scholarly journals Generation of IDF Equation from Catchment Delineation Using GIS

2020 ◽  
Vol 6 (3) ◽  
pp. 540-547 ◽  
Author(s):  
Mahmud Al Islam ◽  
Hasibul Hasan
Keyword(s):  
Return Period ◽  
Surface Runoff ◽  
Urban Areas ◽  
Peak Discharge ◽  
Rainfall Data ◽  
Stream Length ◽  
Rainfall Analysis ◽  
Time Of Concentration ◽  
Type Iii ◽  
Pearson Type

The study was intended to find out the catchment characteristics of an area and the IDF (Intensity-Duration-Frequency) analysis of rainfall of that area using Gumbel method and Log Pearson type III method. In different studies, the IDF equations are generated for an area without acknowledging the catchment, stream length of the catchment and the time of concentration. In our study the Digital Elevation Map (DEM) of Dhaka was used. The DEM was analyzed using QGIS to find out different catchments, catchment area, catchment slope, stream length etc. The rainfall data of 18 years was collected from BMD (Bangladesh Meteorological Department) at 24 hours’ interval. This rainfall data was analyzed using Gumbel method and Log Pearson Type III method because these methods give accurate prediction for return period more than the range of the acquired data. The return period was taken as 2 years,5 years,10 years,25 years,50 years and 100 years. Finally, the intensity for different return period was plotted against the duration of the rainfall to find out the IDF curve. For any kind of rainfall analysis to find the peak discharge for designing storm sewage lines, small hydraulic structures or calculating surface runoff, infiltration, sub-surface runoff, discharge at rivers or water bodies, the derived IDF equations can be used. Even to find out peak discharge with a return period more than 18 years these set of equation can be used. This method can also be used in other sub urban or urban areas to find out the time of concentration of that catchment and IDF relationships for short duration rainfalls.

scholarly journals Flood Frequency Analysis for Burhi Gandak River Basin

2020 ◽  
pp. 82-89
Author(s):  
Kuldeepak Pal ◽  
Kanhu Charan Panda ◽  
Gaurav Sharma ◽  
Suryansh Mandloi
Keyword(s):  
Frequency Analysis ◽  
Return Period ◽  
Stream Flow ◽  
Flood Frequency ◽  
Peak Discharge ◽  
Flood Frequency Analysis ◽  
Discharge Data ◽  
Type Iii ◽  
Pearson Type ◽  
Pearson Type Iii Distribution

The study is aimed at finding the best distribution to match the steam flow and calculation of magnitude and frequency of flow. In the current study, we have used several statistical distributions to find the best fit distribution for stream flow and used flood frequency analysis techniques to find the magnitude and frequency of stream flow and non-exceedance probability of peak discharge. The study has been performed at Sikandarpur and Rosera gauging sites of BurhiGandak River. Historical (50 years) maximum annual peak discharge data of each station are used for statistical analysis for estimating maximum peak discharge in 5, 10, 25, 50, 100 year return period. In this study, Lognormal distribution, Galton distribution, Gamma distribution, Log Pearson Type III distribution, Gumbell distribution, Generalised extreme values distribution have been considered to describe the annual maximum stream flow. Flood frequency analysis methods were used for estimating the magnitude of the extreme flow events and their associated return periods. For both Sikandarpur and Rosera stations, Log Pearson type III distributions showed the lowest value of K–S and Chi-square test statistic. The annual probable peak discharge for 5, 10, 25, 50, and 100 years return period is calculated for each distribution. The most suitable distribution for both the stations is found to be the log-Pearson type III distribution.

scholarly journals Analyses of flood peak discharge in Cimadur river basin, Banten Province, Indonesia

2021 ◽  
Vol 331 ◽  
pp. 08006
Author(s):  
Arniza Fitri ◽  
Muhammad Shubhi Nurul Hadie ◽  
Adelia Agustina ◽  
Dian Pratiwi ◽  
Susarman ◽  
...  
Keyword(s):  
River Basin ◽  
Return Period ◽  
Daily Rainfall ◽  
Annual Rainfall ◽  
Rainfall Distribution ◽  
Flood Peak ◽  
Type Iii ◽  
Pearson Type ◽  
Catchment Areas ◽  
Peak Discharges

