Articles

Found 30 Documents
Search

PERENCANAAN BENDUNGAN BENDO PONOROGO Busiri, Ahmad; Fajar, Rahmawanto; Sangkawati, Sri; Budieny, Hary
Jurnal Karya Teknik Sipil Volume 5, Nomor 2, Tahun 2016
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (688.814 KB)

Abstract

A number of regionsin Ponorogo, East Java Provincehas a variety of water resource managementissues, includingfloodsduring the rainy seasonandwater shortagesduring the dry season. To overcome these problems then we planned Bendo dam.Methods of planning begins with determining the position of the location, hydrology and hydraulics which finally obtained information to determine the design of the dam. Bendo dam is planned to use dependable discharge with a probability of 80%. Water requirement value to fulfill the needs of irrigation water is 2.19 liters/sec/hectare and the water requirement is 823.7 liter/sec. We used HSS Nakayasu Flood discharge method with 1,000-year return period amounted to 676.37 m3 / sec. Bendo dam is also planned as a hydropower that produces 1.697,953 Kw hydroelectric power. Bendo dam is planned using Rockfill dam type with a core of impermeable clay with a slope of 1: 2,5 in the upstream and 1: 1,75 in the downstream. The peak height is 78,5 m, the width of the peak is 13 m, and the full length of the dam is 354,02 m with 50-years lifetime design.
PERBANDINGAN EFEKTIFITAS HASIL PENGGELONTORAN SEDIMEN DI WADUK CARA FLUSHING DAN SLUICING Atmodjo, Pranoto S.; Sangkawati, Sri; Kirno, Kirno
TEKNIK Volume 34, Nomor 2, Tahun 2013
Publisher : Diponegoro University

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (192.83 KB) | DOI: 10.14710/teknik.v34i2.5627

Abstract

This study compares the effectiveness of the flushing of sediment in the reservoir by means of flushing andSluicing way, based on Physical Hydraulic Test (Model Test) in the laboratory. Flushing is removingaccumulated deposited sediment. While slucing is releasing of sediment through the reservoir beforesettled or keep sediment remain in suspension and its occur during flood period. Sediments FlushEffectiveness represented by the percentage of released sediment by sediment deposited or the amount ofsediment entering the reservoir during the flushing period.The model based on the prototipe from DetailDesign of Structural Countermeasures for Sedimentation on Wonogiri Reservoir by Nippon Koei 2009.Running model duration is one hour, used free flow and submergence condition, with discharge variationQ=100, 200 and 400 m3/s. Sluicing experiments conducted with some 60 liters of sediment sprinkle evenlywide flow, and Flushing implemented by 2,00 m thickness of deposited sediment that spreaded over thereservoir bottom before running. From this research showed that Sluicing way more efficient than theflushing way, where the number of efficiency of sediment Sluicing way bigger than the efficiency offlusing way, in the running an hour in the laboratory test
PERENCANAAN DRAINASE KAWASAN PAGARSIH KOTA BANDUNG Auzan, Azkira Nur; Faqih, Mohammad; Atmojo, Pranoto Samto; Sangkawati, Sri
Jurnal Karya Teknik Sipil Volume 6, Nomor 4, Tahun 2017
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (751.879 KB)

Abstract

Sungai Citepus merupakan sungai yang melintasi Kota Bandung termasuk salah satunya Kawasan Pagarsih dimana posisinya berada di tengah-tengah pemukiman penduduk dan luapannya sangat berpotensi menimbulkan bencana banjir musiman Pada musim hujan tahun 2015 terjadi hujan yang menyebabkan genangan banjir di sekitar Pagarsih. Pemerintah bergerak cepat dengan membangun drainase baru sekitar wilayah genangan, namun, pada musim hujan tahun 2016 masih adanya genangan banjir besar di sekitar Pagarsih yang bahkan menyebabkan rusaknya tembok bangunan dan menghanyutkan dua mobil. Analisis hidrologi untuk mencari nilai debit banjir rencana dilakukan dengan menggunakan software HEC-HMS 4.2. Didapat debit banjir rencana kala ulang 10 tahun adalah 127 m3/detik. Perencanaan perbaikan sungai menggunakan model HEC-RAS dengan debit rencana hasil dari program HEC-HMS 4.2. Setelah dilakukan normalisasi Sungai Citepus, didapatkan bahwa panjang total dimensi sungai yang perlu dinormalisasikan adalah sepanjang 569,45 m dengan  dimensi sungai rencana memiliki kedalaman bervariasi tiap section dan bisa menampung sebagian debit banjir rencana kala ulang 10 tahun (Q10=127 m3/s)  sebesar 90 m3/s. Perkuatan tebing sungai juga menggunakan perkuatan dinding penahan tanah dengan material beton bertulang di kedua sisi sepanjang sungai. Sisa debit sebesar 37 m3/s dialirkan ke saluran Box Culvert dengan dimensi 2,5 x 2,5 meter sepanjang 295 meter. Kapasitas penampang baru dan saluran Box Culvert dapat menampung debit rencana kala ulang 10 tahun. Total biaya pengerjaan pengendalian banjir Pagarsih sebesar Rp87.057.000.000,00,- dan waktu pengerjaan selama dua tahun.
PERENCANAAN BENDUNGAN TUGU KABUPATEN TRENGGALEK Wibowo, Tedy; Putro, Rizki Dwi; Sangkawati, Sri; Nugroho, Hari
Jurnal Karya Teknik Sipil Volume 3, Nomor 4, Tahun 2014
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (712.633 KB)

