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All Journal International Journal of Science and Engineering (IJSE) MEDIA KOMUNIKASI TEKNIK SIPIL JURNAL KARYA TEKNIK SIPIL Waste Technology AGREGAT Rang Teknik Journal Media Ilmiah Teknik Sipil Borneo Engineering : Jurnal Teknik Sipil
Sutarto Edhisono
Civil Engineering Department, Faculty Of Engineering, Diponegoro University
Civil Engineering, Building, Construction & Architecture Computer Science & IT Electrical & Electronics Engineering Engineering Transportation Other

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Korelasi Klasifikasi Penutup Lahan dengan Debit Puncak di Daerah Aliran Sungai Sachro, Sri Sangkawati; Edhisono, Sutarto; Atmodjo, Pranoto Samto; Prasetyo, Wahyu
MEDIA KOMUNIKASI TEKNIK SIPIL Volume 23, Nomor 2, DESEMBER 2017
Publisher : Department of Civil Engineering, Diponegoro University

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (798.912 KB) | DOI: 10.14710/mkts.v23i2.16687

Abstract

Many studies have shown that land use changes in watersheds such as forests that convert to settlements, industrial and estates, have an impact on flooding. So it is important to know the correlation between the various land use changes to the discharge within a watershed. This study is a preliminary study in an attempt to assess the correlation between land cover index and peak discharge, with case studies in the Beringin River Basin.The peak discharge with the return period of 2, 5, 10, 20, 50 and 100 years are computed with HEC-HMS software, developed by Hydrologic Engineering Centre (HEC) and US Army Corps of Engineers which computes the runoff discharge from the precipitation. As for land covered index (LCI), it is defined as the sum of the land-use index (LUI). The result of the case study shows the strong correlation between the land covered index with the the runoff discharge with such relation : Q100 = -22.42LCI2 + 214.30LCI - 10.62, Q50 = -18.33LCI2 + 181.87LCI - 20.19, Q20 = -14.30LCI2 + 145.27LCI - 15.61, Q10 = -11.36LCI2 + 118.41LCI - 12.29, Q5 = -8.42LCI2 + 91.27LCI - 8.9 and Q2 = -4.44LCI2 + 53.54LCI - 4.5.
DESAIN BENDUNG LANANG DI KABUPATEN GROBOGAN, JAWA TENGAH Singgih, Rizky Herdianto; Nasrudin, Ryan Hermawan; Kodoatie, Robert J.; Edhisono, Sutarto
Jurnal Karya Teknik Sipil Volume 2, Nomor 1, Tahun 2013
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Lanang Weir located at Penawangan District in Grobogan Regency, which has Non-Groundwater Basin Area hydrogeological characteristic. The river’s flow mostly come from interflow discharge beside from the groundwater flow. Soil layer which is able to store the water was Vadose or root zone only, so with this condition will prone to drought and flood when it precipitations just become runoff. Lanang Weir is a fixed weir, which will be built on Lanang River and the catchment area is 116.81 km2. This weir is watering 1,900 ha rice field area and designed with 50 years of return period of inflow discharge valued 548.08 m3/second and intake discharge valued 2.18 m3/second. Lanang Weir is design with specification rounded type of crest with height of 3,9 m, USBR type IV of stilling basin, equipped with sand trap, flushing way of sand trap, flushing gate, intake gate, and retaining wall. Construction of the Lanang Weir costs is around Rp 14 billion and scheduled for 28 weeks.
PERENCANAAN BENDUNGAN BENER KABUPATEN PURWOREJO Kusuma Dewi, Claudia Ratna; Lubis, Dwiarta Agustina; Edhisono, Sutarto; Budieny, Hary
Jurnal Karya Teknik Sipil Volume 2, Nomor 2, Tahun 2013
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

One of the efforts to develop the potency of Bogowonto River and increase the wellness and the living of the people near the river is by making a Dam.The most advantage for the dam is at Guntur Village, Bener Subdistrict, Purworejo Regency. It is planned the dam will be able to irrigate 1800 Ha of existing and 407 Ha of expanded rice field and water demand in eight subdistricts of Purworejo Regency. Bener Dam is designed with rock fill dam as its structure. The height of the Dam is 112 meters with slope ratio 1:2.5 at the upper course and 1:2.25 at the lower course for 50 years lifetime and storage capacity 28 million m3. 
Optimation Budgeting DistributionModel for Maintaining Irrigation Scheme Sutarto Edhisono; Iwan K. Hadihardaja; Suripin Suripin
International Journal of Science and Engineering Vol 10, No 1 (2016)
Publisher : Chemical Engineering Diponegoro University

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (879.563 KB) | DOI: 10.12777/ijse.10.1.35-44

