scholarly journals Study of a self-scouring outfall in Lake Ontario by physical and computer modeling

2021 ◽  
Author(s):  
Shanil Persaud
Keyword(s):  
Water Level ◽  
Wave Height ◽  
Lake Ontario ◽  
High Water ◽  
Wave Direction ◽  
Computational Fluid Dynamics Cfd ◽  
Run Up ◽  
Bodies Of Water ◽  
The City ◽  
Better Than

Coastal outfalls that discharge storm water and/or sewerage into bodies of water are part of a collection of critical municipal infrastructure that must be kept functioning properly at all times so as to avoid expensive frequent maintenance and environmental problems. The Green Road costal outfall pipe, located in an embayment on the shores of Lake Ontario in the City of Hamilton, is subject to sediment plugging by waves that transport sediments from an eroding bluff to the east into the study outfall pipe, thereby reducing its hydraulic discharge capacity. To alleviate the problem of outfall blockage, a 1:15 scale undistorted physical (hydraulic) model ws designed and built at the National Water Research Institute (NWRI) to study the performance of a self-scouring outfall (SSO), a structure that utilizes combination of wave run-up slopes, converging walls and steep outlet channels to promote self-cleansing with respect to sediment to prevent direct sediment intrusion into the outfall pipe. A commercial computational fluid dynamics (CFD) model FLUENT, was used to study the internal hydrodynamics of the complex outfall structure. Results from the physical model determined that the performance of the SSO is a function of wave direction, water level, wave height and period, as well as sediment characteristics. Model results indicate that a SSO built on the shores of Lake Ontario would be able to scour a greater amount of sediment in conjunction with a high water level and wave height of 75.07 m and 1.95 m, respectively. A modified SSO design reduced sedimentation on the wave run-up slopes by more than 25% and was 100% effective in preventing direct sediment intrusion. The structure performed exceptionally better than a traditional outfall in terms of sediment handling. Therefore, it is expected a municipality can save a great deal of money on cleanouts by installing a self-scouring outfall to prevent outfall plugging.

scholarly journals Study of a self-scouring outfall in Lake Ontario by physical and computer modeling

2021 ◽  
Author(s):  
Shanil Persaud
Keyword(s):  
Water Level ◽  
Wave Height ◽  
Lake Ontario ◽  
High Water ◽  
Wave Direction ◽  
Computational Fluid Dynamics Cfd ◽  
Run Up ◽  
Bodies Of Water ◽  
The City ◽  
Better Than

Coastal outfalls that discharge storm water and/or sewerage into bodies of water are part of a collection of critical municipal infrastructure that must be kept functioning properly at all times so as to avoid expensive frequent maintenance and environmental problems. The Green Road costal outfall pipe, located in an embayment on the shores of Lake Ontario in the City of Hamilton, is subject to sediment plugging by waves that transport sediments from an eroding bluff to the east into the study outfall pipe, thereby reducing its hydraulic discharge capacity. To alleviate the problem of outfall blockage, a 1:15 scale undistorted physical (hydraulic) model ws designed and built at the National Water Research Institute (NWRI) to study the performance of a self-scouring outfall (SSO), a structure that utilizes combination of wave run-up slopes, converging walls and steep outlet channels to promote self-cleansing with respect to sediment to prevent direct sediment intrusion into the outfall pipe. A commercial computational fluid dynamics (CFD) model FLUENT, was used to study the internal hydrodynamics of the complex outfall structure. Results from the physical model determined that the performance of the SSO is a function of wave direction, water level, wave height and period, as well as sediment characteristics. Model results indicate that a SSO built on the shores of Lake Ontario would be able to scour a greater amount of sediment in conjunction with a high water level and wave height of 75.07 m and 1.95 m, respectively. A modified SSO design reduced sedimentation on the wave run-up slopes by more than 25% and was 100% effective in preventing direct sediment intrusion. The structure performed exceptionally better than a traditional outfall in terms of sediment handling. Therefore, it is expected a municipality can save a great deal of money on cleanouts by installing a self-scouring outfall to prevent outfall plugging.

