Flood Discharge Plan Research Articles

Hydrological analysis of moveable weir planning for tidal flood handling in Cilacap, Central Java

Global warming resulting in climate change has become a new disaster in the world. One of the changes in climate is the rise of sea water to land surface, which causes tidal flooding. One area that experienced tidal flooding was Kawunganten District, Cilacap, Central Java Province. The area is traversed by the Parit River with the river estuary located in Ujungmanik Village. The problem of tidal flooding in Kawunganten District can be overcome by constructing a moveable weir in the estuary of the Parit River. In planning on the moveable weir, a hydrological analysis is needed to determine the flood discharge plan. Rainfall data used as a basis for calculation of flood discharge at the study site is rainfall data from 3 observation stations namely Cilacap Station, Majenang Station and Ujungbarang Station with the recording period from 2009 to 2018. Calculation of rainfall plan is done using the Pearson Log Method III with a value of T100 = 165.463 mm. The results of the calculation of the flood discharge plan with the haspers method Q100 = 280.989 m3/sec, while the weduwen method Q100 = 132.804 m3/sec and the HSS Nakayasu method Q100 = 102.444. Furthermore, an analysis of tides on the coast of Cilacap Regency with the results of MWL (Mean Water Level) = 110 cm, LWL (Low Water Level) = 20 cm, HWL (High Water Level) = 220 cm.

Application Research of Mathematical Model in Tallo River Flood Analysis

Rivers are natural elements, and rivers play an important role in shaping the style of the community. The Tallo River in Makassar has advantages in economy, entertainment and transportation. But almost every year, the area along the river is always flood. this probelm can be solved by examine the phenomena and conditions of the level of flood watersheds vulnerability using hydrological approach through Muskingum kinematic methods, which is a common flood routing methods. By approaching the hydrological conditions of the Tallo river watershed, the results of this study are expected to provide the best alternative treatment options. The flood discharge value is executed based on the rainfall data that collected from three stations along the river namely Hasanuddin, Malino and Senre. After that, the flood discharge plan is conducted to obtaing the outflow value by using the inflow value through Muskingum method. The length of the river considered in this study is about 20 km, and it is divided into 5 segments every 4 km. The x value is between 0.1 and 0.3, and the K value is between 0.16-0.57. The obtained maximum flood discharge from the Muskingum calculation for the 2-year return period occurred at 801,330 m3/sec with an X value = 0.1 and K = 0.58.

Diversion canal to decrease flooding at Kemuning river, Sampang district

Flooding occurs when rain runoff water cannot be accommodated by a river, due to the flow of water that exceeds its drainage capacity. Flooding can occur anywhere, one of which occurs in the Kemuning river, Sampang Regency. The existing ag factor of the river profile that is experiencing siltation is also a cause of flooding, especially in the rainy season. This study aims to reduce flood discharge in the Kemuning river by planning a diversion channel as a solution using HEC HMS and HEC RAS modeling. Diversion channel is a divider discharge channel or shortcut to reduce flood discharge in rivers that flow directly into the sea. In this study three alternative solutions are planned, alternative 1 is planned to use a rectangular cross-section, alternative 2 is planned to use a trapezoidal cross-section and alternative 3 is planned to use a trapezoidal cross-section and adding and raising existing river embankments. The results of the analysis and planning showed that the flood discharge plan for the 25 year return period in the HEC HMS modeling was 781.9 m3/sec. The results of the HEC RAS modeling with flood hydrograph input during the 25-year return period, Kemuning river conditions overtopping at all stations as high as 1-4 m. From the trial and error results in the HEC RAS modeling, the maximum capacity of the Kemuning river is 90 m3 / second. Based on the maximum capacity of the Kemuning river, alternative diversion channels 1 and alternative 2 are planned to accommodate flood discharge of 681.9 m3 / sec. An alternative diversion channel 3 is planned to only discharge flood discharges of 300 m3 / sec by adding and raising embankments on the Kemuning river. All alternative diversion channel planning can reduce flood discharge by a percentage of 88.5% for alternatives 1 and 2, 38.4% for alternative 3. Based on the maximum capacity of the Kemuning river, alternative diversion channels 1 and alternative 2 are planned to accommodate flood discharge of 681.9 m3 / sec. An alternative diversion channel 3 is planned to only discharge flood discharges of 300 m3 / sec by adding and raising embankments on the Kemuning river. All alternative diversion channel planning can reduce flood discharge by a percentage of 88.5% for alternatives 1 and 2, 38.4% for alternative 3. Based on the maximum capacity of the Kemuning river, alternative diversion channels 1 and alternative 2 are planned to accommodate flood discharge of 681.9 m3 / sec. An alternative diversion channel 3 is planned to only discharge flood discharges of 300 m3 / sec by adding and raising embankments on the Kemuning river. All alternative diversion channel planning can reduce flood discharge by a percentage of 88.5% for alternatives 1 and 2, 38.4% for alternative 3.