Cimadur river basin is one of the most important catchment areas in Lebak District, Banten Province. For the past few years, the catchment has experienced floods during the rainy season. The big issue of flooding has been recorded recently in December 2019 which has caused damage and negative impacts to the local people and surrounding community. This study aims to analyze the possibility of flood peak discharges in the catchment area of the Cimadur river. The flood discharges are calculated for 2, 5, 10, 25, 50, and 100 years return period based on the daily rainfall data from the year 2011 to 2020. The rainfall and land use data are obtained from PT Saeba Consultant. In this study, the hydrological analyses are including 1) analyses of average annual rainfall using the Thiessen method; 2) analyses of rainfall distribution and estimation of design rainfall by considering three methods involving: Log-Normal, Log Pearson Type III, and Gumbel Type 1; and 3) analyses of flood discharges by adopting Nakayasu Synthetic Hydrograph Unit (SHU). The rainfall distribution analyses show that the Log Pearson Type III provided the best fit. Based on the flood peak discharges analyses, the results show that the flood discharges for the 5, 10, 25, and 50 years return period in the Cimadur river basin are 470.71 m3/s, 560.16 m3/s, 698 m3/s, and 820.4 m3/s, respectively.

Flood Frequency Analysis of the Mahi Basin by Using Log Pearson Type III Probability Distribution

2019 ◽  
Vol 2 (2) ◽  
Author(s):  
Uttam Pawar ◽  
Pramodkumar Hire
Keyword(s):  
Probability Distribution ◽  
Frequency Analysis ◽  
Return Period ◽  
Flood Frequency ◽  
Flood Frequency Analysis ◽  
Series Data ◽  
Period Range ◽  
Type Iii ◽  
Pearson Type ◽  
Data Points

Flood frequency analysis is one of the techniques of examination of peak stream flow frequency and magnitude in the field of flood hydrology, flood geomorphology and hydraulic engineering. In the present study, Log Pearson Type III (LP-III) probability distribution has applied for flood series data of four sites on the Mahi River namely Mataji, Paderdi Badi, Wanakbori and Khanpur and of three sites on its tributaries such as Anas at Chakaliya, Som at Rangeli and Jakham at Dhariawad. The annual maximum series data for the record length of 26-51 years have been used for the present study. The time series plots of the data indicate that two largest ever recorded floods were observed in the year 1973 and 2006 on the Mahi River. The estimated discharges of 100 year return period range between 3676 m3/s and 47632 m3/s. The return period of the largest ever recorded flood on the Mahi River at Wankbori (40663 m3/s) is 127-yr. The recurrence interval of mean annual discharges (Qm) is between 2.73-yr and 3.95-yr, whereas, the return period of large floods (Qlf) range from 6.24-yr to 9.33-yr. The magnitude-frequency analysis curves represent the reliable estimates of the high floods. The fitted lines are fairly close to the most of the data points. Therefore, it can be reliably and conveniently used to read the recurrence intervals for a given magnitude and vice versa.

scholarly journals Analisis Debit Puncak Sungai Lubuk Banyau Kabupaten Bengkulu Utara Menggunakan Metode Hidrograf Satuan Sintetik

2020 ◽  
Vol 12 (2) ◽  
pp. 83-90
Author(s):  
Agam Sanjaya
Keyword(s):  
Return Period ◽  
Rainfall Intensity ◽  
Peak Discharge ◽  
Peak Time ◽  
Type I ◽  
Unit Hydrograph ◽  
Distribution Method ◽  
Pearson Type ◽  
Synthetic Unit Hydrograph ◽  
Log Normal

