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Analisa Penataan Outlet Channel Sungai Karang Anyar Di Kota Tarakan Irianto, Danang Bimo; Sisinggih, Dian; Priyantoro, Dwi
Jurnal Teknik Pengairan: Journal of Water Resources Engineering Vol 5, No 2 (2014)
Publisher : Fakultas Teknik, Universitas Brawijaya

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Karang Anyar outlet channel has the outlets that directly flow in to the sea and itâ€™s influenced by the tides. Flooding often occurs when rain along with high tides. The outlet channel has a very gentle slope,initial data mentioned that outlet channel length is approximately 1625 m, elevation in the upstream = +4.40 m and +0.10 m in the downstream, with an average slope = 0.003. Elevation embankment upstream = +6.00 m and downstream = +1.50 m. Meanwhile, according to secondary data, the flood with 10 th years return periode that flow in the outlet channel is 66.4 m 3 /sec and the flood with 25 th years return periode is 75.16 m 3/sec. On average, a tide water level is +1.5 m above sea level. Based on the variety of modeling, the action concepts that can eliminate the flooding are these following action: widening the channel dimension, build the embankment on channel side, making the local storage for each sub-catchment in the downstream, making the gate for the local storage, making tidal gate to prevent the tide come into the system, making the retarding basin to accommodate flood waters from upstream when the outlet is closed due to high tide.Keyword: Outlet channel, Regional arrangement, Outlet, Karang Anyar, Tarakan

Pengaruh Perubahan Material Penampang Saluran Irigasi Terhadap Luas Areal Layanan Daerah Irigasi Gumbasa Frida Sulistyani, Kiki ; Bimo Irianto, Danang
Prosiding SENTIKUIN (Seminar Nasional Teknologi Industri, Lingkungan dan Infrastruktur) Vol 2 (2019): PROSIDING SENTIKUIN
Publisher : Fakultas Teknik Universitas Tribhuwana Tunggadewi

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The Palu earthquake in September 2018 caused damage in various sectors, the GumbasaIrrigation Network was also damaged and will be repaired, repairs in primary canal werecarried out along 36,047 km using concrete material on the side and bottom of thechannel.Gumbasa Irrigation Networks has 8180 Ha service area ,and has 40 tapping structure,2 split structure and 16 split tapping structure. With the change of channel material in theprimary channel, the water level decreased between 5 cm - 55 cm, from 40 tapping structure inthe primary channel only 4 tapping structure that can still deliver water to their service area,there has been a reduction in service area from 2965 Ha to 50.2 Ha, and from 18 secondarychannels, there is only 1 that cannot supplay water into its service area, while others can stillflow even if it is not according to needs, there is a decrease in service area from 5215 Ha to2948 ha. So overall with the change in channel material from soil to concrete, the service areain Gumbasa decreased from 8180 Ha to 2998 Ha or 36.7% of the planned service area. Thiscan be resolved by raising the base of the channel between 5 cm - 55 cm,or changing thedimensions and sloope of the channel

Inventarisasi dan Penentuan Prioritas Pembangunan Embung di Kecamatan Lamaknen Kabupaten Belu, NTT Sulistyani, Kiki Frida; Irianto, Danang Bimo
Prosiding SENTIKUIN (Seminar Nasional Teknologi Industri, Lingkungan dan Infrastruktur) Vol 3 (2020): PROSIDING SENTIKUIN
Publisher : Fakultas Teknik Universitas Tribhuwana Tunggadewi

