Surface Water Modeling System Research Articles

Разработка интегральных критериев выделения потенциально опасных зон донных отложений водохранилищ.

In 2011–2013 complex experiments were conducted on the Uchinsk reservoir water area during different hydrological seasons. As a result of these researches a hydrodynamic model of Uchinsk reservoir has been developed on the basis of SMS v.10.1 (Surface-water Modeling System) licensed software package by AQUAVEO LLC in 2d approximation.The main factors influencing secondary pollution caused by bottom sediments, spreading of pollutants supplied from bottom sediments, as well as possibility to control the reservoir water quality have been highlighted. Quantitative hydro/physical, hydro/dynamic, and hydro/chemical criteria for forecasting of the probability of secondary pollution caused by the reservoir bottom sediments have been developed. A concept of reservoir zoning by the hazard level of water mass secondary pollution with heavy metals during the period of conditions favorable for heavy metals output from bottom sediments. On the basis of these criteria mapping of the Uchisk reservoir water area with the use of a mathematical model has been carried out. Measures on the reduction of the reservoir secondary pollution probability have been proposed.

Design Procedure Enhanced with Numerical Modeling to Mitigate River-Bank Erosion

In this study, the 2D Finite Element Surface Water Modeling System (FESWMS) is used to design barb structures to mitigate river bank erosion in a stream reach located on the Raccoon River near Adel, Iowa, USA just upstream of the US Highway Bridge 169. FESWMS is used also to access the barbs effect on the study reach. The model results showed that the proposed barb structures successfully reduced the flow velocity along the outside bank and increased the velocity in the center of the stream, thereby successfully increased the conveyance towards the core of the river. The estimated velocities values along the river-banks where the barbs exist were within the recommended values for channel stability design. Thus, the barb structures were able to reduce the erosion along the bankline.

Operation of the Iraqi Part of Al-Huweizah Marsh

Al-Huweizah Marsh is considered as the largest in Iraq. This research aims to maintain thesustainability of Al-Huweizah Marsh under all circumstances and within the limits of the available natural resources from the Iraqi side and the absence of feeding from the Iranian sidedue to the recent Iranian separation dike along the international boundaries within the marsh.Twelve scenarios have been suggested as a first step to restore the whole marsh. But theuncontrolled Iranian feeders and exiguity of their discharges recently, it was necessary to studyonly the northern part of the marsh as an alternative case to ensure reasonable amounts of waterfor the purpose of maintaining and restore the marsh. Hydrological routing model was used tocalculate the quantities required to restore the whole marsh, as well as the northern part. In thisresearch, the total dissolved solid (TDS) was adopted as the water quality parameter considering,three concentrations of TDS (1500, 1750, and 2000ppm). A two-dimensional flow mathematicalsimulation model was prepared using the SMS package (surface water modeling system) whereRMA-2 and RMA-4 software’s are used to study the flow and water quality patterns,respectively. In order to improve the water quality in the marsh according to the acceptable waterquality determinants and the current conditions, we studied diverting some of Tigris River water,which is one of Shatt-Al-Arab feeders, into the marsh and releasing this amount into Tigris Riverthrough Al-Kassara control structure into Shatt-Al-Arab. A significant water qualityimprovement in the marsh was noticed as a result of mixing 25% or 50% of the Tigris Riverwater which is suppose to go to Shatt Al-Arab. According to the results of this study, it wasfound that the restoration of the whole marsh cannot be achieved under the current circumstancesbecause of the limited water discharges from Iraqi feeders of the marsh and receding of feedingfrom Iranian side. The best scenario was that of 3650million cubic meters/year for an area338km2 and water surface elevation of 3m.a.m.s.l. The results also show that Al-Kassara controlstructure is unable to pass the required outflow at low level to improve water quality accordingto the required standard determinants.

TWO DIMENSIONAL NUMERICAL MODELING OF FLOW IN TRAPEZOIDAL BEND CHANNEL USING SPUR DIKE

A two-dimensional hydraulic flow model was developed using the SMS software (Surface Water Modeling System) to simulate the flow properties(thalweg line location) for meander in trapezoidal section channel, and its changes when a single emerge spur dike install at mid of the bend. The model was calibrated and verified through matching velocity profiles throughout the study reach. Thalweg line location were found due to the variation of spur dike characteristic including 180 runs, included five different ratios of spur dike length to top channel width (L/Tw), five ratios of spur dike arm to its body length (l/L), and two spur arm`s direction for four different flow rates, as a result, through the flow configuration the new location of the thalweg in the bend channel after using the spur dike was about (44-71)%Tw which mainly affected by spur body length.