ANALISIS DEBIT PUNCAK SUNGAI LUBUK BANYAU KABUPATEN BENGKULU UTARA DENGAN MENGGUNAKANMETODE HIDROGRAF SATUAN SINTETIK Agam Sanjaya I1), Khairul Amri II2), Muhammad Fauzi III3) 1) 2) 3)Jurusan Teknik Sipil, Fakultas Teknik UNIB Jl. W.R. Supratman, Kandang Limun, Kota Bengkulu 38371, Telp. (0736)344087e-mail: [email protected], [email protected] , [email protected] aliran sungai (DAS) Sungai Lubuk banyau merupakan salah satu DAS yang berada di Bengkulu Utara. DAS Sungai Lubuk banyau mengalir dari daerah hulu yang terletak diwilayah Kabupaten Bengkulu utara. Tujuan dari penelitian ini adalah menganalisa debit puncak rencana akibat intensitas curah hujan pada DAS Lubuk Banyau dalam menganalisis hidrologi dengan menggunakan metode Hidograf Satuan Sintetik (HSS) Gama I, HSS Nakayasu dan HSS Snyder. Berdasarkan hasil perhitungan dari penelitian ini distribusi frekuensi terhadap tiga metode curah hujan, yaitu metode ditribusi Gumbel Tipe I, Log Pearson Tipe III dan Log Normal maka metode yang digunakan untuk perhitungan curah hujan rencana pada penelitian ini adalah Metode Gumbel Tipe I dengan periode ulang 2, 5, 10, 25, 50 dan 100 tahun, yaitu 181,164 mm, 275,356 mm, 337,709 mm, 416,518 mm, 474,974 mm dan 532,998 mm. Dari hasil analisis hidrologi pada penelitian diperoleh debit puncak pada DAS Lubuk Banyau untuk periode ulang 100 tahun dengan metode HSS Snyder adalah 1531,111 m3/detik dengan waktu puncak sebesar 5 jam merupakan debit puncak yang paling besar diantara HSS Gama I dan Nakayasu. untuk hasil debit puncak dengan metode HSS Gama I adalah 776,91m3/detik dengan waktu puncak sebesar 4 jam dan HSS Nakayasu 1023,87 dengan waktu puncak 2,46 jam. Maka didapatkan tinggi permukaan air pada DAS Lubuk Banyau yaitu 1,134 m.Kata kunci: hidrograf satuan sintetik, debit puncak, gama I, nakayasu, dan snyderAbstractWatershed Lubuk Banyau is one of the watersheds in North Bengkulu. The Lubuk River watershed flows from the upstream area located in the northern Bengkulu regency. The purpose of this study is to analyze the planned peak discharge due to rainfall intensity in the Lubuk Banyau watershed in analyzing hydrology using the Synthetic Unit Hydrograph (HSS) method of Gama I, HSS Nakayasu and HSS Snyder. Based on the results of calculations from this study the frequency distribution of three rainfall methods, namely the Gumbel Type I distribution method, Pearson Type III Log and Normal Log, the method used for calculating the planned rainfall in this study is the Gumbel Type I method with a return period of 2, 5, 10, 25, 50 and 100 years, namely 181,164 mm, 275,356 mm, 337,709 mm, 416,518 mm, 474,974 mm and 532,998 mm. From the results of the hydrological analysis in the study, the peak discharge in the Lubuk Banyau watershed for a 100-year return period with the Snyder HSS method was 1531,111 m3 / second with a peak time of 5 hours being the largest peak discharge between Gama I and Nakayasu HSS. for the peak discharge using the HSS Gama I method is 776.91m3 / sec with a peak time of 4 hours and Nakayasu HSS of 1023.87 with a peak time of 2.46 hours. Then the water level obtained at the Lubuk Banyau watershed is 1,134 m.Keywords: synthetic unit hydrograph, peak discharge gama I, nakayasu, and snyder.

scholarly journals ANALISIS DEBIT PUNCAK SUNGAI AIR TETAP KABUPATEN KAUR DENGAN PENDEKATAN METODE HIDROGRAF SATUAN SINTESIK (HSS)

2020 ◽  
Vol 12 (1) ◽  
pp. 30-36
Author(s):  
Roy Martin ◽  
Muhammad Fauzi ◽  
Khairul Amri
Keyword(s):  
Frequency Distribution ◽  
Daily Rainfall ◽  
Peak Discharge ◽  
Rainfall Data ◽  
Peak Time ◽  
Type I ◽  
Return Periods ◽  
Distribution Method ◽  
Type Iii ◽  
Input Material