Effects of Wave Height and Sea Water Level on Wave Overtopping and Wave Run-Up

1965 ◽  
Vol 8 (1) ◽  
pp. 141-151 ◽  
Author(s):  
Yuichi Iwagaki ◽  
Akira Shima ◽  
Masao Inoue
Keyword(s):  
Water Level ◽  
Wave Height ◽  
Sea Water ◽  
Wave Overtopping ◽  
Run Up

scholarly journals Wave run-up on embayed beaches. Study case: Itapocorói Bay, Southern Brazil

2017 ◽  
Vol 65 (2) ◽  
pp. 187-200 ◽  
Author(s):  
Guilherme Vieira da Silva ◽  
Paula Gomes da Silva ◽  
Rafael Sangoi Araujo ◽  
Antonio Henrique da Fontoura Klein ◽  
Elírio E. Toldo Jr.
Keyword(s):  
Wave Height ◽  
Wave Model ◽  
Swash Zone ◽  
Southern Brazil ◽  
Wave Direction ◽  
Linear Processes ◽  
Similarity Parameter ◽  
Peak Period ◽  
The Mean ◽  
Run Up

ABSTRACT This paper presents a new approach for estimating run-up on embayed beaches based on a study of the microtidal coast of Itapocorói Bay, Southern Brazil using the surf similarity parameter and wave height at break location. The four step methodology involved: 1) direct wave measurement (34 days), wave run-up measurement (19 days at 7 points within the bay), measurement of bathymetry and beach topography in the entire bay; 2) tests on available formulae to calculate wave run-up; 3) use of the SWAN spectral wave model to simulate wave parameters at breaking at each wave run-up measurement point and; 4) development of a new formula/approach to assess wave run-up on embayed beaches (in both exposed and protected areas). During the experiments the significant wave height varied from 0.5 m to 3.01 m, the mean wave period from 2.79 s to 7.76 s (the peak period varied between 2.95 s and 17.18 s), the mean wave direction from 72.5° to 141.9° (the peak direction varied from 39.2° to 169.8°) and the beach slope (tan β) from 0.041 to 0.201. The proposed formula is in good agreement with measured data for different wave conditions and varying degrees of protection. The analysis demonstrates that although R² varies from 0.52 to 0.75, the wave run-up distribution over the measurements agreed well with the proposed model, as shown by quantile-quantile analysis (R²=0.98 to 0.99). The errors observed in individual cases may be related to errors of measurements, modeling and to non-linear processes in the swash zone, such as infragavity waves.

scholarly journals PHYSICAL MODEL ON WAVE DISSIPATION EFFECT OF PERFORATED CAISSON

2011 ◽  
Vol 1 (32) ◽  
pp. 20
Author(s):  
Yunpeng Jiang ◽  
Hanbao Chen ◽  
Longzai Ge
Keyword(s):  
Water Level ◽  
Physical Model ◽  
Wave Height ◽  
High Water ◽  
Physical Model Test ◽  
Wave Forces ◽  
Height Distribution ◽  
Wave Dissipation ◽  
Dissipation Effect ◽  
Perforated Caisson

Perforated caisson structure was usually adopted by harbor engineering design to reduce wave height and wave forces on the structure. Through wave physical model test, wave height distribution in front of non-perforated and perforated caisson with different directions was studied respectively with the layout of a project in China. And then dissipation effect of wave height of perforated caisson was obtained from comparison of the two cases. It was indicated from the results that reduction effect of wave height had great relation with the position of perforation on the caisson when dimension of caisson and perforation, perforation rate were fixed. The perforated caisson had a remarkable wave-dissipation effect when the perforation was between once the wave height above or below the still water level, which proved the rationality of the recommendation of Code for Design and Construction of Breakwaters. It was suggested for this project that design of perforation should be consistent with the code as possible and near the design high water level.

