scholarly journals INTEGRASI SIG-INFOWORKS RIVER SIMULATION UNTUK PEMODELAN HIDRODINAMIK SUNGAI SADDANG DAN SUNGAI MATA ALLO

2020 ◽  
Vol 2 (2) ◽  
pp. 178
Author(s):  
Srie Wulandarie
Keyword(s):  
Water Level ◽  
Water Flow ◽  
Cross Section ◽  
Cross Sections ◽  
Hydrodynamic Model ◽  
Simulation Models ◽  
Water Levels ◽  
Average Increase ◽  
Hydrodynamic Models ◽  
Gis Data

AbstractThe purpose of this study was to determine the hydrodynamic model of the river so that can know the capacity of the river to accommodate the incoming water flow. The simulation models can be used in structural mitigation plan as an attempt to prevent flooding in the future. The application program used to create hydrodynamic models that Infoworks River Simulation integrated with GIS. Data cross-section of the river as much as 39 points inputted into Infoworks River Simulation program. Furthermore, the discharge input the Saddang River and the Mata Allo River to determine variations in water level at each cross-section. The results of this study showed an average increase in water level of the Saddang  and Mata Allo River in the event of the maximum discharge of 2.59 meters. Sectional increased water levels are all cross sections along the Saddang and Mata Allo River Saddang used in modeling the variation of the rise in water level of 0.8 to 5.39 meters.

scholarly journals Efficient number of calibrated cross sections bottom levels on a hydrodynamic model using the SCE-UA algorithm. Case study: Madeira River

RBRH ◽  
2017 ◽  
Vol 22 (0) ◽  
Author(s):  
João Paulo Lyra Fialho Brêda ◽  
Juan Martín Bravo ◽  
Rodrigo Cauduro Dias de Paiva
Keyword(s):  
Water Level ◽  
Cross Sections ◽  
Hydrodynamic Model ◽  
Processing Time ◽  
Search Space ◽  
Model Errors ◽  
Hydrodynamic Models ◽  
Shuffled Complex Evolution ◽  
Madeira River

ABSTRACT Hydrodynamic models are important tools for simulating river water level and flow. A considerable fraction of the hydrodynamic model errors are related to parameters uncertainties. As cross sections bottom levels considerably affect water level simulation, this parameter has to be well estimated for flood studies. Automatic calibration performance and processing time depend on the search space dimension, which is related to the number of calibrated parameters. This paper shows the application of the Shuffled Complex Evolution (SCE-UA) optimization algorithm to assess the number of cross sections bottom levels used in calibration. Also was evaluated the extent of algorithm exploration regarding computational processing time and accuracy. It was tested the calibration of 2, 4, 7 and 10 cross sections bottom levels (2PAR, 4PAR, 7PAR and 10PAR calibration configurations) of a 1,100 km reach of the Madeira River. 7PAR and 10PAR representation had better fitness (lower objective function value) on cross sections used for calibration; however, the error on other cross sections (2 validation gauging stations) was higher than 2PAR and 4PAR calibration. The short number (5) of gauging stations used in calibration has limited the number of calibrated parameters to represent adequately the river level profile. Finally, this paper shows a contribution for the parsimonious selection of parameters regarding the spatial distribution of observation sites used in calibration.

scholarly journals The Functioning of Drainage Canal Near Barrage “Brzeg Dolny” on the Odra River in 1971–2009

2014 ◽  
Vol 22 (1) ◽  
pp. 61-66
Author(s):  
Beata Olszewska ◽  
Leszek Pływaczyk ◽  
Wojciech Łyczko
Keyword(s):  
Water Level ◽  
Water Flow ◽  
Cross Section ◽  
Water Levels ◽  
Drainage Canal ◽  
Water Conditions ◽  
Odra River ◽  
Flow Intensity ◽  
The Difference ◽  
Similar Location

Abstract The paper analyses the amount of water flowing into the drainage canal in comparison to the levels of the Odra waters in the Brzeg Dolny – Wały cross section (upper water in the barrage). The results of the measurement of the flow intensity in the canal in 1971–2009 provided the basis for the evaluation. The analysis led to the conclusion that with the same ordinate of damming in the barrage the average yearly flow in the canal in the Warzyna section decreased from 196 m3s–1 to about 80 dm3s–1 as the Odra's riverbed and the area between the embankments became tighter. The flow into the canal changes in time and depends on the difference between water levels in the Odra and in the canal. The paper presents the dynamics of changes in the water flow into the canal in relation to 1 m of difference between the level of water in the Odra and the drainage canal. It was shown that in a similar location, ground and water conditions as well as similar damming levels, the value of the drained water can be estimated to be about 35–40 dm3s–1km–1 for 1 meter of difference of the water level in the river and the canal.