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Lamaknen Regency is located in Belu Regency, NTT Province. This sub-district experiences water shortages during the dry season. Embung is one solution to overcome this problem. In Lamaknen District there are 5 alternative reservoir locations in 2 villages, namely Dirun Village and Makir Village. Survey activities were carried out at 5 reservoir locations to determine the condition of the watershed, the service area, and the geological conditions. From the survey results, it was found that the location with the greatest potential for inundation was the Balokama reservoir and the location with the largest watershed area of â€‹â€‹the Leowalu Embung, while the one with the smallest span was the Lesutil Embung. Meanwhile, for the service area that can be two villages is the Leowalu reservoir. Kalimati and Nelas.. Survey data were then made matrices from a technical (60%) and non-technical (40%) perspective. The technical aspects consist of 9 items, namely embung span, embankment height, storage volume, distance to availability of rock and soil materials, geological conditions, access roads to the site, watershed conditions, and distance to service areas. Non-technical aspects consist of the benefits of the embung, the number of beneficiaries for irrigation, community raw water, livestock water, tourism water and the impact on the environment. From the embung matrix, it was found that Embung Nelas had the highest value, namely 80. The order of the matrix results after the Nelas reservoir was Embung Leowalu 67, Embung Kalimati 61.9, Embung Lesutil 58 and Embung Balokama 51.

ALTERNATIF SKENARIO PEMANFAATAN AIR EMBUNG NELAS BERDASARKAN KARAKTERISTIK KETERSEDIAANNYA Kiki Frida Sulistyani; Danang Bimo Irianto
Prokons: Jurnal Teknik Sipil Vol 15, No 1 (2021): Februari 2021
Publisher : Jurusan Teknik Sipil, Politeknik Negeri Malang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.33795/prokons.v15i1.283

Abstract East Nusa Tenggara Province is a province that has many embungs. Embung Nelas, in Lamaknen District, Belu Regencyis planned to meet the water demand of the population and cattle in Makir & Lamaksenulu Village as well as field water demand in Makir Village. Embung Nelas is design by using dependable flow Q 80%. From the calculation, Embung Nelas can meet the water demand in Makir and Lamaksenulu villages until 2040 for a population of 5888 people, 4029 large cattle, 1739 small livestock and 3277 chicken, as well as the irrigation water demand of 23 hectares the Makir Village Considering that the rainy conditions are not the same every year, a water use scenario is made based on the water conditions. There are 4 discharge conditions, dry discharge (Q97.3%), low discharge (Q 80%), normal water discharge (50.7%) and sufficient water discharge (26%). The simulation results in the other 3 scenarios, were obtained for the dry discharge of Embung Nelas in 2040 which was only able to irrigate 76% of raw water and cattle, in normal water conditions it could irrigate 6.6 Ha more fields and in sufficient water it could irrigate 12.9 Ha more fields. Keywords: Embung, Dependable flow, Simulation, Scenario

Studi Pemanfaatan Air Sumber Jenon untuk Pemenuhan Kebutuhan Air Irigasi dan Domestik di Kecamatan Tajinan Kabupaten Malang Kiki Frida Sulistyani; Danang Bimo Irianto
Reka Buana : Jurnal Ilmiah Teknik Sipil dan Teknik Kimia Vol 3, No 2 (2018): EDISI SEPTEMBER 2018
Publisher : Universitas Tribhuwana Tunggadewi Malang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.33366/rekabuana.v3i2.1020

