Sri Sangkawati
Departemen T. Sipil FT. UNDIP Jl. Prof. H. Soedarto SH., Tembalang, Semarang 50275

Published : 41 Documents
Articles

Evaluasi dan Prediksi Pengelolaan Jaringan Air Bersih IKK Brangsong Kabupaten Kendal Berbasis Sistem Informasi Geografis dalam Rangka Mendukung Millenium Development Goals (MDGs) Atmojo, Pranoto Samto; Sangkawati, Sri
MEDIA KOMUNIKASI TEKNIK SIPIL Tahun 17, Nomor 1, PEBRUARI 2009
Publisher : Department of Civil Engineering, Diponegoro University

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.14710/mkts.v17i1.3417

Abstract

To support government program Millennium Development Goals ( MDGS) where’s in the year 2015 : 80% of residents must be able to served by supply of cleanness water systems, hence writer will do evaluate of management and distribution of network supporting  facilities for cleanness water based on technology that is  using GIS ( Geographical Information System). GIS can stored technical data of cleanness water network, and GIS  in allying with hydraulic model of EPANET applicable to evaluate network existing and assists to predict possibility future  expansion of network ( eg the year 2015). This evaluation covers mapping of STA pipe network with GPS, mapping of continuation with GIS, calculation of scenario prediction clean water required in the year 2015, and handling of network supporting facilities for clean water with simulation EPANET for network existing and extension of either in the year 2008 and also for the year 2015. This research be done based on the real field condition  there are: Cleanness water supplies for public IKK Brangsong supported by 2 pumping  well. Its Part of  Sub-Province Kendal area - that PDAM’s  customer- no supplied  by network especially at the peak hour time, and resent still have much  region which has not been served clean water by PDAM ,so that’s need to extension network to supplied that area. Keywords: GPS,  GIS, EPANETPermalink: http://ejournal.undip.ac.id/index.php/mkts/article/view/3417[How to cite: Atmojo, S.A. dan Sangkawati, S. (2009). Evaluasi dan Prediksi Pengelolaan Jaringan Air Bersih IKK Brangsong Kabupaten Kendal Berbasis Sistem Informasi Geografis dalam Rangka Mendukung Millenium Development Goals (MDGs), Jurnal Media Komunikasi Teknik Sipil, 17 (1): 98-109]
Unjuk Kerja Waduk Jatigede Cholifatul Afifah, Risdiana; Samto Atmodjo, Pranoto; Sangkawati, Sri
MEDIA KOMUNIKASI TEKNIK SIPIL Volume 21, Nomor 2, DESEMBER 2015
Publisher : Department of Civil Engineering, Diponegoro University

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.14710/mkts.v21i2.11232

Abstract

Jatigede Reservoir located in Sumedang, West Java. As the second largest reservoir in Indonesia, the main purpose of the reservoir construction is to irrigate the 90.000 Ha of irrigation area, the source of 3,5 m3/s of raw and drinking water, as well as the source of water for hydropower plan Jatigede requiring water supply as much as 61,84 m3/s. One of the efforts that can be taken to optimize reservoir of water resources, particularly for irrigation water needs, is to do a simulation model of the Jatigede Reservoir operation. This study is discusses the analysis of the performance of the operating pattern Jatigede were analyzed based on the stochastic model of Cimanuk river flow and rain data of Cimanuk Water District. Data needs to be tested first to qualify for a normal statistical distribution using AProb software version 4.1. Stochastic models were analyzed with software SAMS 2007 from Colorado State University. Surgery simulation analysis to determine the performance of the reservoir using software Ribasim. To test the performance of reservoir used the criteria of reliability, resilience, and vulnerability. From the analysis of performance can be concluded that the reliability of the reservoir in an effort to meet the needs of raw water, irrigation, and hydropower at existing condition is of 98.3%, the resilience of the reservoir by 50%, and the vulnerability of dams throughout the simulation period amounted to 6824.70 m3/s , While in the next 50 years the condition of the dam by 92.7% reliability, resilience reservoir by 34%, and the vulnerability of dams throughout the simulation period amounted 20.540,51m3/s. It can be concluded that the performance of  Jatigede reservoir decreased after the analysis of reservoir operation plan for the next 50 years.
Osilasi Dalam Tangki Pendatar (Surge - Tank) Akibat Penutupan Turbin Secara Mendadak Sangkawati, Sri
MEDIA KOMUNIKASI TEKNIK SIPIL Volume 13, Nomor 2, Edisi XXXII, JUNI 2005
Publisher : Department of Civil Engineering, Diponegoro University