Groin Opening Effect on Shoreline

An actual scale model of a groin was designed and constructed to investigate the impact of the gap width on the shoreline changes in the close vicinity of the groin. The Surface water Modeling System (SMS) model has been used to simulate the wave hydrodynamics around the groin for about 5 years to study the impact of the proposed groin on the shoreline and wave conditions at various time steps. The model has been calibrated and validated against the collected and measured field data. The dominant wave/current conditions along the North-West coast of Egypt have been considered for various possible configurations of the semi-open groin to identify the appropriate design. Wind and wave data of the El-Dekhila port Meteorological Station (EMS) have been adopted for the period 2010-2014. The results and analysis provide general guidelines for the use of groins with a clear opening in coastal resorts that can be applied to a wide range of wave climates. It has also been found that a groin with a clear opening can help to provide safe swimming conditions with minimum impact on the shoreline if groins were properly studied. Wide gap spacing and permeable groins generally reduce the shoreline changes. It is found that the maximum erosion and accretion depths are almost equal in case of S>0.15 Lg for the cases investigated (Lg is the groin length, S is the gap width). The effective length on the up-drift side is much more than that on the down-drift for the cases investigated in this work. The up-drift is affected up to twice the length of the groin in case of no gap and the length is about 1.1 Lg in case of gap width equaling 0.15 Lg. The variation of the Original Research Article Balah et al.; AIR, 3(4): 427-444, 2015; Article no.AIR.2015.038 428 effective length on the down-drift varies slowly as the gap width varies. The effective length varied from 1.2 to 1.1 as S/Lg varies from 0 to 0.15. It is noteworthy that the variation of the effective length is nearly linear with the gap width in this study.

Improved streambank countermeasures: the Des Moines River (USA) case study

In the Midwestern USA, bank erosion is a common hazard due to the high erodibility of the bank soils. In this paper, an improved methodology aimed at identifying the optimal countermeasures to control bank erosion was developed and applied in two sites of the Des Moines River (USA). In situ flow measurements, bed bathymetry and soil properties were collected for providing boundary conditions and parameters of the two-dimensional, depth-averaged hydrodynamic finite element surface water modeling system (FESWMS) model. The model was used to compare the hydraulic performances of four streambank countermeasures: riprap lining (referred to as S1); a series of barbs (S2); alternating barbs and spurs (S3); and the combination of barbs with lining (S4). A key feature of FESWMS was its ability to simulate the wetting/drying conditions of mesh elements, which allowed the simulations of unsubmerged or partially submerged structures for different hydraulic conditions. This research showed that the combination of alternating barbs and spurs (S3) was the only design which provided protection during overbank flows at a competitive cost compared to the other designs analysed. The uniqueness of this methodology is found in the coupling of field measurements and theoretical approaches for depth-averaged velocity profiles to calibrate and validate a hydrodynamic model; and in the proposed design to protect streambanks from severe erosion.

Computer Simulation of Sea Water Pollution

In this paper, we proposed to use the surface water modeling system to sea water spreading simulation. We used SMS8.1 with GFGEN, RMA2 and RMA4. We assumed that there is no other effect except physical process in the sea water, and simulated the divergence of water pollution. This approach can be used in any other sea water pollution analysis. Also we showed general sequence of sea water pollution analysis by example images.

Study on the Hydrodynamic Model for Jinshan Lake Based on the Dam Operation

With the application of RMA2 two-dimensional (2-D) hydrodynamic model of Surface-water Modeling System (SMS), hydrodynamic characteristics of Jinshan Lake in the process of water injection and water exchange were simulated. The model generalized the river channel, divided mesh, chose the parameters, and controlled the boundary conditions with both the flowrate and the water surface elevation. The hydrodynamic simulation results show that: The simulated and measured value of the water level and flow velocity in the calibration section are in good agreement. On the whole, the simulation can truly reflect the hydrodynamic characteristics of Jinshan Lake and then can provide the hydrodynamic foundations for the study on the dam operation with the core of protecting water quality.