Study of Hidrology Nunukan Raw Water Retention Basin in North Kalimantan

Water is the source of human life. Therefore it is necessary to make optimum use of it to preserve existing water sources. Raw water demand is influenced by high population growth. The need for raw water in Nunukan Regency is increasing from year to year. Raw water needs in Nunukan Regency are met by utilizing water sources from rivers, wells and rainwater. The available water sources is limited, while the population of Nunukan Regency continues to grow. Therefore, to meet the needs of raw water in Nunukan Regency, a reservoir is needed in the area. One of the elements that must be analyzed in the reservoir design is the hydrological potential that exists including the inflow that fills the reservoir, storage capacity, and flood discharge plans. The analysis results obtained that the volume of water that can fill the reservoir is 0.235 × 106 m3, while storage capacity is 0.013 × 106 m3. Flood discharge plan with a 100-year return period of 4.701 m3/second.

Analisis Kapasitas Tampung pada Lahan Basah Sei Kelik Ketapang

Wetlands have a very important role for humans and the environment. The function of wetlands as a support for human life, among others, water sources, a variety of habitats for living things, controlling floods, and drought. One of the wetlands in the Kelik river, Ketapang Regency. This wetland has an area of 2600 ha. The land is now a conservation area, with cultivation rights. The existing problem, namely, the land is the residual combustion that occurred in 2015 and is always flooded with water and the need for an existing drainage system on the land. Land needs to be managed properly in water management. Efforts to manage conservation areas so as not to experience drought, which results in fires, which will threaten land conservations. Methods for dealing with drainage systems by utilizing existing ditches or drains. Drainage design using hydrological and hydraulic studies. The method used in determining the flood discharge plan is based on the need for drainage modulus and the area of the ArcGIS software aid sub-area. The results of the study indicate the need to improve the existing channel. Repair through efforts to deepen the trenches and hold widening or normalization. Also, the depth of the new channel is needed to make an automatic door so that the water can be grounded to maintain the availability of water in the ground.

Drainage Capacity Analysis in The Area of Angke Jaya Tambora West Jakarta

Drainage is used to reduce and remove excess water in an area so that the area can be optimally enabled. This research aims to analyze and examine the drainage problems in the Angke Jaya Tambora West Jakarta Housing area, the drain channels are poorly maintained and often flooding. The data used in this study are primary and secondary, in the planning of flood debt calculations used 2nd anniversary. For the calculation of flood discharge plan to use rational method and coupled with the discharge of flood household, and the result will be compared with existing conditions of drainage channels in the residential area Angke Jaya Tambora West Jakarta. Obtained flood discharge plan of 13.225 m3/sec, for the existing condition of drainage channels 5 channels enter the category is not safe because the condition of existing capacity of channels is less than flood discharge plan, namely channels A4, D5, D6, D8, and D9. The planning of the wells to accommodate the excess discharge flooding, and it takes 19 pieces of replacement wells on the A4 channel, 1 on the D5, D, D8, and D9 channels.

IDF Curve Patterns for Flood Control of Air Lakitan river of Musi Rawas Regency

The problem of flooding in a Watershed (Basin) or region is caused by natural conditions, such as relatively high rainfall, sloping topographic conditions and tidal influences. Human behaviour is often also the cause of flooding problems, such as the location of settlements that are in the river borders or industries that dump waste directly into river bodies. Besides the problem of flooding can also be caused by a not well-organized river/drainage system or lack of maintenance of an existing river/drainage system. Furthermore, social problems include increasing demands for the availability of new and good residential environmental infrastructure. To overcome the problems as described above, before an activity such as build in a left/right inspection road planning, is need analysis rainfall data and make patterns of Intensity Duration Frequency (IDF) Curve to an analysis of hydraulics in determining flood discharge plans. The results showed that the discharge of river capacity of Air Lakitan river was 482.74 m3/seconds, so the river is unable to hold water flow.

