scholarly journals Analysis Of Surface Runoff Potential At Medan Industrial Estate Use SCS Method

2018 ◽  
Vol 2 (1) ◽  
Author(s):  
Yudha Hanova
Keyword(s):  
Return Period ◽  
Surface Runoff ◽  
Catchment Area ◽  
Flood Mitigation ◽  
Effective Rainfall ◽  
Flood Discharge ◽  
Industrial Estate ◽  
Runoff Potential ◽  
Alternative Solutions ◽  
Scs Cn

<p><em>Flood disaster at the region Medan Industrial Estate resulted the losses in infrastructure, farming, and residence. </em><em></em></p><p><em>Flood discharge at Medan Industrial Estate are influenced by surface runoff from several catchment area in Medan Industrial Estate. Analysis of potential for surface runoff is expected to provide input and information to find alternative solutions appropriate flood mitigation.</em> <em>Discharge of surface runoff were analyzed using SCS method with the return period of 1, 2 and 5 Years. Rainfall data are obtained BMKG Stations of Maritim Belawan</em>. <em>Effective rainfall calculated using SCS-CN method on condition AMC III (wet conditions). The results of the analysis of the potential for surface runoff maximum for 1 year return period on DAS I, II, III, IV, V, and VI was 17.631 m<sup>3</sup>/s</em><em>, 22.183 m<sup>3</sup>/s, 12.621 m<sup>3</sup>/s, 11.338 m<sup>3</sup>/s, 18.224 m<sup>3</sup>/st, dan 15.839 m<sup>3</sup>/s.</em> <em>To return period of 2 years was 31.234 m<sup>3</sup>/sec,</em> <em>39.235 m<sup>3</sup>/s, 22.351 m<sup>3</sup>/det, 20.044 m<sup>3</sup>/det, 32.300 m<sup>3</sup>/det, dan 28.097 m<sup>3</sup>/det. F</em><em>or the return period of 5 years is 45.346 m<sup>3</sup>/s,</em> <em>56.926 m<sup>3</sup>/s, 32.446 m<sup>3</sup>/s, 29.076 m<sup>3</sup>/s, 46.903 m<sup>3</sup>/s, dan 40.816 m<sup>3</sup>/s.</em></p>

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

scholarly journals Analisis Pengendalian Puncak Banjir Menggunakan Kolam Retensi di DAS Batang Air Dingin Kota Padang

2020 ◽  
Vol 16 (1) ◽  
pp. 1
Author(s):  
Fajri Ramadhan ◽  
Yola Amelia ◽  
Revalin Herdianto ◽  
Elvi Roza Syofyan
Keyword(s):  
Return Period ◽  
Surface Runoff ◽  
River Discharge ◽  
River Flow ◽  
Storage Capacity ◽  
Large River ◽  
Hydraulic Modelling ◽  
Retention Pond ◽  
Flood Discharge ◽  
Local Residents

Batang Air Dingin Watershed is one of the watersheds in Padang City which is located at 00050’12,5” to 00050’22,5” South Latitude and 100023’35,85” to 100022’42,84” East Longitude has changed its function. Land in the area around the river flow results in greater surface runoff, which has the potential to cause erosion. Runoff that occurs in Batang Air Dingin Watershed area causes the river to shrink during the dry season causing the local residents’ wells to be drought, while in the rainy season the river discharge value used is obtained. Through the calculation of the hydrograps discharge using the HSS Nakayasu and HEC-HMS methods whose values are validated by the field flood discharge. Hydraulic modelling using HEC-RAS software with discharge from HSS Nakayasu method. The retention pond plan is based on the amount of runoff that cannot be accommodated by the original storage capacity of Batang Air Dingin Watershed during 100 year return period was 1212, 94 m3/second with large river storage capacity is 1205,317 m3/second. The debit that can be deducted by making a retention pond is 30,5%.

scholarly journals Hydrological Characteristics of Kaligarang Watershed

2004 ◽  
Vol 14 (1) ◽  
Author(s):  
Soewarno Soewarno ◽  
Srimulat Yuningsih
Keyword(s):  
Return Period ◽  
Catchment Area ◽  
Water Volume ◽  
Runoff Coefficient ◽  
Central Java ◽  
Flood Discharge ◽  
Yearly Average ◽  
Time Of Travel ◽  
Upstream Catchment ◽  
Rising Time