Sumber Jenon merupakan salah satu sumber potensial yang ada di Kabupaten Malang, tepatnya di Desa Gunung Ronggo Kecamatan Tajinan. Saat ini Sumber Jenon sudah dimanfaatkan untuk memenuhi kebutuhan air Domestik seluruh penduduk Desa Gunung Ronggo (1136 KK) dan Desa Purwo Sekar sebanyak 2 RT (76 KK), serta untuk kebutuhan air irigasi di Desa Gunung Ronggo Seluas 72 Ha, dengan Pola Tanam Padi-Palawija. Sumber Jenon memiliki tampungan dengan keliling 159,13 m dan luas 649,1 m2. Dari Hasil pengukuran pada outlet kolam tampungan di dapatkan debit rata-rata air Sumber Jenon setelah dikurangi untuk kebutuhan air domestik adalah 139,2 l/dt. Berdasarkan kebutuhan air dari dinas ciptakarya, serta hasil informasi dari pengguna Kebutuhan air domestik untuk masyarakat kecamatan Tajinan adalah 60 l/orang/hari. Kebutuhan air domestik Desa Gunung Ronggo dan Sumber Sekar ( 2 RT) saat ini adalah 3,44 l/dt, kebutuhan air irigasi 123,84 l/dt dengan daerah layanan seluas 72 Ha,sehingga didapatkan Ketersediaan air total Sumber Jenon saat ini adalah 142,6 l/dt. Hasil Perhitungan proyeksi penduduk tahun 2030 menyatakan , jumlah penduduk Desa Gunung Ronggo adalah 4093 jiwa dan Desa Sumber Sekar (2 RT) adalah 399 Jiwa. Dari hasil perhitungan kebutuhan air domestik tahun 2030 adalah 4,1 l/dt. Kebutuhan air untuk irigasi desa Gunung Ronggo adalah 123,84 l/dt dengan asumsi luas areal irigasi tetap bertahan 72 Ha. Dari Perhitungan ketersediaan air dan kebutuhan air di dapatkan neraca air pada tahun 2018 adalah 15,33 l/dt dan pada Tahun 2030 adalah 14,7 l/dt. Hasil Analisa neraca air sampai dengan Tahun 2030, menyatakan bahwa air dari Sumber Jenon masih bisa dimanfaatkan untuk eksisting serta proyeksinya sampai tahun 2030 dan masih memiliki sisa potensi sebesar 10,45 liter/detik sehingga masih berpeluang di kembangkan untuk Seluruh Desa Gunung Ronggo, Purwo Sekar, Gunung Sari , Tajinan serta areal irigasi seluas 72 Ha, dengan neraca air surplus sebesar 1,37 l/dt.Kata-kata kunci : ketersediaan air;kebutuhan air; pemanfaatan air ABSTRACTSumber jenon is one of the potential sources that exist in Malang Regency, precisely in Gunung Ronggo Village, Tajinan District. Currently Jenon has been used to meet domestic water needs for all residents in Gunung Ronggo Village (1136 households) and 2 RT in Purwo Sekar Village (76 households), and for irrigation water needs in Gunung Ronggo Village, 72 hectares wide, with Pattern Padi-Palawija. At present Sumber Jenon has a 159.13 m3 storage area and 649.1 m2 of pool area. From the results of measurements at the storage pond outlet, the average discharge of Sumber jenon after being reduced for domestic water needs is 139.2 l / sec. Based on the water requirements of the Cipta Karya service, as well as the results of information from users, domestic water needs for the community of Tajinan sub-district are 60 l / person / day. Domestic water needs of Gunung Ronggo and Sumber Sekar Villages (2 RT) currently served by Sumber Jenon are 3.44 l / sec, irrigation water needs 123.84 l / sec with 72 Ha of service area, so the availability of Sumber Jenon total water source is 142.6 l / sec. Calculation Results of population projections in 2030 states, the population of Gunung Ronggo Village is 4093 people and Sumber Sekar Village (2 RT) is 399 people. From the results of the calculation, domestic water demand in 2030 is 4.1 l / sec. The water needs for the irrigation of Gunung Ronggo village is 123.84 l / sec with the assumption that the irrigation area will last 72 ha. From the calculation of water availability and water demand, the water balance surplus in 2018 is 15.33 l / sec and in 2030 is 14.7 l / sec. Water balance analysis results up to 2030, stated that the water from Sumber Jenon can still be used for existing and projected until 2030 and still has the remaining potential of 10.45 liters / second so that it is still likely to be developed for the entire Gunung Ronggo Village, Purwo Sekar , Gunung Sari, Tajinan and an area of 72 ha of irrigation, with a surplus water balance of 1.37 l / sec.