Hydrograph Study of Palu River Watershed

Hydrograph is a way of predicting the amount of flood discharge plans in a watershed. Each watershed has different drainage characteristics due to the topographic shape of the watershed, land use, river typology (length, number, and slope), height and duration of rainfall. This research was conducted in Palu River Basin, with a basin area of 3. 060,388 km2, mismatch analysis of watershed and synthetic unit hydrograph, rain and discharge analysis, hydrograph discharge design analysis using optimal synthetic unit hydrograph parameter model. From the results of research calculation of Synthetic Unit Hydrograph Nakayasu Method has big enough key compared with another method. By using hydrograph model of flood plan for Palu River Watershed with the approach of Synthetic Unit Hydrograph Nakayasu, hydrograph calculation of flood in Palu river watershed, obtained alpha coefficient equal to 0,651 and Tr coefficient 0,3 with cash value model 71,491%. with cash value model 71,491%.

Penentuan Metode Intensitas Hujan Berdasarkan Karakteristik Hujan dari Stasiun Pengamat Hujan Disekitar Kecamatan Karawang Timur

<p>The rain intensity is the high rainfall in unit of time. The length of rain will be reversed by the amount rain intensity. The shorter time the rain lasts, the greater of the intensity and re-period of its rain. The value of rain intensity is required to calculate the flood discharge plan on the drainage system planning area in East Karawang district. Determining the value rain intensity is required the maximum daily rainfall data obtained from the main observer stations in the Plawad station planning area. The method of determination rain intensity analysis can be done with three methods: Van Breen, Bell Tanimoto and Hasper der Weduwen. Selected method is based on the smallest deviation value. Determination deviation value is determined by comparing rain intensity value of Van Breen method, Bell Tanimoto, Hasper der Weduwen. By comparing rain intensity value of the Van Breen method, Bell Tanimoto, Hasper der Weduwen with the results of calculating three methods through the method approach Talbot, Sherman and Ishiguro. Calculation results show that the method of rain has smallest deviation standard is method Van Breen with Talbot approach for rainy period (PUH) 2, 5, 10, 25, 50 and 100 years.</p>

Analysis Study Effect Of Surabaya's Northern Sea Tides On The Highway Drainage Channels (Case Study: Kedung Mangu Road, Sidotopo Wetan, Kenjeran, Surabaya)

One of the roads that is still a subscription to flooding in Surabaya when it rains is on Kedung Mangu road. Besides being close to the northern coast of Surabaya, Kedung Mangu road channel edge is still very small and a lot of trash and sediment. In this study the authors used secondary Gumbel method using the data from relevant agencies and secondary of data from observations in the field. Reviews These rainfall of data include the data, the data pool of the data the tide and the dimensions of the existing channels and other auxiliary buildings. From the data and the calculation, the value of the average rainfall is 93.41 mm / day. Rainfall intensity 25-year period is 47.949 mm / hour. While the flood discharge plan is 174.859 m3 / h. Its existing discharge chute is 100 908 m3 / h. From the Data Obtained tide high tide value of 150 cm occurred on December 13, 2016 and to its Lowest ebb -130 cm occurred on January 25, 2016. Thet Type of Surabaya's northern sea tides is the mixed tide. From the calculation and analysis can be concluded that the more influential is the amount of rainfall and dimensions and road conditions in the channel Kedung Mangu. So as to cope with floods In These locations, the dimensions of the channel should be enlarged.