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.14710/mkts.v13i2.3916

Abstract

Surge tank in hydro-power generation plant is placed on the transition between conveyance pipe channel and chute pipe. The dimension of surge tank is designed based on water mass oscillation result in minimum hydrodynamic pressure, such that it can determine form, type, and configuration of the tank. The sudden increase in hydrodynamic pressure (positive water hammer) is caused by abrupt decrease in water discharge to the turbine to reduce load to the generator. This positive water hammer is dependent on the discharge and time of closure of the valve. Mathematical equation that describes mass oscillation in the reservoir-pipe channel-surge tank is dynamic and solution can be easily using numerical techniques. This paper demonstrates the water hammer oscillation in a surge tank. The result shares that, 1) when the ratio between surge tank area (As) to the pipe area (AT), As/AT below 5, the maximum increase in water pressure is significant, ii) when the ratio As/AT greater than 5, the increase in water pressure is not significant and tends to have slight differences. Key Words : surge-tank, mass oscillationsPermalink: http://ejournal.undip.ac.id/index.php/mkts/article/view/3916[How to cite: Sangkawati, S., 2005, Osilasi  Dalam Tangki Pendatar (Surge - Tank) Akibat Penutupan Turbin Secara Mendadak, Jurnal Media Komunikasi Teknik Sipil, Volume 13, Nomor 2, pp. 122-129]
Pemberdayaan Sumber Daya Air untuk Berbagai Kepentingan Secara Berkelanjutan Sangkawati, Sri; Hadihardaja, Joetata
MEDIA KOMUNIKASI TEKNIK SIPIL Volume 13, Nomor 3, Edisi XXXIII, OKTOBER 2005
Publisher : Department of Civil Engineering, Diponegoro University

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.14710/mkts.v13i3.3927

Abstract

Water is essential for human life, for agricultural, industrial production and for water-based recreation and transportation. It is central to many national concern, including energy, food production, environmental quality, and regional economic development. Water as a public comodity which is not have valuable value, this condition will encourage the over consumpsion of the water. In the future, the management of water resources in Indonesia will be more difficult. The water demand will be increased as result population growth, in other hand the water resources will be more rare. The limitation of water supply will be a cause of conflict among community. In accordance of the water resource utilization, which is more and more limited, the water resources should be optimize and integrated and sustained. Privatitation of water resources is not againt the UUD 1945. As long as, the water that  will be offer to other community  as a result of  water surplus of an area. Beside that, it should be improve the welfare of the community Keywords: Sumberdaya air, pengelolaan, pemberdayaan berkelanjutanPermalink: http://www.ejournal.undip.ac.id/index.php/mkts/article/view/3927[How to cite: Sangkawati, S. dan Hadihardaja, J., 2005, Pemberdayaan Sumber Daya Air untuk Berbagai Kepentingan Secara Berkelanjutan, Jurnal Media Komunikasi Teknik Sipil, Volume 13, Nomor 3, pp. 117-127]
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 : Fakultas Teknik, Universitas Diponegoro

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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 PEMBANGKIT LISTRIK TENAGA MINI HIDRO (PLTM) PALUMBUNGAN, PURBALINGGA Prasetiyanto, Andi; Mahrus, Nizar; Sangkawati, Sri; Kodoatie, Robert J.
JURNAL KARYA TEKNIK SIPIL Volume 2, Nomor 1, Tahun 2013
Publisher : Jurusan Teknik Sipil Fakultas Teknik Universitas Diponegoro

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Abstract

Conditions Purbalingga areas potential for the development of Mini Hydro Power Plant, is the fundamental reason for empowering Klawing River District Bobotsari Purbalingga became a source of Mini Hydro Power Plant. The objective of mini hydro power plant planning is to  calculation of dependable flow, the calculation of the electricity which can be produced and made design of hydropower building. The method that apply for flood discharge plan calculation is Rational Method, Dependable flow analyzed by using Weibull Method. Dependable flow for mini hydro power plants amounted to 1.8 m3/s  and the power produced is 641 kW.
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 : Jurusan Teknik Sipil Fakultas Teknik Universitas Diponegoro