The  Tetap Watershed covers an area of 12967 hectares (Ha) and is located in Kaur Regency, Bengkulu Province. The purpose of this study was to obtain peak discharge due to the intensity of rainfall in the Fixed Watershed using the HSS Gama 1, HSS Nakayasu and HSS Snyder methods. Estimated amount of peak discharge is input material for water building planning. Hydrological analysis to obtain peak discharge in this way uses daily rainfall data for 10 years. Based on the calculation of the frequency distribution of the 3 rainfall methods, namely the Gumbel Type I distribution method, Pearson Log Type III, and Normal Log, the method used for the calculation of the planned rainfall is the Gumbel Type I Method with return periods 2, 5, 10, 25, 50 and 100 years, that is 87,566 mm; 114,867 mm; 132,940 mm; 155,782 mm; 172,785 mm and 189,543 mm. From the results of the hydrological analysis, the peak discharge in the Fixed Watershed using the HSS Gama 1 Method for return periods 2, 5, 10, 25, 50, and 100 years is 95.93 mm; 117.40 mm; 136.41 mm; 156.23 mm; 170.81 mm and 185.36. Nakayasu HSS method for return periods of 2, 5, 10, 25, 50, and 100 years in the amount of 90.65 mm; 126.21 mm; 142.92 mm; 160.76 mm; 185.05 mm and 202.45. Snyder HSS method for return periods of 2, 5, 10, 25, 50, and 100 years that is equal to 81.79 mm; 94.71 mm; 110.17 mm; 122.33 mm; 133.60 mm and 144.85. The Nakayassu HSS method, which is 202.45 m3 / second with a peak time of 2.57 hours, is the largest and for the Snyder HSS results the smallest of the two other methods, namely 144.85 m3 / second with a peak time of 5.732 hours.

scholarly journals PEMODELAN HIDROLOGI DENGAN MENGGUNAKAN WMS (WATERSHED MODELING SYSTEM), DAERAH KAJIAN DI DAS CILIWUNG HULU

2015 ◽  
Vol 16 (1) ◽  
pp. 1
Author(s):  
Destianingrum Ratna P ◽  
M. Bayu Rizky Prayoga ◽  
Ardila Yananto
Keyword(s):  
Water Resources ◽  
Return Period ◽  
Rainfall Intensity ◽  
Hydrological Cycle ◽  
Watershed Modeling ◽  
Peak Discharge ◽  
Main Stream ◽  
Runoff Coefficient ◽  
Hydrological Models ◽  
Stream Length