Abstract

Tugu Dam is a dam that was built to needs of irrigation water and raw water needs necessary. It had built on the Keser River with catchmen area of river is 43,06 km2, with a length of river is 9,295 km. Administratively located in the Nglinggis Village, Tugu Subdistrict, Trenggalek Regency, East Java Province and is geographically located at position 8Ëš1 '- 8Ëš3' south latitude and 111Ëš34 '- 111Ëš37' east longitude. Before the Tugu Dam was built, water irrigation fulfillment necessary done by taking water from the Keser River, but water irrigation requirement not maximum because the water taking from the Keser River done with pump system. Tugu Dam is expected to fulfill the irrigation water of Tugu irrigationwith a total area of 1.106 hectare, and fulfill of the raw water in Nglinggis, Pucang Anak, Dermosari, Winong and Tegaren Village of Tugu District on Trenggalek Regency with a projected total populations in 2042 is 19.589 inhabitants. Before planning a dam, the initial step is the hydrological analysis with the result that be discovered gauge the dependable discharge, needs water discharge and flood discharge. In the Tugu Dam planning dependable discharge used is the discharge with probability 80%. Water needs value to fulfill the irrigation water requirement is 0,81 liters/sec/hectare or water needs discharge for water irrigation is 0,90 m3/sec and water needs discharge for raw water is 0,03 m3/sec. Flood discharge using HSS Gama I method for return period of 1000 years of 667,70 m3/sec is used as the basic for search flood analysis (flood routing)by means of the spillway to obtain the dimensions of the main dam and the spillway. Tugu Dam planned using the rock fill dam material with watertight clay core with a slope of 1 : 2,25 in the upstream and 1 : 2,00 in the downstream. Elevated of dam is 69,00 m, the wide of the peak is 12,00 m, wide of the base dam is 301,00 m and full length of the dam is 309,26 m with a 30-year design lifetime of the dam and reservoir volume of 6.12 million m3. Spillway design with specific such as OGEE peak wide of 10,00 m, USBR type II for stilling basin with pool dimensions of 10x55 m and 553,00 m long tunnel deterrent with a diameter of 3,00 m with a number of 2 pieces. Tugu Dam planned at a cost of +495,50 billions rupiahs, and planned implementation time +560 working days.
PERENCANAAN PANEN AIR HUJAN SEBAGAI SUMBER AIR ALTERNATIF PADA KAMPUS UNIVERSITAS DIPONEGORO Nurrohman, Faisal; Paksi, Satria Waskita Eka; Sangkawati, Sri; Sugiyanto, Sugiyanto
Jurnal Karya Teknik Sipil Volume 4, Nomor 4, Tahun 2015
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (572.924 KB)

Abstract

The design of rainwater harvesting is planned for alternative water source in UNDIP area and hopefully it can reduce the use of groundwater as the main source water to fill the demand of water in UNDIP area. The use of groundwater to fill the water demand in UNDIP campus for years 2014/2015 of 2,23 lt/dt it more than the optimum discharge are allowable to take the water wells is equal to 0,2-1 lt/dt. Based on that the planning of the rainwater harvesting building is made of with a volume of 245 m3 with a dimensions of 7m x 7m x 5m and dimensions of infiltration wells with a diameter of 1,5 and depth of 3m. Planning of the rain water harvesting in the UNDIP area the cost of Rp 275.465.000 with the process of work for 29 days.
PERENCANAAN BENDUNGAN BENDO PONOROGO Fajar, Rahmawanto; Busiri, Ahmad; Sangkawati, Sri; Budieny, Hary
Jurnal Karya Teknik Sipil Volume 4, Nomor 4, Tahun 2015
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (527.381 KB)