An Experimental Study on the Performance of Wave Dissipation of Artificial Sand Bar

2012 ◽  
Vol 226-228 ◽  
pp. 2299-2302
Author(s):  
Duo Cang Zhao ◽  
Bing Shi ◽  
Li Peng Yang ◽  
Zhi Yong Zhang
Keyword(s):  
Experimental Study ◽  
Water Level ◽  
Transmission Coefficient ◽  
Wave Height ◽  
High Water ◽  
Wave Parameter ◽  
Regular Waves ◽  
Wave Dissipation ◽  
High Water Level ◽  
Sand Bar

The paper summarizes the results of the performance of wave dissipation of an artificial sand bar experimental study under regular waves .In the experiment, the water levers are 0.00m、design high water level (1.35m) and extreme high water level (2.66m) ,it chooses the corresponding the limit wave height of three kinds of water level ,and analyzes the influences of relative height of artificial sand bar (d/H)、relative water depth of artificial sand bar (R/H) and wave steepness (H/L) on transmission coefficient of wave.The result shows that artificial sand bar has well the performance of consuming wave energy, the incident wave height starts up clearly decrease, while wave passes through artificial sand bar.With changing in conditions of artificial sand bar geometric dimensioning and wave parameter, transmission coefficient of regular waves also Changes.

Study on the Extreme High Water Levels and Wave Heights of Different Return Periods in Laizhou Bay, China

2017 ◽  
Author(s):  
Chunyan Zhou ◽  
Jinhai Zheng ◽  
Jisheng Zhang ◽  
Xiaoying Fu
Keyword(s):  
Water Level ◽  
Wave Height ◽  
Return Period ◽  
Current Velocity ◽  
Yellow River ◽  
River Mouth ◽  
High Water ◽  
Water Levels ◽  
Laizhou Bay ◽  
Distribution Method

Based on good simulation results during storm events in 2009, MIKE21 was used to study the extreme water level, current velocity and wave height in Laizhou Bay, China. 95 extreme weather processes during 1988–2012 were simulated. For each event, coupled hydrodynamic and wave modules of MIKE21 was chosen to calculate the maximum water level and current velocity. The Gumbel distribution method, commonly used for estimating return-period values of marine hydrodynamic variables, is adopted in this study. The extreme high water level of 50-year return period in Laizhou Bay can reach 2.6–3.8 m; and that of 100-year return period can be as high as 2.8–4.6 m. The 50-year and 100-year return-period values of current velocity can reach up to about 2.8 m/s and 3.2 m/s respectively, both around the Yellow River mouth. Wave height strongly depends on water depth, water level rise, wind speed and direction. The results provide parameter reference for structure design in the Laizhou Bay.

scholarly journals Accuracy Evaluation of CFOSAT SWIM L2 Products Based on NDBC Buoy and Jason-3 Altimeter Data

2021 ◽  
Vol 13 (5) ◽  
pp. 887
Author(s):  
Guozhou Liang ◽  
Jungang Yang ◽  
Jichao Wang
Keyword(s):  
Wave Height ◽  
Wave Spectrum ◽  
Data Accuracy ◽  
Ocean Wave ◽  
Global Ocean ◽  
Altimeter Data ◽  
Accuracy Evaluation ◽  
Wave Direction ◽  
Dominant Wave ◽  
Better Than