Sedimentation Analysis Based on River Hydrological Discharge at Cipunagara Estuary, Subang, Indonesia

Coastal area is very dynamic. The sedimentation in estuary causes coastal morphological changes. Sediment which is transported by the river flow tends to accumulate in the estuary. Sedimentation also occurs in Cipunagara, Subang and causes the accretion. Based on this Due to this occurrence of sedimentation, the objective of study are to calculate the hydrological discharge, calculate the sediment transport rate, and analyze the added area of sedimentation in the Cipunagara estuary. The method of the calculation of hydrological discharge has been reffered to SNI 2145-2016 while the analysis of sedimentation referred to Van Rijn's analytical equations. The frequency analysis of maximum daily rainfall in Cipunagara watershed was done to obtain the value of rainfall plan. The rainfall plan was then used to calculate flood discharge plan with using HSS Nakayasu method. The flood discharge plan with 2-years return period was chosen to determine the flow rate at STA 1 in Cipunagara River. Furthermore, the flowrate and sediment characteristic at STA 1 is used as the parameter to determine the sediment transport rate at STA 1. The sediment transport rate from January to December are calculated to obtain the volumetric value of the transported sediment which then used for the added area of sedimentation analysis at STA6 and STA 9 in Cipunagara estuary. In this study, the value of flood discharge plan from January to December was obtained as, 328,41 m3/s, 275,96 m3/s, 247,62 m3/s, 300,25 m3/s, 212,19 m3/s, 129,84 m3/s, 142,14 m3/s, 67,83 m3/s, 52,93 m3/s, 160,33 m3/s, 266,60 m3/s, and 299,44 m3/s. The added area of sedimentation over one year at STA 6 and STA 9 are 320,04 ha/year and 182,88 ha/year with scheme A and 337,33 ha/year and 203,36 ha/year with sheme B.

ANALISIS KEMAMPUAN SALURAN DRAINASE TERHADAP GENANGAN BANJIR DI JALAN GUNUNG BUNGKUK KOTA BENGKULU DENGAN MENGGUNAKAN APLIKASI EPA SWMM 5.1

This study aims to determine the flood discharge plan, discharge the existing channel and analyze the condition of the existing channel and look for alternatives to handling flood inundation at the location of flood inundation. Retrieval of data by measuring the existing channel in the flood inundation location. Calculation of peak discharge uses rational methods for various times of plan return. Rainfall calculation results of the plan that meets the requirements are type 1 Gumbel Method. The results of the research and calculations areknown that the amount of existing channel discharge in seven locations of flood inundation ie left and right Mountain Bambat Road is 0.934 m3 / sec and 3.798 m3 / sec. 2,261 m3 / sec, the left and right Gunung Bungkuk Roads are 0.134 m3 / sec and 0.164 m3 / sec while the flood discharge is 1.897 m3 / sec, Gunung Bungkuk 1 Road is 0.30 m3 / sec while the flood discharge is 0.471 m3 / sec, Gunung Bungkuk Road 4 hunchback of 0.190 m3 / sec while the flooddischarge is 1,336 m3 / sec and Gunung Bungkuk Road is 4 0,173 m3 / sec while the flood discharge is 0,864 m3 / sec and for the drainage of Jalan Gunung Bungkuk is not calculated the channel discharge is due to the channel being closed so that the channel dimension not obtained but for the flood discharge of 2.230 m3 / sec and 0.447 m3 / sec. Thus, it shows that the existing discharge channel on the existing Gunung Bungkuk Hump Mountain Road is unable toaccommodate the planned flood discharge. The alternative to flood inundation is by re-planning drainage channels, channel normalization activities, and improving coordination between the government and the community in maintaining drainage channels.

PERENCANAAN TUBUH BENDUNGANAIR LUAS KABUPATEN KAUR PROVINSI BENGKULU

The purpose of this study was to plan the dimensions of the dam body that is technically feasible to build, as well as secure the stability. Flood discharge plan used amounted to 1,152 meters cubic/ sec with a return period of 1000 years. Based on the analysis that has been done, get a plan of flood water level is + 303,22 meters, surveillance obtained high of 3,0 meters, the body of the dam crest elevation gained + 306,22 meters high dam that is obtained by subtracting the height elevation of the peak body dam with a base elevation of the dam is 56,16 meters, width of the dam crest beacon of 11.0 meters, rockfill the upstream slope of 1:3 and for rockfill downstream slope is 1: 2,.25. Using the scheme of depression line formation with drainage leg with a graphic way, do not occur out of the body dam seepage and flow filtration capacity value of the calculation, Q = 9,553 x 10-5 meters cubic / sec, smallest than 2% Qinflow mean = 5,785 mmeters cubic / sec, dam secure against flow filtration. The stability of the main dam of landslide with the value of safety factor in a variety of conditions, namely dams both empty and fully charged in a normal state or an earthquake, for rockfill dam by calculating the weight of the dam, sliding moment, pore water pressure and earthquake loads. Using the method of slices Fellenius glide plane, the value obtained above safe rate (1,2), the planneddam safety to landslides