This paper is a result of research concerning hydrological characteristic in the Garang Catchment Area. At present tha catchment area is often facing the problem of flooding in the dense populated area with cause a lot of loos in Semarang City. This research is aimed at studying hydrological harateristic in the Garang Catchment Area. Hydrological data are obtain from direct measurement at the stream gauging stations in the Garang Catchment Area and collected from Balai Hidrologi Office at Pusat Litbang Teknologi Sumber Daya Air in Bandung and from Hydrological Unit of Central Java Province. From this research were known the rainfall depth, their distribution and their return period; runoff coefficient; streamflow volume; dependable flow; flood discharge characteristi; and minimum discharge. From the some occuring flood indicates of the runoff coefficient is about 0.70. The water volume wasted to the sea is about 195 million m3/year. Yearly average of the dependable flow at stream gaunging stations: Garang – Pajangan  is about 2.28 m3/sec; Garang – Patemon is about 0.92 m3/sec and Kreo – Pancur is about 1.26 m3/sec. Yearly mean of annual flood discharge at Garang – Pajangan is about 435 m3/sec. The maximum capacity of river channel is about 485 m3/sec. The flood discharge characteristic are as follows: time of travel of flood is generally one km/hour approximately, rising time is about 3 hours and time of recession is about 6 – 11 hours. The floods, they are generally occur at the night. Flush flood of 1022 m3/sec occured on January 26, 1990 is estimated on 50 year return period, with 15 year return period of rainfall. The range of minimum discharge is about 0.43 – 3.15 m3/sec. The maximum discharge is about 47.2 – 1118 times of the minimum discharge. Design of the dam in Kreo River at Jatibarang and Kripik River at Mundingan, also increasing of the reforestation area in the upstream catchment are an alternative to reduce the Garang River peak flood.

scholarly journals Increasing Effectiveness of The Urban Artificial Reservoir Trough Cross Section Improvement

2021 ◽  
Vol 945 (1) ◽  
pp. 012046
Author(s):  
Rizka Arbaningrum ◽  
Marelianda Al Dianty ◽  
Frederik Josef Putuhena ◽  
Rifki Priyambodo ◽  
Budianto Ontowirjo
Keyword(s):  
Land Use ◽  
Surface Area ◽  
Cross Section ◽  
Return Period ◽  
Rainfall Data ◽  
Flood Mitigation ◽  
Maximum Rainfall ◽  
Artificial Reservoir ◽  
Flood Discharge ◽  
Main Factor

Abstract Situ Ciledug is an artificial reservoir located at Tangerang Selatan, Indonesia. In 1950 known as one of the largest lakes with total area of 32.806 hectares. As time goes by, due to the construction of housing and land use around the area, the catcahment area was reduced about 19.3 hectares in 2013 and by the end of 2020 the surface area was become 16.2 hectares. Urbanization is the main factor that makes the area of Situ Ciledug’s narrower. The second impact was flooding, as a result, the flood inundates the cities around the reservoir. This study aims to increase the storage capacities by normalizing the reservoir using SWMM 5.1 software. Hydrological analysis was carried out in the first stage to find the maximum rainfall using a 100-year return period. Then result intensity of rainfall used to analyze the hyetograph as input for rainfall data in SWMM 5.1. The modeling uses a maximum of rainfall about 107 mm with a reservoir depth of 1.3 meters. The large inflow that enters the reservoir is 87.504 m3/second aand the volume is 30.145 m3/second. Therefore, it is necessary to normalize the reservoir by increasing the depth of the reservoir by 0.7 meters. Normalization is carried out to accommodate flood discharge as a solution to flood mitigation due to the overflow.

scholarly journals Analysis of surface runoff potential in ungauged basin using basin parameters and SCS-CN method

2020 ◽  
Vol 10 (1) ◽  
Author(s):  
K. Nageswara Rao
Keyword(s):  
Surface Runoff ◽  
Research Work ◽  
Curve Number ◽  
Morphometric Parameters ◽  
Rainfall Data ◽  
Eastern Ghats ◽  
Moisture Condition ◽  
Ungauged Basin ◽  
Runoff Potential ◽  
Scs Cn