Abstract

Utilization of palm oil  by-product such as palm fronds, leaves, empty fruit bunches (EFB), fiber fruit juice (FFJ), palm to maintenance of irrigation structures are the activities carried out routinely in irrigation areas in order to obtain optimum performance. Required costs of maintenance is provided by government based on the commanding area of irrigation area without taking into account the characteristics of each irrigation area. On the other hand the fund which is provided by the government for the purpose of maintenance of irrigation assets amounting to 40 % of the required, so that necessary special tips is needed to take optimum result of the limited funds to choose which priority irrigation structures. While this selection irrigation structures are maintained/repaired just based on policy of decision makers only. The purpose of this research was to develop an optimization model for distribution of irrigation maintenance cost allocation for the irrigation areas and  make selection to priority irrigation structures for maintenance in order to get optimum results. Location of the research is the  Pondok Irrigation Area (IA) which located in East Java province. This irrigation area  is part of the region Central River Region Solo. Pondok IA. consist of 4 irrigation areas, namely: Dero IA., Sambiroto IA., Padas IA. And Plesungan IA. The study was conducted in two stages : Stage 1 with the aim of allocating the cost of maintenance for each irrigation area in Pondok  IA., which are Dero IA., Sambiroto IA., Padas IA. And Plesungan IA. Stage 2 with the aim of making choice for the priority irrigation structures are maintained/repaired on Dero IA.,  Sambiroto IA., Padas IA. And Plesungan IA. The method used is multi criteria analysis by Analytical Hierarchy Process (AHP) with using a soft ware expert choice 2000. To complete Stage 1used multiple criteria analysis of three levels, with the top level is Pondok IA., then the second level is below, named  criterias which consists of four criterias, namely: Level of Urgency, Productivity, Commanding Area and Cost with in ratio of 4: 3: 2: 1. The lowest level  is named alternatives which consisted of four irrigation areas, namely Dero IA., Sambiroto IA., Padas IA., and Plesungan IA. The data used in this research is PAI Solo data in 2011. Stage 2 of this study is selection priority structures in each irrigation area for maintenance / repair. In this analisis is used multi-criteria analysis  also, where as the top level is the name of each irrigation area. As  criteria there are three criterias, namely: Productivity, Service area, Cost of structure with the weight of each: 3: 2: 1. As the lower level is alternative, which here are the name of the proposed structures. The proposed structures and their specifications are taken from PAI Bengawan Solo data in 2011. The structures which analysed are the structures which in very urgent and urgent condition only. The result is a list of priority irrigation structures which would be maintained from each irrigation area. Results of the  research Stage 1 : From costs available for Pondok  IA.  IDR 749,880,000.-. Dero IA., receive IDR 216,715,320.-; Sambiroto IA., receive IDR 207,716,760.-; Padas IA., receive IDR 173,222,280.-; and Plesungan IA., receive IDR 151,475,760.-. Results of the Stage 2 study is priority structures which would be maintained on each irrigation areas, namely: Dero IA., the name of the structures are: SSDOKa11, BDOKi1, BDOKa6, BDOKa15, SSDOKa14, SSDOKa15, SSDOKa17, SSDOKi1, SSDOKi2
Jatibarang Final Solid Waste Dumping Site of Semarang City and Its Problems Sutarto Edhisono
Waste Technology Vol 3, No 1 (2015)
Publisher : Diponegoro University

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (268.477 KB) | DOI: 10.14710/3.1.22-26

Abstract

Solid waste is big problem in most cities in Indonesia. The problem which often raises, is the difficulty to find the land for solid waste dumping site. The local inhabitants could not accept if the dumping site location is closed to their residential. Therefore, the existing final dumping site is pushed to accommodate and receive solid waste from the entire of the city, although really the service time of the facility is over.This situation is occured on the Jatibarang Final Solid Waste Dumping Site (TPA Jatibarang) of Semarang City, recently.The Municipal of Semarang City, has no other choice for final dumping site exept extending the service time of the TPA Jatibarang. Beside this, the TPA Jatibarang has specific  situation, because its location is closed to the Kreo River, one of the tributaries of Garang River, which at the down stream of this river is located intake of the city water supply treatment plant.The leachate of the solid waste is discharged into the Kreo River, which treated by using ordinary aeration method. Of course, this situation is the disadvantage of the TPA Jatibarang. This paper describes the condition of TPA Jatibarang, and its problems and how the efforts of the Municipal of Semarang to overcome this situation.
PERENCANAAN SUDETAN SUNGAI KUALA TENDEKI PADA JALAN TOL MANADO – BITUNG Laksmana Angga; Toebagus Galih; Sutarto Edhisono; Dyah Ari Wulandari
Jurnal Karya Teknik Sipil Volume 7, Nomor 2, Tahun 2018
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