NERACA AIR DAS NANGALILI (WATER BALANCE ANALYSIS IN NANGALILI WATERSHED) Danang Bimo Irianto; Kiki Frida Sulistyani
Reka Buana : Jurnal Ilmiah Teknik Sipil dan Teknik Kimia Vol 3, No 1 (2018): EDISI MARET 2018
Publisher : Universitas Tribhuwana Tunggadewi Malang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.33366/rekabuana.v3i1.916

Nangalili Is a watershed that has a very wide area in WS Flores, it is 843.73 km2 and is located in two districts ,Manggarai and West Manggarai. Das Nangalili has a potential large water availability that is 595,449 Million m3 / year. The Nangalili watershed also has diverse water needs ranging from irrigation, livestock, household, urban, industrial and river maintenance. In Nangalili watershed there is also Irrigation Area with functional area of 3954Ha. Nangalili watershed is divided into 17 sub watersheds and its water balance calculations are held at 13 locations. From the anual water balance analisys, the result are deficit in 4 location and surplus in 9 location surplus with deficit in period 10 days in certain months with percentage of deficit between 16,7% until. 47.2%. • The deficit location on yearly basis are Wae Lombur Dam, Wae Sele's Bend, Wae Cewo's Bend and Bendung Wae Sesap.

Kajian Risiko Bencana Banjir dan Tanah Longsor untuk Desa-Desa di DAS Sembakung, Nunukan Kalimantan Utara Kiki Frida Sulistyani; Danang Bimo Irianto
Prosiding SENTIKUIN (Seminar Nasional Teknologi Industri, Lingkungan dan Infrastruktur) Vol 4 (2021): PROSIDING SENTIKUIN
Publisher : Fakultas Teknik Universitas Tribhuwana Tunggadewi

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Secara geografis DAS Sembakung merupakan DAS lintas negara, antara Indonesia dan Malaysia. Berdasarkan Pola Pengelolaan Sumber Daya Air Wilayah Sungai Sesayap, DAS Sembakung memiliki luas wilayah 9.518,78 km2 dengan persentase luas 47 % berada di Malaysia dan 53% di Indonesia. DAS Sembakung berada pada 3,631730o LU -5,092470o LU dan 115,863163o BT – 117,835782o BT. Banjir dan tanah longsor di DAS Sembakung terjadi setiap tahun, dengan 19 Desa terdampak, yang berada di 3 Kecamatan. Pada Kecamatan Lumbis Pansiangan, terdapat 5 desa terdampak banjir dan longsor yaitu desa Desa Ngawol, Desa Sumantipal, Desa Labang, Desa Bulu Laun Hilir dan Desa Lagas. Kecamatan Sembakung Atulai terdapat 6 desa terdampak banjir yaitu Desa Binanun, Liuk Bulu, Pulau Keras, Mambulu, Lubok Buat dan Katul. Kecamatan Sembakung terdapat 8 desa terdampak banjir yaitu Desa Butas Bagu, Labuk, Pagar, Tujung, Manuk Bungkul, Atap, Lubakan dan Tagul. Kajian resiko bencana banjir dan longsor di dasarkan pada penilaian terhadap parameter ancaman banjir, parameter ancaman longsor, parameter kapasitas desa menghadapi bencana dan parameter kerentanan dalam menghadapi bencana. Dari hasil perhitungan didapatkan, 5 desa yang ada di Kecamatan Lumbis Pansiangan masuk klasifikasi risiko tinggi, dan sisanya 14 desa yang ada di Kecamatan Sembakung Atulai dan Sembakung masuk dalam klasifikasi resiko sedang. Desa yang masuk klasifikasi risiko tinggi dan urutannya adalah Desa Labang, Sumatipal, Ngawol, Lagas dan Bulu Laun Hilir. Kata Kunci : parameter ancaman banjir; ancaman longsor; kapasitas; kerentanan; risiko bencana Abstract Geographically, the Sembakung watershed is a cross-country watershed between Indonesia and Malaysia. Based on the Water Resources Management Pattern of the Sesayap Basin, the Sembakung Watershed has an area of 9,518.78 km2 with a percentage of 47% of the area located in Malaysia and 53% in Indonesia. Sembakung watershed is located at 3.631730o North Latitude -5.092470o North Latitude and 115.863163o East Longitude – 117.835782o East Longitude. Floods and landslides in the Sembakung watershed occur every year, with 19 villages affected and three sub-districts. In Lumbis Pansiangan District, five villages are affected by floods and landslides, namely Ngawol Village, Sumantipal Village, Labang Village, Bulu Laun Hilir Village, and Lagas Village. There are 6 villages affected by the flood in Sembakung Atulai District, namely Binanun Village, Liuk Bulu, Keras Island, Mambulu, Lubok Create and Katul. There are 8 villages affected by the flood in Sembakung District, namely Butas Bagu, Labuk, Pagar, Tujung, Manuk Bungkul, Roof, Lubakan and Tagul villages. The study of flood and landslide risk is based on assessing the flood threat parameters, landslide threat parameters, village capacity parameters to face disasters, and vulnerability parameters in dealing with disasters. The calculation results found that five villages in Lumbis Pansiangan District were classified as high risk, and the remaining 14 villages in Sembakung Atulai and Sembakung districts were classified as moderate risk. Villages that are classified as high risk and in order are Labang, Sumatipal, Ngawol, Lagas and Bulu Laun Hilir villages