Intisari  Permasalahan sumberdaya air dari hari ke hari semakin memburuk, baik kualitas maupun kuantitas air. DAS sebagai wadah dari berbagai komponen biosfer yang saling berinteraksi memegang peranan yang penting dalam siklus hidrologi dan fungsi penyediaan air. Berbagai macam model hidrologi telah dikembangkan, Model-model tersebut bisa digunakan untuk memecahkan permasalahan sumberdaya air tersebut. Salah satu model yang bisa digunakan adalah model rasional yang terdapat dalam Waterhsed Modeling System (WMS). Tujuan dari penelitian ini adalah untuk melakukan ekstraksi karakteristik DAS dan mengestimasi nilai debit puncak DAS Ciliwung Hulu berdasarkan nilai curah hujan beberapa kala ulang dengan menggunakan Watershed Modelling System. Dari hasil penelitian didapatkan bahwa karakteristik DAS yang dapat diekstraksi dengan menggunakan WMS adalah luas DAS, panjang sungai utama, kemiringan DAS, dan kemiringan aliran  sungai. Nilai koefisien aliran permukaan DAS Ciliwung Hulu adalah sebesar  0,72. Nilai intensitas hujan untuk kala ulang 2 tahun sebesar 117 mm/jam, kala ulang 5 tahun sebesar 135 mm/jam, kala ulang 10 tahun sebesar 143 mm/jam, kala ulang 25 tahun sebesar 152 mm/jam, kala ulang 50 tahun sebesar 157 mm/jam, dan kala ulang 100 tahun sebesar 162 mm/jam. Untuk nilai estimasi debit puncak di DAS Ciliwung Hulu, untuk kala ulang 2 tahun sebesar 735, 588 m3/detik, untuk kala ulang 5 tahun sebesar 852,713 m3/detik, untuk kala ulang 10 tahun sebesar 904,363 m3/detik, untuk kala ulang 25 tahun sebesar 959,448 m3/detik, untuk kala ulang 50 tahun sebesar 992,448 m3/detik dan untuk kala ulang 100 tahun sebesar 1.023,313 m3/detik.Abstract  Water resources problems are getting worse from by the day, both the quality and quantity of water. Watershed as a container of various components of the interacting biosphere is playing an important role in the hydrological cycle and water supply functions. Various kinds of hydrological models have been developed. The models can be used to help solving the water resources problems. One of models that can be used are contained in Watershed Modeling System (WMS) is Rational Method. The purpose of this study was to perform the extraction of watershed characteristics and estimate the peak discharge in Ciliwung Hulu Watershed based on the value of rainfall in some return period by using the Watershed Modeling System. The results of study show that the characteristics of the watershed that can be extracted by using WMS are watershed area, main stream length, the slope of the watershed, and the slope of the river. Runoff coefficient value of Ciliwung Hulu Watershed is 0,72. Rainfall intensity value for 2-year return period is 117 mm/h, when the 5-year return period is 135 mm/h, when the 10-year return period is 143 mm/h, when the 25-year return period is 152 mm/h, when the 50-year return periods 157 mm/h, and when 100-year return period is 162 mm/hour. For the estimated value of the peak discharge in Ciliwung Hulu watershed for 2-year return period amounted to 735,588 m3/sec, for 5-year return period amounted to 852,713 m3/sec, for a 10-year return period amounted to 904,363 m3/sec, for a 25 year return period amounted to 959,448 m3/sec, for 50-year return period amounted to 992,448 m3/sec and for 100 years return period amounted to 1023,313 m3/sec.

scholarly journals The Effect of Involving Exceptional Outlier Data on Design Flood Magnitude

2015 ◽  
Vol 10 (2) ◽  
pp. 698-706
Author(s):  
Bagher Heidarpour ◽  
Bahram Saghafian ◽  
Saeed Golian
Keyword(s):  
Return Period ◽  
Rare Events ◽  
Flood Frequency ◽  
The Other ◽  
Flood Frequency Analysis ◽  
Data Series ◽  
Design Flood ◽  
Type Iii ◽  
Pearson Type ◽  
Outlier Data

The term "outlier" is generally used to refer to single data points that appear to depart significantly from the trend of the other data. Outliers are classified into three types: incorrect observations, rare events resulting from essentially the same phenomena as the other maxima, and rare events resulting from a different phenomenon. Flood frequency analysis was first performed on complete data series (including the outlier) and then on the series with the outlier removed. Results revealed that omission of the outlier data didn’t affect the probability distribution function (Log-Pearson type III), but the design discharge reduced by 60 percent in 10000 year return period from 3320 (m3/s) to 1340 (m3/s). Furthermore, the method proposed by the U.S. Water Resources Council (WRC), and the HEC-SSP software were applied in order to compose outlier data with other systematic data and to modify the parameters of the statistical distribution. Using WRC method, the estimated 10000-year flood was equaled to 1907 (m3/s) by designating the outlier as the 200-year return period and revising the parameters of Log-Pearson type III distribution; that is about 43 percent decrease over the scenario involving the outlier.

scholarly journals Review of Surface Runoff in Flood Risk Areas of Makassar Citythrough Modified Rational Methods

2019 ◽  
Vol 6 (2) ◽  
pp. 114
Author(s):  
Andi Muhammad Subhan ◽  
Zulvyah Faisal ◽  
Ratna Musa
Keyword(s):  
Disaster Management ◽  
Return Period ◽  
Flood Risk ◽  
Surface Runoff ◽  
Rational Method ◽  
Rainfall Data ◽  
Risk Area ◽  
Risk Areas ◽  
Runoff Discharge ◽  
National Disaster