AbstractThe present research work was carried out to understand the influence of basin morphometric parameters on runoff potential in an ungauged basin using satellite images, topographical maps, and rainfall data combined with geospatial techniques. The upper Gosthani river basin is an ungauged basin which is located in the Eastern Ghats of Visakhapatnam District, Andhra Pradesh State, Southern India. The river Gosthani and its tributaries are draining through the basin area covering about 321.1 km2. The quantitative analysis of basin morphometry reveals that the area is under influenced by steep ground slopes, with moderate to less permeable rocks, leading to high runoff. The basin is elongated in shape resulting to flatter peak of flow for longer duration. The daily rainfall data during 2008–2016 were used in the estimation of runoff potential with the help of the Soil Conservation Service-Curve Number (SCS-CN) model. The weighted curve number was determined by the integration of land use and land cover, antecedent moisture condition, and hydrological soil groups. It was observed from the analysis that the overall increase in runoff corresponding to the rainfall. The area receives a good amount of rainfall, but most of it lost as surface runoff (nearly 40% of total rainfall) due to rapid overland flow and impermeable rocks. Analysis of morphometric parameters combined with SCS-CN-based approaches can be explored as an alternative for simulating the hydrological response of the basins.

scholarly journals Desain Embung Berbantu Komputer Di Kali Sabi Kota Tangerang Banten

2021 ◽  
Vol 5 (3) ◽  
pp. 125-136
Author(s):  
Moch Ridwan Widiansyah ◽  
Budi Indra Setiawan
Keyword(s):  
Reinforced Concrete ◽  
Water Resources ◽  
Return Period ◽  
Water Retention ◽  
Storage Capacity ◽  
Construction Materials ◽  
Rainfall Data ◽  
Effective Rainfall ◽  
Flood Discharge ◽  
The City

The problem of flooding in the city of Tangerang is a problem that requires further treatment. Improper management of water resources is one of the factors that cause flooding which results in losses for the community.The activity carried out as an effort to prevent floods is the creation of water retention. The purpose of this research is to know the flood discharge in Kali Sabi, know volume that must be accommodate, determine the capacity for water retention, produce an effective technical water retention design, and obtain an estimated cost of making the water retention. This research was conducted in April-July 2020 in Uwung Jaya Village, Tangerang City using topographic and rainfall data for 12 years. Rain distribution using the Log Pearson III . The results of the analysis revealed that the effective rainfall of the 5-year return period was 66.314 mm with a maximum flood discharge of 83.69 m³. Volume runoff that had to be overcome was 1084.64 m³. The effective storage capacity of the water retention is ± 1975 m³ with an area of ± 525 m², with construction materials, reinforced concrete with K-225 quality and 10 mm diameter reinforcement. Water retention has two steel sliding gates at the inlet and outlet. Construction of the water retention is estimated to cost Rp. 813,839,000.00.

scholarly journals Assessment of two loss methods for estimation of surface runoff in Zaafrania urban catchment, North-East of Algeria

2018 ◽  
Vol 36 (1) ◽  
pp. 37-43 ◽  
Author(s):  
Yacina Dahdouh ◽  
Lahbassi Ouerdachi
Keyword(s):  
Return Period ◽  
Surface Runoff ◽  
Return Periods ◽  
Rainfall Runoff ◽  
Urban Catchment ◽  
North East ◽  
Urban Catchments ◽  
Loss Method ◽  
Best Fit ◽  
Scs Cn

AbstractSurface runoff is a major problem in urban catchments; its generation is always related to the amount of effective rainfall dropped over the surface, however in urban catchments the process is considerably altered by the emergence of impervious areas. In this study the Soil Consevation Service – curve number (SCS-CN) and the Green–Ampt loss methods were used in rainfall-runoff modelling in the Zaafrania urban catchment which is located in Annaba city in the north east of Algeria. The two loss methods were carried out within Hydrologic Engineering Center – Hydrologic Modelling System (HEC-HMS), the choice of the appropriate method for simulating runoff hydrographs in the study area was made by comparing the simulated hydrographs versus observed data using visual inspection and statistical analysis. The results indicate that SCS-CN loss method fit better in the case of 100 years return period NSE (0.462) than in 10 years NSE (0.346) and the results of calibration of Green–Ampt loss method for the 100 years return period NSE (0.417) provide best fit than the case of 10 years NSE (0.381). Furthermore, the results of both return periods (10 and 100 years) of SCS-CN loss method provide best fit than the results of return periods (10 and 100 years) of Green–Ampt loss method. It could be concluded that SCS-CN method is preferred to the Green–Ampt method for event based rainfall-runoff modelling.

Analisa Kapasitas Penampang Sungai Kali Gunting Di Kabupaten Jombang

2018 ◽  
Vol 9 (2) ◽  
pp. 80-85
Author(s):  
Saiful Arfaah ◽  
Iswinarti 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 existing embankment, while P36-P46 does not overflow/does not flood because the flood water level is below the existing dike. K. Panir condition P0-P48 river water overflows / floods because the flood water level is above the existing embankment, while P48-P60 does not overflow/does not flood because the flood water level is below the existing embankment

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