Experimental study on improvement effect of guide wall to water flow in bend of spillway chute

2015 ◽  
Vol 73 (3) ◽  
pp. 669-678 ◽  
Author(s):  
Qinghua Zhang ◽  
Yanfang Diao ◽  
Xingtao Zhai ◽  
Shuning Li
Keyword(s):  
Water Flow ◽  
Cross Section ◽  
Cross Sections ◽  
Water Surface ◽  
Great Influence ◽  
Flow Rates ◽  
Improvement Effect ◽  
Guide Wall ◽  
The Cross ◽  
Surface Improvement

In order to improve water flow in a bend of a spillway chute using a guide wall, modeling experiments with or without a guide wall under conditions of three different bend axial radii, three chute bottom slopes and three flow rates were carried out in this study. Two indexes were calculated, which are the improved water surface uniformity and the reduced rate of water surface difference in concave and convex banks of the cross-section. The results show that: (1) setting a guide wall in a bend can improve water flow in the bend because it increased the water surface uniformity of the cross-section and reduced the water surface difference in the concave and convex banks; (2) the smaller the bend axial radius, the better the water surface improvement effect will be using a guide wall; (3) the steeper the bottom slope, the more cross-sections with less water surface difference; and (4) flow rates have a great influence on water surface improvement in the bend, and the guide wall can improve water flow obviously when the water depth in the starting section of the bend is lower than the height of the guide wall. This study has important implications in engineering design of guide walls.

scholarly journals Technical Note: Water flow routing on irregular meshes

2006 ◽  
Vol 3 (6) ◽  
pp. 3675-3689 ◽  
Author(s):  
D. Bänninger
Keyword(s):  
Water Flow ◽  
Cross Section ◽  
Cross Sections ◽  
Technical Note ◽  
Hill Slope ◽  
Digital Elevation ◽  
Irregular Meshes ◽  
Elevation Model ◽  
Local Gradient ◽  
Flow Cross

Abstract. For spatial explicit hydrological modelling an algorithm was needed which works as cellular automata on irregular meshes. From literature it was found that usual algorithms applied for this purpose do not route the water flow correctly to its adjacent cells. In this study the hydraulic linking between mesh cells is done by calculating the flow cross section between the mesh cells. The flow cross sections are positioned in the centre of the mesh edges and are perpendicular to the local gradient of the digital elevation model. The presented algorithm is simple in its implementation and efficient in computation. It is shown that the proposed algorithm works correctly for different synthesised hill slope shapes.

Comparison of different algorithms used for creating river terrain model based on the cross-sections.

2020 ◽  
Author(s):  
Luděk Bureš ◽  
Radek Roub ◽  
Petra Sychová
Keyword(s):  
Cross Section ◽  
Cross Sections ◽  
Hydrodynamic Model ◽  
Linear Interpolation ◽  
Cross Sectional ◽  
Terrain Model ◽  
Model Based ◽  
Interpolation Techniques ◽  
The Cross

<p>Various techniques can be used to create a river terrain model. The most common technique uses 3D bathymetric points distributed across the main channel. The terrain model is then created using common interpolation techniques. The quality of this terrain depends on the number of the measured points and their location.</p><p>An alternative method may be an application of a set of cross-sections. Special interpolation algorithms are used for this purpose. These algorithms create new bathymetric points between two adjacent cross-sections that are located in a composite bathymetric network (CBN). Common interpolation techniques can be used to create a river terrain model. The advantage of this approach is a necessity of smaller dataset.</p><p>We present a comparison of four different algorithms for creating a river terrain model based on measured cross-sections. The first algorithm (A1) adopts a method of linear interpolation to create CBN [1]. The second algorithm (A2) reshapes the cross-sections and then applies linear interpolation. This reshaping allows better take into the account the thalweg line [2]. The third algorithm (A3) uses cross-sectional reshaping and uses cubic hermit splines to create CBN [3]. The last algorithm (A4)  implies the channel boundary and the thalweg line as additional inputs. Additional inputs define the shape of the newly created river channel [4].</p><p>Three different distances among individual cross-sections were used for the performance tests (50, 100 and 200 meters). The quality of topographic schematization and its impact on hydrodynamic model results were evaluated. Preliminary results show that there is almost no difference in the performance of the algorithms at cross-section distance of 50 m. The A4 algorithm outperforms/surpass its competitors in the case that input data (the cross-section distance is) are in 200 m spacing.</p><p>This research was supported by the Operational Programme Prague – Growth Pole of the Czech Republic, project No. CZ.07.1.02/0.0/0.0/17_049/0000842, Tools for effective and safe management of rainwater in Prague city – RainPRAGUE.</p><p>[1]       Vetter, M., Höfle, B., Mandelburger, G., Rutzinger, M. Estimating changes of riverine landscapes and riverbeds by using airborne LiDAR data and river cross-sections. Zeitschrift für Geomorphologie, Supplementary Issues, 2011, 55.2: 51-65.</p><p>[2]       Chen, W., Liu, W. Modeling the influence of river cross-section data on a river stage using a two-dimensional /three-dimensional hydrodynamic model. Water, 2017, 9.3: 203.</p><p>[3]       Caviedes-Voullième, D.; Morales-Hernández, M.; López-Marijuan, I.; García-Navarro, P. Reconstruction of 2D river beds by appropriate interpolation of 1D cross-sectional information for flood simulation. Environ. Model. Softw., 2014, 61, 206–228.</p><p>[4]       Merwade, V.; Cook, A.; Coonrod, J. GIS techniques for creating river terrain models for hydrodynamic modeling and flood inundation mapping. Environ. Model. Softw., 2008, 23, 1300–1311.</p>