The purpose of this research was to determine the surface runoff and the puddle  in the of flood risk area in Manggala village. Modified Rational Method had been applied to determine runoff discharge. While, flood risk areas were based on the map from National Disaster Management (BPBD Kota Makassar, 2014). Rainfall data of Manggala village wascollected from 2009 to 2018 from three stations, they areBiringRomang, Panakukkang, and TamangapaKassi. Therefore,  a Thiessen method had been applied to determine the rainfall area.Research results shown that runoff discharge for return period 5 years was185.38 m3/s, with height around 0,50 to 2,00 m.

scholarly journals Assessing Flood Risk of the Chao Phraya River Basin Based on Statistical Rainfall Analysis

2020 ◽  
Vol 15 (7) ◽  
pp. 1025-1039
Author(s):  
Shakti P. C. ◽  
Mamoru Miyamoto ◽  
Ryohei Misumi ◽  
Yousuke Nakamura ◽  
Anurak Sriariyawat ◽  
...  
Keyword(s):  
River Basin ◽  
Return Period ◽  
Flood Risk ◽  
Rain Gauge ◽  
Sustainable Growth ◽  
Type I ◽  
Type Iii ◽  
Pearson Type ◽  
Basin Scale ◽  
Chao Phraya River

The Chao Phraya River Basin is one of the largest in Asia and is highly vulnerable to water-related disasters. Based on rainfall gauge data over 36 years (1981–2016), a frequency analysis was performed for this basin to understand and evaluate its overall flood risk; daily rainfall measurements of 119 rain gauge stations within the basin were considered. Four common probability distributions, i.e., Log-Normal (LOG), Gumbel type-I (GUM), Pearson type-III (PE3), and Log-Pearson type-III (LP3) distributions, were used to calculate the return period of rainfall at each station and at the basin-scale level. Results of each distribution were compared with the graphical Gringorten method to analyze their performance; GUM was found to be the best-fitted distribution among the four. Thereafter, design hyetographs were developed by integrating the return period of rainfall based on three adopted methods at basin and subbasin scales; each method had its pros and cons for hydrological applications. Finally, utilizing a Rainfall-Runoff-Inundation (RRI) model, we estimated the possible flood inundation extent and depth, which was outlined over the Chao Phraya River Basin using the design hyetographs with different return periods. This study can help enhance disaster resilience at industrial complexes in Thailand for sustainable growth.

scholarly journals Analysis of Cross-Sectional Capacity of the Jambi River in the Muaro Jambi Temple About Various Times of Flooding Using HEC-RAS Software

2021 ◽  
Vol 004 (02) ◽  
pp. 127-140
Author(s):  
Putri Mayasari ◽  
Freddy Ilfan ◽  
Yasdi Yasdi ◽  
Rimba Rimba
Keyword(s):  
Water Level ◽  
Return Period ◽  
Unit Hydrograph ◽  
Cross Sectional ◽  
Tourist Attractions ◽  
Type Iii ◽  
Flood Discharge ◽  
Temple Complex ◽  
Pearson Type ◽  
Synthetic Unit Hydrograph

Jambi River is one of the rivers located in the Muaro Jambi Temple Complex Area, Muaro Jambi Regency, Jambi Province. Muaro Jambi Temple is one of the tourist attractions in Jambi Province. This study aims to find the capacity of Jambi River tested by planned flood discharge utilizing (synthetic unit hydrograph) HSS Nakayasu method for a return period of two, five, ten, twenty-five, fifty and hundred years. HEC-RAS software used to analyse the water level in the Jambi River towards the flood potential that causes the submerging of the Kedaton Temple building. This research used the log Pearson type III method to calculate the planned rain return period and used the Nakayasu synthetic unit method to calculate the planned flood discharge. The analysis showed that the Jambi River could not load the flood discharge in the five, ten, twenty-five, fifty, and one hundred years return period at several measurement points: river sta-1, river sta-2 and river sta-5. The floodwater level did not cause the Kedaton Temple building to be flooded from the simulation result

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