Chinese-French Oceanography Satellite (CFOSAT), the first satellite which can observe global ocean wave and wind synchronously, was successfully launched On 29 October 2018. The CFOSAT carries SWIM that can observe ocean wave on a global scale. Based on National Data Buoy Center (NDBC) buoys and Jason-3 altimeter data, this study evaluated the accuracy of L2 level products of CFOSAT SWIM from August 2019 to September 2020. The results show that the accuracy of the nadir Significant Wave Height (SWH) data of the SWIM wave spectrometer is good. Compared with the data of the NDBC buoys and Jason-3 altimeter, the RMSE of the nadir box SWH were 0.39 and 0.21 m, respectively. The variation trend of SWH were first increasing and then decreasing with the increasing of the wave height. The precision of off-nadir wave spectrum SWH is not better than nadir box SWH data. Accuracy was evaluated for off-nadir data from August 2019 to June 2020 and after June 2020, respectively. After linear regression correction, the accuracy of off-nadir wave spectrum SWH was improved. The data accuracy evaluation and comparison of different time period showed that the off-nadir wave spectrum SWH accuracy was improved after the data version was updated in June 2020, especially for 6° and 8° wave spectrum. The precision of off-nadir wave spectrum SWH decreases with the increasing of wave height. The accuracy of the dominant wave direction of each wave spectrum is also not very good, and the accuracy of the dominant wave direction of 10° wave spectrum is slightly better than the others. In general, the accuracy of SWIM nadir beam SWH data reaches the high data accuracy of traditional altimeter, while the accuracy of off-nadir wave spectrum SWH is less than that of nadir beam SWH data. The off-nadir SWH data accuracy after June 2020 has been greatly improved.

Impact of Proposed Burlington and Hamilton Sewage Discharges in Western Lake Ontario

2003 ◽  
Vol 38 (4) ◽  
pp. 627-645 ◽  
Author(s):  
Yerubandi R. Rao ◽  
Raj C. Murthy ◽  
Fausto Chiocchio ◽  
Michael G. Skafel ◽  
Murray N. Charlton
Keyword(s):  
Action Plan ◽  
Near Field ◽  
Lake Ontario ◽  
Zone Model ◽  
Hamilton Harbour ◽  
Western Lake ◽  
Treated Sewage ◽  
Treated Effluents ◽  
Typical Summer ◽  
The City

Abstract The alternate strategy of open-lake discharge may alleviate the need for unusually stringent treatment needed to meet water quality goals of the Hamilton Harbour Remedial Action Plan (RAP). The latest update of the RAP recommended a study of the possibility of offshore discharges. A study conducted for the City of Burlington has proposed a location for outfall in Lake Ontario. This paper utilizes a combination of physical limnological data and mathematical models to predict the waste plume characteristics for the proposed outfall in the lake. Near-field dilutions obtained from a mixing zone model show that, for treated effluents with a discharge condition of 2 m3/s at the proposed outfall site at Burlington, the dilution ratios are in the range of 13:1 to 28:1 for weak to moderate currents during summer stratification. Winter dilution ratios increased to 21:1 to 96:1 for moderate currents. The recommended site for open-lake outfall provides acceptable near-field dilutions for treated effluents under typical lake currents and density structure. The extension of outfall to a location farther offshore is only marginally beneficial. With the proposed Burlington outfall location and discharge conditions, no far-field contamination is observed near the beaches or nearby water intakes for typical summer and winter conditions. Thus, this study indicates that by discharging the treated sewage from an outfall in Lake Ontario it is possible to achieve the Hamilton Harbour RAP goals.

The Concept of the Optimum Alignment of Discharge Pipelines Due to the Minimization of the Wave Forces

1992 ◽  
Vol 25 (9) ◽  
pp. 211-216
Author(s):  
A. Akyarli ◽  
Y. Arisoy
Keyword(s):  
Wave Height ◽  
Wave Force ◽  
Wave Forces ◽  
Wave Direction ◽  
Incoming Wave ◽  
Pipeline Route ◽  
Optimum Alignment ◽  
The Cost ◽  
Resultant Wave

As the wave forces are the function of the wave height, period and the angle between the incoming wave direction and the axis of the discharge pipeline, the resultant wave force is directly related to the alignment of the pipeline. In this paper, a method is explained to determine an optimum pipeline route for which the resultant wave force becomes minimum and hence, the cost of the constructive measures may decrease. Also, the application of this method is submitted through a case study.

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