scholarly journals Characteristics of Flood Water Level Based on Hydrologic Soil Group Analysis in Temef Watershed

2020 ◽  
Vol 437 ◽  
pp. 012005
Author(s):  
D. Frangky B. Welkis ◽  
Ferry Moun ◽  
Iki Lobo ◽  
Denik Sri Krisnayanti
Keyword(s):  
Water Level ◽  
Group Analysis ◽  
Flood Water ◽  
Soil Group ◽  
Hydrologic Soil Group

scholarly journals Prediction in flood water level of river courses with vegetation.

1992 ◽  
pp. 17-24 ◽  
Author(s):  
Shoji FUKUOKA ◽  
Kohichi FUJITA ◽  
Hiroshi NIIDA
Keyword(s):  
Water Level ◽  
Flood Water

scholarly journals ANALISIS TINGGI MUKA AIR BANJIR DAS BELAWAN DENGAN MENGGUNAKAN SOFTWARE HECRAS

2018 ◽  
Vol 7 (1) ◽  
pp. 26-29
Author(s):  
Asril Zevri
Keyword(s):  
Water Level ◽  
Cross Section ◽  
Return Period ◽  
Industrial Development ◽  
Daily Rainfall ◽  
Flood Water ◽  
Flood Discharge ◽  
Flood Level ◽  
Maximum Daily Rainfall ◽  
River Cross Section

Abstract: Belawan River Basin is one of the watershed, which currently change the land use because of the increasing population and industrial development. Rainfall with high intensity can cause rapid runoff, causing flood around the plains of the river cross section. The purpose of this research is to determine the flood water level of Belawan Watershed and flood discharge return period. Scope of activity in this research is analyzing daily rainfall Belawan watershed with the flood-discharge return period. Scope of activity in this research is analyzing maximum daily rainfall Belawan Watershed, and simulating flood water level with HECRAS. The result of the study shows that the potency of Belawan watershed flood water level is caused by flood discharge at 25 to 100 years especially in the middle to downstream of river cross section that is between 0.7 m and 3.3 m. Keywords: Flood Discharge, Flood Level, Belawan Watershed, Software HECRAS. Abstrak: Daerah Aliran Sungai Belawan adalah salah satu DAS yang pada saat ini mengalami perubahan tata guna lahan seiring bertambahnya jumlah penduduk dan perkembangan industri. Curah hujan yang tinggi dapat mengakibatkan limpasan sehingga menimbulkan tinggi muka air banjir di sekitar dataran penampang sungai. Tujuan dari penelitian ini adalah untuk mensimulasi tinggi muka air banjir DAS Belawan dengan debit banjir periode kala ulangnya. Lingkup kegiatan dalam penelitian ini yaitu menganalisa curah hujan harian maksimum rata-rata DAS Belawan dan menganalisa debit banjir kala ulang 2 sampai dengan 100 tahun, mensimulasi tinggi muka air banjir dengan HECRAS. Hasil studi menunjukan potensi tinggi muka air banjir DAS Belawan terjadi akibat debit banjir periode kala ulang 25 sampai dengan 100 tahun khususnya  di bagian tengah sampai hilir penampang sungai yaitu berkisar antara 0.7 m sampai dengan 3.3 m. Kata kunci: Debit banjir, Tinggi Banjir, DAS Belawan, Software HECRAS.

scholarly journals PERENCANAAN EMBUNG GUWOREJO KECAMATAN TAROKAN KABUPATEN KEDIRI

2019 ◽  
Vol 12 (1) ◽  
pp. 59
Author(s):  
Yuono Mugi Kuncoro ◽  
Djoko Trijanto ◽  
Medi Efendi
Keyword(s):  
Water Level ◽  
Dry Season ◽  
Topographic Maps ◽  
Effective Capacity ◽  
Water Volume ◽  
Capacity Analysis ◽  
Flood Water ◽  
Initial Design ◽  
Hydrologic Analysis ◽  
Downstream Slope