scholarly journals Borehole water-level variations and implications for the subglacial hydraulics of South Cascade Glacier, Washington State, U.S.A.

1994 ◽  
Vol 40 (135) ◽  
pp. 293-304 ◽  
Author(s):  
Andrew G. Fountain
Keyword(s):  
Hydraulic Conductivity ◽  
Water Level ◽  
Water Flow ◽  
Washington State ◽  
Diurnal Variations ◽  
Water Levels ◽  
Seasonal Evolution ◽  
Borehole Water ◽  
Water Level Variations

AbstractBoreholes were drilled in South Cascade Glacier to investigate the hydraulics of subglacial water flow. Results indicate that subglacial water pressures are generally close to local ice-overburden pressures and that a subglacial debris layer probably exists. Calculations indicate that the range of hydraulic conductivity of this layer is 10−7-10−4m−1. The borehole water levels generally increased during the ablation season and may be caused by a seasonal evolution in the permeability of the debris layer. Water in the debris layer drains to a subglacial conduit, the existence of which is inferred by large diurnal variations in the water level of one borehole. These levels commonly reached the bottom of the glacier, indicating near-atmospheric pressures in the conduit.

scholarly journals DESENVOLVIMENTO E AVALIAÇÃO DE DISPOSITIVOS DE CONTROLE DE VAZÃO DERIVADA EM CANAIS DE IRRIGAÇÃO

Irriga ◽  
2007 ◽  
Vol 12 (4) ◽  
pp. 439-455 ◽  
Author(s):  
Camilo De Lelis de Andrade ◽  
Bruno Leite Teixeira Perroni ◽  
Paulo Emílio Pereira de Albuquerque ◽  
Gabriel Roberto Oliveira ◽  
Fernando Falco Pruski ◽  
...  
Keyword(s):  
Water Level ◽  
Water Flow ◽  
Flow Direction ◽  
Water Hammer ◽  
Water Levels ◽  
Irrigation Canal ◽  
Hydraulic Characteristics ◽  
Canal Water ◽  
Water Measurement

