendean. 3. Jl. Pierre Tendean satu arah dari simpang Imam Bonjol/Indraprasta hingga Jl. Pemuda. Tujuan dari penelitian ini adalah untuk mengevaluasi kinerja lalu lintas pada saat ini (kondisi SSA eksisting) di ruas jalan dan simpang-simpang yang terkait apakah lebih baik dibanding kondisi sebelum SSA, mengoptimasikan waktu siklus simpang terkait pada kondisi SSA eksisting untuk memberikan hasil kinerja yang lebih baik, membuat skenario alternatif lain dari kondisi SSA untuk dibandingkan kinerjanya dengan kondisi ssat ini (SSA eksisting). Metode yang digunakan yaitu didahului dengan melakukan kajian pustaka dan survei pendahuluan yang kemudian dilanjutkan dengan pengumpulan data dengan cara traffic counting, observasi, dan pengukuran terkait. Sedangkan untuk data pada kondisi sebelum SSA didapatkan melalui sumber yaitu studi-studi terdahulu. Hasil analisis ruas jalan dan simpang pada kondisi SSA eksisting masih tergolong baik, namun masih terdapat beberapa ruas jalan dan pendekat pada simpang yang memiliki nilai derajat kejenuhan > 0,75. Solusi perbaikan kinerja yang diberikan adalah optimasi waktu siklus dan fase sinyal, dan skenario perubahan pergerakan arus menjadi berlawanan dengan kondisi SSA eksisting. Pada skenario dibuat dua buah kondisi yaitu skenario optimis dan skenario pesimis. Berdasarkan hasil analisis dengan penetapan skor apabila kondisi skenario dibandingkan dengan kondisi SSA eksisting di lapangan, kondisi skenario optimis memperoleh skor 4 dan kondisi skenario pesimis memperoleh skor 6 untuk ruas jalan dan untuk simpang kondisi skenario optimis memperoleh skor 32 dan kondisi skenario pesimis memperoleh skor 28, sedangkan apabila kondisi skenario dibandingkan dengan kondisi SSA eksisting optimasi, kondisi skenario optimis memperoleh skor 4 dan kondisi skenario pesimis memperoleh skor 6 untuk ruas jalan dan untuk simpang kondisi skenario optimis memperoleh skor 20 dan kondisi skenario pesimis memperoleh skor 14. Disimpulkan bahwa kinerja kondisi skenario optimis adalah yang terbaik.

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