Abstract

A number of regions in Ponorogo, East Java Province has a variety of water resource management issues, including floods during the rainy season and water short ages during the dry season. To overcome these problems then we planned Bendo dam. Methods of planning begins with determining the position of the location, hydrology and hydraulics which finally obtained information to determine the design of the dam. Bendo dam is planned to use dependable discharge with a probability of 80%. Water requirement value to fulfill the needs of irrigation water is 2.19 liters/sec/hectare and the water requirement is 823.7 liter/sec. We used HSS Nakayasu Flood discharge method with 1,000-year return period amounted to 676.37 m3 / sec. Bendo dam is also planned as a hydropower that produces 1.697,953 Kw hydroelectric power. Bendo dam is planned using Rockfill dam type with a core of impermeable clay with a slope of 1: 2,5 in the upstream and 1: 1,75 in the downstream. The peak height is 78,5 m, the width of the peak is 13 m, and the full length of the dam is 354,02 m with 50-years lifetime design.
TINJAUAN DAN PERENCANAAN PLTA KEDUNGOMBO PURWODADI – JAWA TENGAH Iranawati, Arika; Wulandari, Dwi Putri; Hadihardaja, Joetata; Sangkawati, Sri
Jurnal Karya Teknik Sipil Volume 2, Nomor 2, Tahun 2013
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (446.624 KB)

Abstract

Kedungombo Dam besides enabled for the fulfillment of the irrigation demands and raw water is also used for power plant. Kedungombo Hydro Electric Power Plant Kedungombo planned with the maximum discharge 61.8 m3/sec and  minimum discharge 45.00 m3/sec. Power designed by 22.50 MW. However, in reality the power generated is less than the designed power. The volume of the sediment in Kedungombo Dam to 2012 amounted to 34.47 million m3 and has reached the elevation of 56.80 m. While intakes are mounted at an elevation of 55.60 m, so the elevation of the intake should be increased. In addition, to increase the production of electricity, the power house was moved to a lower elevation. Design discharge for hydropower obtained from the discharge evaluation by using mass curve inflow over the last 5 years (from 2007 until 2012) obtained  design discharge of 34.77 m3/sec. Discharge release for 5 years (from  2007 until 2012) obtained an average discharge of 33.91 m3/sec, maximum discharge 61.8 m3/sec, and the minimum discharge of 49.02 m3/sec. When reviewing the irrigation  demands and raw water,Kedungombo Dam  must meet the requirements of 1,530.70 million m3 of water and discharge must flow with minimum 55.00 m3/sec. Kedungombo Hydro Electric Power Plant designed with the maximum discharge 61.80 m3/sec and minimum discharge 45.00 m3/sec, so the development of hydropower has taken maximum design discharge of 61.80 m3/sec. Hydro electric power plant structure that designed for operational support in order to function properly such as intake, penstock, control gate, turbines, tail race, and the draft tube. Results of the detailed design, are (1) intake using a towe with diameter 3,8 m on elevation +60.00. (2) Penstock (steel pipe) with diameter 3.8 m and the total length 287 m connected with intake on elevation +60.00. (3) Nett Head 60.00 m. (4) The power generated 32.37 kW. (5) Control gate using Canal 500x250x10 profile. (6) Turbine type used is Franciss Turbine. (7)Tail race stone masonry type in trapezium shape with b = 5.5 m, h = 2.6 m. From calculations of  power plant operations, the results of  Kedungombo power plant production can be increased by 78.87% from the original production. Average production of the Kedungombo Hydro Electric Power Plant 16.81 MW to 29.57 MW. Cost of constuction Kedungombo Hydro Electric Power Plant is estimated Rp 38.958.723.000.- (Thirty Eight Billion Nine Hundred and Fifty Eight Million Seven Hundred Twenty Three Thousand Rupiahs) and durations for execution is 17 weeks.
Tabel 1. PERENCANAAN PERBAIKAN SUNGAI PEDES RUAS P14-P40, BREBES Wasono, Agung; Sari, Yuli Kurnia; Atmodjo, Pranoto Samto; Sangkawati, Sri
Jurnal Karya Teknik Sipil Volume 6 ,Nomor 1, Tahun 2017
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (593.509 KB)