DESENVOLVIMENTO E AVALIAÇÃO DE DISPOSITIVOS DE CONTROLE DE VAZÃO DERIVADA EM CANAIS DE IRRIGAÇÃO  Camilo de Lelis Teixeira de Andrade1; Bruno Leite Teixeira Perroni2; Paulo Emílio Pereira de Albuquerque1; Gabriel Roberto Oliveira1; Fernando Falco Pruski3; Flávio Aparecido Gonçalves31Embrapa Milho e Sorgo,  Sete Lagoas, MG,  [email protected] de Engenharia, Universidade Federal de Lavras, Lavras, MG3Departamento de Engenharia Agrícola, Universidade Federal de Viçosa, Viçosa, MG  1 RESUMO Em comportas que operam como orifícios retangulares, a variação do nível da água no canal afeta a vazão do orifício, o que provoca erros na estimativa do volume de água derivada. Objetivou-se com esse projeto desenvolver e avaliar dispositivos que possibilitem melhor controle da derivação de água para os lotes. A comporta tipo Módulo de Máscara XX1, comumente utilizada no perímetro,foi aferida no local e suas características hidráulicas comparadas com os dados do fabricante. Três tipos de dispositivos de derivação de água foram desenvolvidos e avaliados, todos baseados na manutenção do nível da água sobre um orifício. No protótipo 1, procura-se manter o nível da água fechando ou abrindo uma portinhola que atua contra o fluxo de entrada de água. No protótipo 2, uma portinhola atua no sentido do fluxo de água como em um carneiro hidráulico. No protótipo 3 o nível da água é mantido constante fechando ou abrindo a saída de um mangote flexível. O módulo de 10 Ls-1 da comporta XX1 apresentou erros de até 20% da vazão nominal quando submetida a níveis de água no canal acima ou abaixo do valor recomendado, conforme reportado no catálogo do fabricante. Dos três protótipos desenvolvidos, o que proporcionou melhor resultado foi de número 3. Testes com o protótipo 3 indicaram que variações máximas de 3,4% na vazão derivada foram observadas para oscilações de30 cm no nível do canal. UNITERMOS: comporta, orifício, medição de água.  ANDRADE, C. L. T.; PERRONI, B. L. T.; ALBUQUERQUE, P. E. P.; PRUSKI, F. F.; OLIVEIRA, G. R. DEVELOPMENT AND EVALUATION OF IRRIGATION CANAL DEVICES FOR WATER TURNOUT CONTROL  2 ABSTRACT In water turnouts that operate by gravity as a rectangular gate, variation on the canal water level affects the estimated discharge to plots. This work objective was to develop and evaluate devices for a better water turnout to plots. An existing commercial gate model XX1, was evaluated in situ and its hydraulic characteristics compared to manufacturer´s data. Three types of water turnout devices were developed and evaluated, all of them based on the principle of maintaining a constant water level over an orifice. In prototype 1, water level is maintained by opening or closing a gate against the inlet water flow. In prototype 2, the gate is positioned in the flow direction, like in a water hammer. In prototype 3, water level is kept by opening or closing a flat hose outlet. The 10 Ls-1 module of a XX1 gate causes errors of up to 20% of the nominal discharge when operated under water levels above or below the recommended value by the manufacturer. Considering three developed prototypes, a better water turnout control was obtained with prototype 3. Tests with prototype 3 indicated that a maximum of 3.4% of the derived discharged was observed for fluctuations of up to30 cm on the canal level.  KEYWORDS: gate, orifice, water measurement.

scholarly journals Assimilating SAR-derived water level data into a hydraulic model: a case study

2011 ◽  
Vol 8 (1) ◽  
pp. 2103-2144 ◽  
Author(s):  
L. Giustarini ◽  
P. Matgen ◽  
R. Hostache ◽  
M. Montanari ◽  
D. Plaza ◽  
...  
Keyword(s):  
Particle Filter ◽  
Water Level ◽  
Cross Sections ◽  
Hydraulic Model ◽  
Water Levels ◽  
Hydraulic Models ◽  
Level Data ◽  
Water Level Data ◽  
Assimilation Scheme

Abstract. Satellite-based active microwave sensors not only provide synoptic overviews of flooded areas, but also offer an effective way to estimate spatially distributed river water levels. If rapidly produced and processed, these data can be used for updating hydraulic models in near real-time. The usefulness of such approaches with real event data sets provided by currently existing sensors has yet to be demonstrated. In this case study, a Particle Filter-based assimilation scheme is used to integrate ERS-2 SAR and ENVISAT ASAR-derived water level data into a one-dimensional (1-D) hydraulic model of the Alzette River. Two variants of the Particle Filter assimilation scheme are proposed with a global and local particle weighting procedure. The first option finds the best water stage line across all cross sections, while the second option finds the best solution at individual cross sections. The variant that is to be preferred depends on the level of confidence that is attributed to the observations or to the model. The results show that the Particle Filter-based assimilation of remote sensing-derived water elevation data provides a significant reduction to the model forecast uncertainty. Moreover, it is shown that the periodical updating of hydraulic models through the proposed assimilation scheme leads to an improvement of model predictions over several time steps. However, the performance of the assimilation depends on the skill of the hydraulic model and the quality of the observation data.

scholarly journals Current and Modified Flood Discharge Capacity of a Reach of Tigris River between Kut and Amarah Barrages

2020 ◽  
Vol 26 (2) ◽  
pp. 129-143
Author(s):  
Maysam S Abbas ◽  
Riyadh Z. Azzubaidi
Keyword(s):  
Cross Section ◽  
Discharge Capacity ◽  
Cross Sections ◽  
Flood Plain ◽  
Main Channel ◽  
Water Levels ◽  
Flood Wave ◽  
Tigris River ◽  
Flood Discharge ◽  
Lateral Inflow