Hourly rainfall distribution patterns in Java island

Nowadays, water resources management development not only sees from the side of excess or lack of water in quantity, but already includes aspects of quality, health, aesthetics, comfort and environmental sustainability. The problems faced by urban areas are the disruption of activities due to flood events. The opportunities for flooding depend on climate and global weather behaviour. The magnitude of the flood depends on the rain with certain characteristic that is generally seen from the intensity and duration of rain events. While the magnitude of losses due to floods depends on the magnitude of the flood and the level of economic development of the region concerned. This paper discusses the importance of understanding the short duration of rain characteristics as well as its response to flood discharge plans in both micro and macro-depleting systems in urban areas. With this understanding, it is expected that handling actions at various levels of the disaster cycle can be well anticipated so that the negative impacts that may arise can be minimized. Characteristic analysis of short duration rainfall is done by looking at the pattern of hourly rainfall distribution occurring in several rainfall observation stations in Java Island. The Mononobe equation is used to see the level of compatibility of the rainfall distribution pattern with RMSE, NMSE and MAE score indicators. The analysis results show the reliability level of Mononobe equation for the hydrology analysis in the location which has no short duration rainfall data.

Analysis of Drainage Capacity and Rehabilitation Subjected to Rainfall and Reverse Flow of Marengan River as a Main Drain in Sumenep City, Indonesia

Land use changing in Sumenep city in recent years has caused runoff in several locations. Therefore, rehabilitations of existing channel to suit the surface runoff are needed. This paper presents capacity determination of existing drainage channels subjected to rainfall with 5-year flood discharge plan and consideration of sea tides effect to Marengan River which crossed Sumenep city. The proposed flood control methods in Sumenep city area was also discussed. The catchment of specified rural area was modelled using SWMM instrument to compare channel conditions before and after rehabilitation. Channel size and height of water level in channel due to rainfall together with the effect of backwater occurred in Marengan River caused by the sea tides was observed during the time. From the analysis, it was found that most of existing secondary drainage channels are uncapable to accommodate rainfall with 5-year flood discharge plan. From the available eight secondary drainage channels outlets, the last three outlets were subjected to reverse flows effect in Marengan River due to sea tides. In order to reduce the occurance of surface runoff inundation, secondary drainage channel rehabilitation was planned at each outlet, and these proven capable to accommodate rainwater runoff and reverse flow as well

KAJIAN KERUGIAN RISIKO BANJIR PADA SUNGAI KRUENG MEUREUBO

Krueng Meureubo River is one of the big river through the West Aceh district. Krueng Meureubo River has a length of ± 188 km and a catchment area of 1.632 km2. The aims of this study is to conducting inundation and the value of losses caused by floods in Krueng Meureubo river. The scope of this study includes analysis of rainfall plans, flood discharge plans, and the value of losses caused by floods. Based on data processing at 4 (four) rain stations, the annual maximum annual rainfall is obtained at each station for 10 years. Analyzing the frequency of rainfall data plan is by using several distributions, namely: Distribution Distribution Gumbel Type I, Distribution Distribution Log Pearson Type III, Distribution Normal Distribution and Distribution Log Normal. The results of the distribution test analysis to estimate the magnitude of the flood discharge with a certain repeat period, the rainfall data is closer to a distribution, calculation of Distribution and Smirnov-Kolmogorof test of each station to produce a rainfall plan. Based on the result of the test by using Smirnov-Kolmogorof test shows the suitable distribution is following the Log Pearson distribution III. Analyzing the estimated flood discharge on the Krueng Meureubo catchment area determine with a 2-year, 5-year, 10-year, 25-year, 50-year and 100-year re-period. The peak flood discharge estimated by using Hidrograf Satuan Sistetis (HSS) Gama I. The inundation area is obtained from the height of the flood from the cross section of the Krueng Meureubo river. The cross section used in this study is the cross section of KN 7 located in Rundeng village, Johan Pahlawan sub district. The value of losses due to floods that occur when the discharge of Q100 year (1,516 m3 / s) is Rp468.098.453.000, - which consists of loss of damage to residents settlements and rice fields.