Abstract

Sungai Pedes mempunyai bentuk tebing yang sangat curam, kondisi ini sangat mudah mengalami longsor apabila pada bagian bawah tebing mengalami gerusan/erosi. Sungai Pedes yang masih aktif bermeander juga menyebabkan adanya perubahan alur sungai dari tahun ke tahun. Hal ini menunjukan bahwa terjadi gerusan di sepanjang alur Sungai Pedes. Untuk menanggulangi terjadinya gerusan terutama pada Sungai Pedes ruas P14-P40, maka perlu  direncanakan perbaikan sungai. Analisis hidrologi dengan menggunakan software HEC-HMS didapatkan debit rencana Q20th = 274,6 m3/det. Analisis hidrolika menggunakan software HEC-RAS didapatkan kedalaman air 2,2 m. Berdasarkan kemiringan dasar sebesar 0,0127 dan kedalaman air 2,2 m, didapatkan kecepatan kritis sebesar 0,532 m/det melebihi kecepatan kritis yang diijinkan 0,018 m/det. Untuk mengurangi kecepatan kritis perlu dilakukan pengurangan kemiringan dasar, didapat nilai kemiringan rencana sebesar 0,000014 dan diperoleh hasil bahwa Sungai Pedes ruas P14-P40 tidak terjadi gerusan, namun pada Sta Hu 0+25 – Hi 0+25 masih terjadi gerusan. Untuk menanggulangi gerusan yang terjadi, direncanakan bangunan berupa check dam 1 pada Sta Hu 0+50 dengan tinggi 3,6 m, check dam 2 pada Sta Hi 4 dengan tinggi 5,2 m dan bronjong pada Sta Hu 0+25 – Hi 0+25 dengan tinggi 5 m. Perencanaan teknis keseluruhan direncanakan sebesar Rp. 9.491.000.000,00 dengan durasi pekerjaan 49 minggu.
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

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (483.17 KB)

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..
EVALUASI DAN PERENCANAAN BANGUNAN PELIMPAH BENDUNG NAIN Harahap, Afiff Faiq Hakim; Rahman, Fadhlul; Sangkawati, Sri; Kurniani, Dwi
Jurnal Karya Teknik Sipil Volume 7, Nomor 3, Tahun 2018
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

Show Abstract | Download Original | Original Source | Check in Google Scholar

Abstract

ABSTRAKSungai Bikomi merupakan salah satu sungai besar di Kabupaten Timor Tengah Utara yang berperan penting dalam pemenuhan kebutuhan air di wilayah daerah aliran Sungai Bikomi. Sungai Bikomi saat ini terdapat bangunan air yaitu Bendung Nain dengan tinggi bendung 7 m dan lebar bendung 10 m yang hanya berfungsi untuk mengairi daerah irigasi Nain di subDAS Nain. Seiring berjalannya waktu, pertumbuhan penduduk di wilayah subDAS Nain menjadi hal yang perlu diperhatikan dalam pemenuhan kebutuhan air. Hasil analisis ketersediaan air tahunan di subDAS Nain adalah 26.200.367,41 m3yang dihitung dengan menggunakan metode FJ.Mock. Kebutuhan air baku proyeksi sampai tahun 2022 adalah 3.457.356,01 m3, sedangkan kebutuhan air irigasi untuk 300 ha adalah 12.555.404,93 m3 dengan pola tanam padi-padi-palawija. Neraca air tahunan di subDAS Nain menunjukkan nilai positif yaitu 10.187.606,47 m3. Walaupun terjadi kelebihan air pada neraca air tahunan, namun terdapat defisit air pada bulan Mei hingga November dan surplus pada bulan Desember hingga April. Volume air pada bulan defisit adalah 8.207.436,14 m3 sehingga diperlukan tampungan dengan volume 11.738.628,25 m3 yang dihitung dengan menjumlahkan kebutuhan air pada bulan defisit dengan volume evaporasi, sedimentasi, dan rembesan. Dari volume tampungan tersebut maka didapatkan tinggi mercu bangunan pelimpah sebesar 20,1 m sehingga Bendung Nain perlu ditingkatkan fungsinya menjadi bendungan. Tinggi muka air banjir 21,9 m adalah hasil dari perhitungan flood routing dengan debit outflow 0,5 PMF (probable maximum flood) dan ditambah tinggi jagaan 3 m sehingga didapat tinggi bendungan 24,9 m. Bangunan pelimpah Bendungan Nain direncanakan tipe mercu Ogee 1:0,33 dengan lebar 30 m, panjang saluran transisi 35 m dengan kemiringan 0,04, panjang saluran