Perhitungan Neraca Air Intake Tualan Sebagai Landasan Peningkatan Kapasitas Layanan dan Pola Operasi Industri Pengolahan Sawit di PT. NSP Kotawaringin Timur Kiki Frida Sulistyani; Danang Bimo Irianto
Prosiding SENTIKUIN (Seminar Nasional Teknologi Industri, Lingkungan dan Infrastruktur) Vol 5 (2022): PROSIDING SENTIKUIN
Publisher : Fakultas Teknik Universitas Tribhuwana Tunggadewi

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PT. Nusantara Sawit Persada (NSP) merupakan industri pengolahan sawit yang berencana mengambil air dari Sungai Tualan yang merupakan anak Sungai dari sistem sungai yang ada di DAS Mentaya. Titik pengambilan berada di Desa Kabuau Kecamatan Parenggean, Kabupaten Kotawaringin Timur pada koordinat koordinat 2°6'13,10" LS , 112°47'49,50 BT . DAS Tualan memiliki luas 1.488 km2, dengan Panjang sungai utama 117,7 km. Tata Guna Lahan Dominan adalah pada DAS Tualan adalah Perkebunan sebesar 73,17%. Intake Tualan direncanakan melayani IPA dengan kapasitas produksi 20 liter/detik atau 1.2 m3/menit dengan pola operasi pengambilan air dilakukan selama 24 jam/hari dari jam 05:00 pagi sampai jam 05:00 pagi keesokan harinya dengan periode pengambilan selama 30 hari per bulan. Debit Andalan Q 90% pada Intake Tualan berkisar antara 4.68 m3/dt di musim terkering dan 87.1 m3/dt di musim hujan. Untuk debit Pemeliharaan Q 95% diambil dari nilai terkecil yaitu 4.48 m3/dt. Neraca air Intake Tualan menunjukkan dengan pemanfaatan 20 liter/detik dan tetap memenuhi kebutuhan debit pemeliharaan di musim hujan dan kemarau, bisa di simpulkan pemanfaatan sebesar 20 l/detik atau 1.2 m3 /menit dengan pola operasi 24 jam per hari dan 30 hari per bulan masih memungkinkan untuk dilakukan mengingat nilai neraca airnya masih surplus dengan nilai terkecil 0.174m3/detik di musim kemarau dan terbesar 32.171 m3/detik di musim hujan.