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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.
PERENCANAAN KOLAM RETENSI DAN STASIUN POMPA PADA SISTEM DRAINASE KALI SEMARANG Prayoga, Muhammad Dwi; Wicaksono Agami, Rizky Tegar; Sangkawati, Sri; Sugiyanto, Sugiyanto
JURNAL KARYA TEKNIK SIPIL Volume 2, Nomor 2, Tahun 2013
Publisher : Jurusan Teknik Sipil Fakultas Teknik Universitas Diponegoro

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Drainage system with retention pond and pumping station is the most effective and efficient system to manage flood in drainage area. Semarang River catchment area has became one of important area in Semarang, because it ends near Tanjung Mas Port, that is basically one of central business district in Semarang, so that the flood which inundate that area become major problem for local government. Retention pond and pumping station drainage system are designed using 10 year return period flood discharge. From the result of 10 year recurrence interval rainfall data processing by using Nakyasu method, thus can be obtained Q design = 63,983 m3/sec, that  will be used to design drainage channel. By comparing existing drainage channel and designed drainage channel, it’s obtained that drainage channel in M.H. Thamrin Street and Gajah Mada Street need to be replaced, because they can’t intercept and retain flood discharge. By using flood routing method with 10 year recurrence interval Q, it can be obtained the area of retention pond  is 68.000m2 and 88.400m3 with  8  pumps in total with 5 m3/sec capacity for each pump.
PERENCANAAN PLTA UNDIP II, SEMARANG Wira Negara, Yudhi Putra; Murtiaji, Cahyarsi; Hadihardaja, Joetata; Sangkawati, Sri
JURNAL KARYA TEKNIK SIPIL Volume 2, Nomor 2, Tahun 2013
Publisher : Jurusan Teknik Sipil Fakultas Teknik Universitas Diponegoro

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Diponegoro University as an educational institution has an important role as a contribution and dedication to the community in the conservation and development of water resources. With the location of the campus UNDIP Tembalang located in high elevation areas, plus there is a river flowing in front of the campus UNDIP, supported by intellectual property owned civitas academy UNDIP then the potential is more than enough to mengembangangkan and utilize all its potential for the benefit of conservation of water resources and hydropower plant. Hydroelectric power (hydropower) is one of the power plants that use renewable energy in the form of water. One advantage of this generator is a fast response so it is suitable for peak load conditions or when there is interference in the network. In addition to the output power capacity of the greatest among other renewable energy, hydro power has also been there since time immemorial. Debit design of UNDIP II Hidropower Plant Semarang using the mass inflow curve for 11 years (2001 s/d 2011) the results was 0.152 m3/second,, but to get the most power capacity used 0.220 m3/second discharge of hydrologic analysis calculations. Design structures to support the planned hydropower operations in order to function properly is building decision (Intake), rapid pipe, door arrangements, turbine, sewer, and draft tube. The results of the planning details are as follows: (1) using a type intake tower with a diameter of 0.83 m at an elevation of +147.05 (2) Penstock with a diameter of 0.83 m and a total length of 150 m and is connected to the intake hole at an elevation of +139 , 00. (3) High net falls 42.25 m. (4) The power generated by 77,51 kW. (5) door controller using 500x250x10 Canal profiles. (6) used the Turbine Turbine type Francis. (7) The sewer masonry trapezoidal cross section times the size of b = 0.7 m, h = 0.4 m. Review and Planning UNDIP II Hydropower plant cost of Rp 56.857.829.520.98 (fifty-six billion, eight hundred and fifty-seven million eight hundred twenty nine thousand five hundred twenty dollars) with a long time of the 25 weeks.
PERENCANAAN BENDUNGAN MATENGGENG DI KABUPATEN CILACAP Pangaribuan, Frangky Arfan; Septian, Bernard; Sangkawati, Sri; Edhisono, Sutarto
JURNAL KARYA TEKNIK SIPIL Volume 3, Nomor 1, Tahun 2014
Publisher : Jurusan Teknik Sipil Fakultas Teknik Universitas Diponegoro

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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.