ABSTRAKKementerian Pekerjaan Umum dan Perumahan Rakyat (PUPR) dengan Pemerintah Provinsi (Pemprov) Sulawesi Utara bekerja sama untuk membuat Jalan Tol Manado – Bitung. Jalan Tol Manado – Bitung dibangun untuk menyediakan jalan alternatif dari ruas jalan existing yang masih menjadi satu-satunya jalur penghubung kedua kota tersebut dan akan menjadi jalan akses utama ke kawasan ekonomi khusus (KEK) Bitung dan pelabuhan hubungan internasional Bitung.Trase jalan tol tersebut melewati alur sungai yang berkelok-kelok dan untuk mengamankan badan jalan agar tidak tergerus aliran sungai maka diperlukan sudetan. Sebagai akibatnya alur sudetan menjadi curam, sehingga diperlukan ambang  untuk menjaga kelandaian dan perkuatan dasar sungai dan tebing. Pada perencanaan sudetan dilakukan beberapa analisis di antaranya, analisis hidrologi, analisis hidrolika sungai, dan analisis erosi dan sedimentasi.
PERENCANAAN PROGRAM ALOKASI AIR STUDI KASUS DAS LAMAKMEN KABUPATEN BELU NUSA TENGGARA TIMUR Fitria Sofi Choirunisa; Yulia Ananda Putri; Sri Sangkawati; Sutarto Edhisono
Jurnal Karya Teknik Sipil Volume 7, Nomor 3, Tahun 2018
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

ABSTRAK Perencanaan Program Alokasi Air (PAA) bertujuan untuk pengelolaan distribusi air irigasi dan air baku di dalam satu wilayah daerah aliran sungai (DAS). Program alokasi air dibuat sesederhana mungkin dan user-friendly sehingga pengguna mudah memahami dan mengoperasikannya. Desain perangkat lunak menggunakan Web Server (XAMPP). Hasil dari perencanaan program alokasi air adalah neraca air, dari perhitungan neraca air tersebut kemudian dapat dilakukan perencanaan bangunan terpilih. Hasil perhitungan menggunakan manual (dengan Ms. Excel) dan menggunakan program mirip.Daerah aliran sungai yang menjadi bahan studi kasus adalah DAS Lamakmen, terletak di Sungai Mota Malibaka, Kabupaten Belu, Nusa Tenggara Timur. Daerah aliran sungai memiliki 2 (dua) daerah irigasi (DI) yaitu DI Holeki dan DI Halileki. Di dalam perencanaan program digunakan metodologi yaitu metode FJ Mock untuk perhitungan ketersediaan air dan metode Penman untuk perhitungan evapotranspirasi. Data-data sekunder yang digunakan dalam perencanaan program adalah peta topografi, data hidrologi, data meteorologi-hidrologi, dan data daerah irigasi yang akan diairi. Berdasarkan hasil analisa menggunakan Program Alokasi Air ini didapatkan ketersediaan air rata-rata 4.491,47 liter/detik, kebutuhan air rata-rata 1.210,48 liter/detik sehingga  neraca air rata-rata DAS Lamakmen adalah 3.280,99 liter/detik dan kekurangan air sebesar 23.865.079,76 liter/detik.
PERENCANAAN CHECK DAM KALI GUNG KABUPATEN TEGAL Anwar Eko Yulianto; Yunus Jonatan; Sutarto Edhisono; Abdul Kadir
Jurnal Karya Teknik Sipil Volume 3, Nomor 3, Tahun 2014
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Gung watershed is part of the watershed which located in Tegal regency with an area of 45.65 km2 where Gung River as its main river . Gung river conditions at this time had a reduction in the flow of flood discharge due to reduced cross-sectional area of the river (river capacities) due to sedimentation . The main cause of the high rate of sedimentation is the destruction of water catchment areas and land management less attention to the principles of conservation land . Therefore it is very necessary management effective river drainage area with emphasis on the conservation and protection of the land (in particular critical area) and water, especially in the upstream of the river. One of the countermeasures for erosion and sedimentation problems in this river is by building sediment control structure or so-called check dam . From the calculations have been done, check dam was designed to have the following features: spillway crest of the main dam at El. +431.500 m, 4 m dam height and 3.2 m foundation depth, bottom width obtained by 20 m, flood design discharge with 50 years return period was 502.368 m3/sec, height of wing crests was 6.469 m at El.+437.969 m with 1.0 m freeboard, construction of the main dam was stone masonry; spillway crest of the sub dam at El.+429.000 m with 1.5 m height and 2.5 m foundation depth, height of wing crests was 6.567 m at El.+435.567 m with 1.0 m freeboard, construction of the sub dam was stone masonry. The apron elevation was El.+427.500 m with 1.8 m thickness. The apron protection was concrete in quality K 175 with 1.5 m thickness (bottom layer) and quality K 225 with 0.3 m thickness (upper layer/blanket).
PERENCANAAN BENDUNGAN CIKERUH KABUPATEN SUMEDANG, JAWA BARAT Andika Feizal W; Sendy Bintang; Hari Nugroho; Sutarto Edhisono
Jurnal Karya Teknik Sipil Volume 7, Nomor 4, Tahun 2018
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