ANALISIS KAPASITAS PENGALIRAN DENGAN SIMULASI BANJIR KALI SUNTER CIPINANG MELAYU, JAKARTA TIMUR

This study intended to analyze the drainage capacity of Sunter with the help of HEC-RAS program software for the flood simulation. The flood discharge plan using the Nakayasu Synthesized Hydrograph (HSS Nakayasu) method with a 5-year repeat period shows the value of 144.49 m3/s, 10-year period of 169.20 m3/s, 20-year period of 191.48 m3/s, while the 25 year period result is 203.69 m3 /s, and a 50 year period result is 231.40 m3 /s. After knowing the flood discharge plan, the simulation next was done using HEC-RAS simulation with 28 section of STR 82-109 and the result of runoff with five years return period will be achieved. The result of the analysis is done using 28 parts of the river cross section using existing data, meanwhile the whole section can not accommodate the flood discharge plan with a runoff height of 0,74-3.19 m based on the period of 5 years. The difference is 1.23-2.55 m by using the cut and fill method, so that the cross-sectional capacity can resist the waterflow until the 50 years of continuous period.

Determining the Side Channel Area in the Ciliwung Watershed for Decreasing the Hydrograph Flood

The condition of Jakarta with high population density and green open space switch function, causing the condition of flooding to be one of the risks that occur when the rainy season. Ciliwung River that flows from Katulampa into Jakarta bay, is considered as the largest contributor to flood discharge. This study will analyze the flood discharge plan on the side channel area to lower the flood hydrograph peaks and extend the detention time. The area to be side channel is Ciparigi with an area of 608.7 hectare and the slope of 8-10%. The result of flood discharge planning analysis at Ciparigi region (Sub watershed of Middle Ciliwung), obtained the amount of flood discharge for return period 2 yearly equal to 10.10 m3/sec, 5 yearly equal to 12.77 m3/sec, 10 yearly equal to 14.17 m3/sec, 25 yearly equal to 15.32 m3/sec, 50 yearly equal to 16.63 m3/sec and 100 yearly equal to 17.52 m3/sec. The percentage of flood discharge plans that will be reduced by 10% of the total flood discharge plan in sub watershed observation is 1.28 m3/sec with reservoir volume of 4.608 m3 which will be fully charged for 1 hour. This will extend the flow time from the control point in Depok to the Manggarai waterway to approximately 5 hours.

PENENTUAN DEBIT RENCANA SITU DENGAN METODA NRECA DAN NAKAYASU (Lokasi Universitas Indonesia, Depok)

Reservoir is one building that serves to store water, can be interpreted as a water reservoir in the surface soil from ground water or surface water. From the point of hydrology, it has various functions such as conservation of water resources, reduce the danger of flooding and drought. In this paper analyzed the average monthly discharge and flood discharge plans new reservoir in the Indonesia University area. Calculation of average monthly discharge in reservoir using the new calculation method the average monthly NRECA and evaporation that occurs in the study area. The calculation of flood discharge using hydrograph synthetic NAKAYASU taking into account the maximum daily rainfall and rainfall distribution. Keywords: Flood Discharge, NRECA Method, NAKAYASU Hydrograph Method.

PERENCANAAN DRAINASE KOTA SEBA

Drainage aims to drain the water from an area that comes from rain water and waste water, in order to avoid excessive inundation. The purpose of this study is planned drainage system in the city of Seba to drain water during the rainy season to prevent inundation of rainfall that is too big. The drainage zone divided into 4 zone based one the contour and the water canal that would be canalized. The divided zone also based on Seba Region RDTR (2011). Based on the calculation of the results obtained by the rectangular canal as many as 44 canals and a trapezoid shape as many as 21 canals. Canal base width (b) the average for the rectangular-shaped canal is 0.80 m, while the trapezoidal canal average of 0.50 m. The width of the surface of the trapezoidal canal average of 0.65 m. Planning drainage canals adapted to existing research data canals at the sites. There are 12 canal base width of the canal remains were taken from the existing canal data, while existing canals steeper modified according to plan based on the calculation of flood discharge plan