In dry season Tarokan Sub-district of Kediri, often suffers from drought, so a small dam (embung) was required. The objectives of the study are to determine the dimension of the dam, its spillway and to analyze its stability. The required data were of rainfall, topographic maps, soil, and population.The initial design was hydrologic analysis by finding out the planned discharge Q50 and determining the water volume of inflow. To determine the effective catchment ponds, capacity analysis using topographical data and comparing the volume of water available. And analysis of spillway to determine the flood water level.The analyses result, the amount of the water needs of a population of 258.854.400m3, and the magnitude of the draft Q50 discharge of in 4.027 m3/sec (The  room  for  sediment  is  29,234.9 m3  at  elevation  1 m from the bottom of the pool); 390,000m3 effective capacity at +131.75 elevation, and flood water level at +132.75 elevation. The dimension of embung main dam is 6 m deep; embung crest at +133.00 elevation ; 3m wide embung crest ; 1:3 upstream slope; 1 : 2.25 downstream slope ; 10 m wide spillway channel 1 : 1 slope of wall of spillway channel ; and crest of spillway at +131.75. Geostudio software was used to calculate the figures safety against sliding. Keywords: embung, spillway, embung dimensions, slope stabilty

scholarly journals METHODOLOGY FOR HYDRAULIC CALCULATION OF RIVER REGULATION AND DETERMINATION OF DIKE PARAMETERS

2017 ◽  
Vol 16 (4) ◽  
pp. 298-303
Author(s):  
E. I. Mikhnevich
Keyword(s):  
Water Level ◽  
Water Flow Rate ◽  
Flood Plain ◽  
River Regulation ◽  
Hydraulic Calculation ◽  
Design Parameters ◽  
Flood Water ◽  
River Bed ◽  
Belt Width

Territory protection against flood water inundation and creation of polder systems are carried out with the help of protection dikes. One of the main requirements to the composition of polder systems in flood plains is a location of border dikes beyond meander belt in order to avoid their erosion when meander development occurs. Meander belt width can be determined on the basis of the analysis of multi-year land surveying pertaining top river-bed building and in the case when such data is not available this parameter is calculated in accordance with the Snishchenko formula. While banking-up a river bed a flooded area is decreasing and, consequently, water level in inter-dike space and rate of flood water are significantly increasing. For this reason it is necessary to locate dikes at a such distance from a river bed which will not cause rather high increase in water level and flow velocity in the inter-dike space. Methodology for hydraulic calculation of river regulation has been developed in order to substantiate design parameters for levee systems, creation of favourable hydraulic regime in these systems and provision of sustainability for dikes. Its main elements are calculations of pass-through capacity of the leveed channel and rise of water level in inter-dike space, and distance between dikes and their crest level. Peculiar feature of the proposed calculated formulae is an interaction consideration of channel and inundated flows. Their mass-exchanging process results in slowing-down of the channel flow and acceleration of the inundated flow. This occurrence is taken into account and coefficients of kinematic efficiency are introduced to the elements of water flow rate in the river channel and flood plain, respectively. The adduced dependencies for determination of a dike crest level (consequently their height) take into consideration a rise of water level in inter-dike space for two types of polder systems: non-inundable (winter) dikes with maximum spring flood rate and inundable (summer) dikes with summer-autumn flood rates. The proposed calculated formulae can be recommended for application at design organizations.

Analisa Kapasitas Penampang Sungai Kali Gunting Di Kabupaten Jombang

2018 ◽  
Vol 9 (2) ◽  
pp. 80-85
Author(s):  
Saiful Arfaah ◽  
Iswinarti
Keyword(s):  
Water Level ◽  
River Water ◽  
Cross Section ◽  
Return Period ◽  
Flood Mitigation ◽  
Mitigation Measures ◽  
Flood Water ◽  
Flow Parameters ◽  
Flood Discharge ◽  
Level Profile

The cause of flooding in the watershed area, one of which is caused by the inability of the river profile to accommodate the existing discharge (overflow). This research is intended to examine flood discharge and flood water level profile of Kali Gunting as a first step to determine flood mitigation solutions. Analysis of flood water level profiles using the Hec-Race 4.0 modeling program. With the help of this program, it is expected to be able to accommodate the flow parameters that are so complex. After modeling and knowing the capabilities of each part (cross section), this result will be a technical reference in determining flood mitigation measures. From the results of the study, the analysis of the potential for flooding in the scissor area was obtained as a result of the flood discharge capacity at scissors times = 301.00m3 / dt, and the emission times = 136.66m3 / dt for the 50th return period. The results of the Q50th calculation show that the condition of K. Scissors P0-P36 river water overflows / floods because the flood water level is above the eksesting embankment, while P36-P46 does not overflow / does not flood because the flood water level is below the eksesting dike. K. Panir condition P0-P48 river water overflows / floods because the flood water level is above the eksesting embankment, while P48-P60 does not overflow / does not flood because the flood water level is below the eksesting embankment

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