ABSTRAK Bendungan Cikeruh terletak di Desa Kuta Mandiri, Kecamatan Tanjungsari, Kabupaten Sumedang, Provinsi Jawa Barat,  diproyeksikan guna memenuhi kebutuhan air untuk 958.511 jiwa dan memenuhi kebutuhan irigasi untuk seluas 120 Ha.Bendungan Cikeruh dibangun pada Sungai Cikeruh . Luas Daerah Tangkapan Air (DTA) 48,40 km2 dengan panjang sungai utama 11,31 km. Debit banjir rencana sebesar 462,34 m3/detik (Metode Nakayasu). Bendungan Cikeruh tipe urugan batu inti lempung. Tinggi tubuh bendungan 33,2 m, lebar puncak bendungan 8,6 m dan panjang bendungan 122,33 m serta elevasi puncak bendungan +825,00 m. Kemiringan lereng  1: 3,0 di hulu dan 1 : 2,5 di hilir. Umur rencana bendungan 100 tahun dengan volume tampungan sebesar 52.320,88 m3. Bangunan pelimpah  (spillway) tipe overflow dengan lebar 20 m dan kolam olak tipe USBR II dimensi 15 x 35 m.Pembangunan Bendungan Cikeruh direncanakan selama 24 bulan dengan biaya sebesar Rp 84.994.595.500,00.
PERENCANAAN BENDUNGAN MATENGGENG DI KABUPATEN CILACAP Frangky Arfan Pangaribuan; Bernard Septian; Sri Sangkawati; Sutarto Edhisono
Jurnal Karya Teknik Sipil Volume 3, Nomor 1, Tahun 2014
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

One of the efforts to develop the potency of Cijolang River is with making a dam  at Matenggeng Village, Dayeuhluhur Subdistrict, Cilacap Regency. The first step to design Matenggeng Dam is hidrology analysis such as: dependable discharge, water requirement and flood discharge. The dam is projected to supply water requirement in eight subdistricts, water requirement for irrigation which has 7,175 ha of areas and hydroelectric power. Dependable discharge is Q 90%. Flood discharge plan of The Matenggeng Dam is calculated from rainfall data and the result of flow is 1,876.756 m3/s which taken from HSS Gamma 1 with Q100. Matenggeng Dam is designed with rock fill dam type. The height of the dam is 82.5 meters with slope ratio 1:2.5 at the upper course and 1:2.25 at the lower course for 50 years lifetime and storage capacity 56 million m3. The spillway design is choosen with overflow type and  takes 30 m of wide with stilling basin (USBR Type II) which use 28 x 73 m as the dimension. The diversion tunnel design takes 550 m of length and 4 m of diameter. The cost of Matenggeng Dam Project  is about Rp 568,959,000,000.00 (Five Hundred Sixty Eight Billion Nine Hundred Fifty Nine Million Rupiahs) with 48 weeks as time target of this project.
Co-Authors Abdul Kadir Abhibawa Tegar Kusuma Aditya Perwira Aji Andika Feizal W Anggi Puspita Dewi Anwar Eko Yulianto Atmodjo, Pranoto Samto Bagus susanto Bernard Septian Brahmandita Paramarta Claudia Ratna Kusuma Dewi Deny Wijayanti Devi Ismijayanti dian triatmojo Dwi Kurniani Dwi Kurniani Dwiarta Agustina Lubis Dyah Ari Wulandari Dyah Ari Wulandari elia sangapta evendi evendi Farhan Zaky Fitria Sofi Choirunisa Frangky Arfan Pangaribuan Hari Nugroho Hari Nugroho Hary Budieny Iwan K. Hadihardaja Kindy Akhmad Tito Kintan Dwi Sedilana Laksmana Angga Laksmana Angga Parsada Lina Dwi Damayanti Muklas Bayu Aji Pranoto S.A Pranoto Sapto Atmojo Rizky Herdianto Singgih Robert J. Kodoatie Robert J. Kodoatie robert j.kodoatie Ryan Hermawan Nasrudin S. Suripin Sendy Bintang Sri Sangkawati Sri Sangkawati Sri Sangkawati Sachro Sugiyanto Sugiyanto Toebagus Galih Toebagus Galih Ruwanda Pramana Usamah Hidayatullah Wahyu Prasetyo Yanuar Adhiya Pratama Yulia Ananda Putri Yunus Jonatan Zainal Arifin