PENENTUAN KAPASITAS PENGAMBILAN PT.PSP BERDASARKAN ANALISA NERACA AIR SUB DAS CEMPAGA DAS MENTAYA WS MENTAYA KATINGAN Kiki Frida Sulistyani; Danang Bimo Irianto
Jurnal Qua Teknika Vol 13 No 1 (2023): Maret 2023
Publisher : Universitas Islam Balitar Blitar

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.35457/quateknika.v13i1.2681

PT Pelaran Sawit Perkasa (PSP) is located in Bukit Batu Village, Cempaga Hulu District, East Kotawaringin Regency, Central Kalimantan. PT PSP needs water for palm oil industry activities and raw water in employee settlements. PT PSP's intake is in the Cempaga watershed. The Cempaga Watershed has an area of 983.83 square kilometers, with the dominant land use of plantations amounting to 76.2% of the total watershed area. From the results of the FJ Mock analysis, the average discharge data for 15 days is between 30.12 m3/second to 108.36 m3/second. The maintenance discharge was calculated using the Flow Duration Curve method and obtained discharge rates ranging from 4.38 m3/second in the driest season to 56.96 m3/second in the rainy season. Intake Cempaga is planned to serve WTP with a production capacity of 16.7 liters/second or 1 m3/minute with an operational pattern of taking water for 20 hours/day and a collection period of 26 days per month. The results of the water balance at the Cempaga intake are surplus, with values between 0.42 m3/second to 26.21 m3/second.

ANALISIS NERACA AIR SEBAGAI UPAYA PENINGKATAN PEMANFAATAN AIR DI DAERAH ALIRAN SUNGAI MARTAPURA, PROVINSI KALIMANTAN SELATAN Kiki Frida Sulistyani; Danang Bimo Irianto
Jurnal Qua Teknika Vol 12 No 01 (2022): Maret 2022
Publisher : Universitas Islam Balitar Blitar

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.35457/quateknika.v12i01.2096

The water balance in Martapura watershed is calculated to maximise water utilization. The Martapura Watershed is located in Banjar Regency and Banjarmasin City. The utilization of Martapura River are for 6 irrigation area, 641 Ha fish ponds area, 25 Swamp Irrigation Areas, 7 intake for raw water, 8 intakes for industry and river maintenance using Q95%.Rainfall runoff calculation using the FJ Mock method. The Martapura watershed is divided into 10 sub-watersheds (sub-watershed A to sub-watershed J). Sub-watershed A is Riam Kanan Dam, so it uses outflow reservoir as inflow discharge. the average reservoir outflow discharge is 39,52 m3/s, except for the period from November I to December II. Reliable discharge calculation of water availability for other sub-watersheds uses flow duration curve method, for wet year discharge (Q20%), normal year discharge (Q50%) and dry year discharge (Q80%). Calculation of water balance using 2 type water demand, current water demand and potential increasing water demand. There are 3 type of water availability that used in this calculation, dry year discharge, wet year and normal year. The water balance is calculated for each sub-watershed and and followed with the calculation for the total Martapura watershed. The results of the calculation of the dry year water balance in total for one watershed are still in surplus, but the result calculation for each sub-watershed show that there is a deficit in sub-watershed B in November I – December II, due to the small discharge from Riam Kanan Reservoir. In dry years, raw and industrial water flow cannot be increased, but irrigation can be increased in the second planting season, covering an area of 2.065 ha in DI and 5.416 ha in DIR. The calculation of the water balance in a normal year, in total the Martapura watershed is still in surplus, but the result calculation for each sub-watershed shows that there is a deficit in sub-watershed B in November I - December II. In normal year discharge, raw water can still be increased by 1,11 m3/sec and irrigation area increase in planting season I, 328 Ha and 2.912 Ha in planting season II, while in swamp irrigation area there is an increase in area of 648 Ha in planting season I and 5.416 Ha in planting season II. The results of the calculation of the wet year water balance were in total surplus, but each sub-watershed experienced a deficit in sub-watershed B in November I – December II. For this wet year, the raw water can be increased by 2,76 m3/sec for irrigation area, there is an increase of 328 Ha in planting season I and 3.862 in planting season II, while in swamp irrigation area there is an increase of 648 Ha in planting season I and 5.416 Ha in planting season II.

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