This study was conducted to examine the discharge capacity of the reach of the Tigris River between Kut and Amarah Barrages of 250km in length. The examination includes simulation the current capacity of the reach by using HEC-RAS model. 247cross sections surveyed in 2012 were used in the simulation. The model was calibrated using observed discharges of 533, 800, 1025 and 3000m3/s discharged at Kut Barrage during 2013, 1995, 1995 and 1988, respectively, and its related water level at three gauge stations located along the reach. The result of calibration process indicated that the lowest Root Mean Square Error of 0.095 can be obtained when using Manning’s n coefficient of 0.026, 0.03 for the Kut- Ali Al Garbi and Ali Al Garbi- Amarah reaches respectively, and 0.03 for the flood plain of the whole reach under study. The reach under study has two lateral inflow streams, UmAljury, which joins Tigris River at station 51km, and Aljabab, which joins Tigris River at station 57km. The discharge of Aljabab varies between 0 and 400m3/s and the discharge of UmAljury varies between 0 and 50m3/s.                     The results showed that the current capacity of the main channel of the reach of the Tigris River between Kut and Amarah Barrages is 400m3/s. The water levels kept less 1m than both levees in case of discharging 1800m3/s from Kut Barrage, with no lateral inflows, and 1700m3/s with lateral inflow. The reach of Tigris River fails to accommodate the flood discharge of 3300m3/s which is the discharge of the flood of 1988 measured at Kut Barage. It can be concluded that the reach had large amount of sediment for the period from 1988 to 2012 and the reach capacity reduced to about half its capacity of 1988 during this period.                                                          The results of removing 12 islands and 2 sidebars by reshaping the current condition into trapezoidal cross-section will decrease the surface water levels by 20cm and flow of 1900m3/s can be discharged safely at Kut Barrage without any lateral inflow and 1800m3/s with lateral inflow from the tributaries. While, expand 58 narrow cross-sections that choking the flow, the water levels along the reach are lowered by an average of 20cm in addition to that 20cm when modifying the cross-sections at the islands and sidebars. In this case, flow of 2100m3/s can safely be discharged from Kut Barrage without any lateral inflow and 1900m3/s with lateral inflow. The result when modifying additional 111 cross-sections showed that the reach can safely accommodate a flood wave of 3300m3/s from Kut Barrage without any lateral inflow and 3000m3/s with lateral inflow.                                                                                                            

scholarly journals Flooding of Piazza San Marco (Venice): Physical Model Tests to Evaluate the Overtopping Discharge

Water ◽  
2020 ◽  
Vol 12 (2) ◽  
pp. 427 ◽  
Author(s):  
Piero Ruol ◽  
Chiara Favaretto ◽  
Matteo Volpato ◽  
Luca Martinelli
Keyword(s):  
Water Level ◽  
Cross Sections ◽  
Vertical Wall ◽  
Drainage System ◽  
Water Levels ◽  
Irregular Wave ◽  
Wave Flume ◽  
Physical Model Tests ◽  
Floating Breakwaters ◽  
The Waves

This paper aims at evaluating the wave overtopping discharge over the pavement of “Piazza S. Marco” (Venice) in order to select the best option to mitigate the risk of flooding of the Piazza and to protect the monuments and historic buildings, e.g., the “Basilica S. Marco”. In fact, the MO.S.E. (MOdulo Sperimentale Elettromeccanico) system is designed to keep the water level below a certain value, for the safety of the lagoon, but it does not guarantee the defence of the Piazza, where flooding is still possible, being its pavement locally much lower than the maximum expected water level. To completely defend the Piazza, specific additional works are planned to prevent the back-flow through the natural drainage system (now the primary pathway) or by filtration or by overtopping. This paper investigates on the overtopping mechanism, under conditions compatible with a fully operational MO.S.E. system, through 2-D experiments. The pavement of the Piazza is gently sloping towards the masonry quay which, in some parts is formed by 5 descending steps, and in some other parts, is just a vertical wall. Close to the “Marciana” Library, a critical part is present, with a slightly lower crest freeboard. In total, three cross-sections were examined in the 36 m long wave flume of the Padova University. The test programme includes 10 irregular wave attacks and three different water levels. The test results differ considerably from the results of the available formulas, since the investigated cross-sections by far exceed their range of applicability. The presence of the steps affects only the reflection coefficient rather than the overtopping discharges. In general, if the waves incident to the Piazza are higher than 40 cm, which is a possible scenario, some other adaptation works must be considered, such as the pavement rise, temporary barriers or the reduction of the waves impacting the quay through, for instance, floating breakwaters.

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