NUMERICAL SIMULATION OF TIDAL CIRCULATION IN THE PICHAVARAM MANGROVE ESTUARY

A vertically averaged numerical model is developed using the Surface water Modeling System (SMS) for t he Pichavaram Mangrove Estuary to study the tidal characteristics which en ables the simulation of the whole water circulation within the water body. The Pichavaram mangrove ecosystem is a complex network of creeks, mangroves and mud flats housed between t he Vellar and Coleroon rivers, 15 km north of Chidambaram, Tamil Nadu, Ind ia. A portion of the Coleroon river drains into the mangroves, and tidal flow is through the Coleroon mouth and a small inflow from an inlet in the north. The reduction of freshwater flow over the years has led to a degradation of the mangroves and changes in sedimen tation patterns. The results are calibrated against data collected previously. From the simulated results it is noticed that the tflow from the Coleroon mouth dominates the ent ire system. The maximum flood and ebb tide speed reached 0.777 ms -1 and 0.468 ms -1 during monsoon and post monsoon periods, respectiv ely. The tide showed a pronounced asymmetry in mangroves and a 12% increas e in total depth of water with a maximum increase i n water level of about 5 cm is noticed between monsoon and post monsoon cond itions. The dominance of ebb tide is noticed due to friction in the mangrove forest, which has resulted in slower flood current and greater tidal asymmetry in the waterway.

Hydraulic and Contraction Scour Analysis of a Meandering Channel: James River Bridges near Mitchell, South Dakota

AbstractThe two-dimensional (2D) depth-averaged river model Finite-Element Surface-Water Modeling System (FESWMS) was used to simulate the hydraulic conditions at a contracted bridge site. The site studied was the James River bridges near Mitchell, South Dakota. The parallel bridges are located in a crossing between the two bends of a meander. The floodplain alignment relative to the channel and skewed bridges produces complex 2D flow patterns that cannot be predicted accurately by using a one-dimensional (1D) river model. The 2D model was validated by using flow measurements collected by the USGS during three high-flow events with return periods ranging from 25 to 100 years. The validated model was used to examine the site characteristics that influence the concentrated flow on the right side of the main channel and the exchange of flow between the main channel and floodplains. The rating curves derived from the 2D model and the results of soil erosion tests were used to evaluate live-bed and clear-water...

INFLUENCE OF INLET / SHOAL COMPLEX ON ADJACENT SHORELINES VIA INLET SINK METHOD

The region of influence of the inlet on the adjacent shoreline was determined via examination of the inlet's net sink effect. The net sink effect, or volumetric impact, was computed by adding the volume (or rate) of net sand accumulation within the inlet's channels and shoals with the cumulative volumetric losses on adjacent shorelines to conserve sediment mass after accounting for the volumes either added to adjacent beaches or removed from the ebb shoal by means of nourishment and sediment mining. Volume change of the beaches and ebb shoal complex was computed within a geospatial framework consisting of Regional Mapping and Analysis Program (RMAP), ArcGIS and the Surface-water Modeling System (SMS). Inlet-adjacent cumulative volume changes were then examined to discern the minimum distance away from the inlet along which this volumetric impact was manifest. The alongshore influence of the inlet as determined by the inlet sink method for the 1999-2010 time period was found to be 7.4 miles to the north and 5.5 miles to the south. The inlet sink effect for St. Augustine Inlet is 278,000 cu yd/year, balanced by 99,000 cu yd/yr of erosion from the north beaches and 179,000 cu yd/yr of erosion from the south beaches. If managed properly, the inlet could serve as a valuable, long-term resource for the beaches of St. Johns County within the bounds of its sink effect.

부진동의 제어를 위한 공진장치의 현장적용

본 연구에서는 장주기파에 의한 부진동 및 공진에 의한 선박의 이상동요를 저감시키기 위하여 공진장치를 실해역의 기설 항에 부착하여 그의 제어능을 수치적으로 검토하였다. 수치해석에 2차원타원형완경사방정식에 기초한 유한요소모델인 상용소프트웨어 SMS (Surface water Modeling System)의 CGWAVE MODULE을 적용하였고, 직사각형모델항만에 대한 기존의 실험 및 해석결과와의 비교 검토로부터 부진동해석에 대한 SMS의 타당성과 유효성 및 적용한 마찰계수값의 타당성을 검증하였다. 이로부터 직사각형항만에 공진장치의 부착유무에 따른 부진동의 비교검토로부터 그의 제어능을 확인하였다. 그리고, 포항신항에서 발생될 수 있는 부진동 및 계류선박의 장주기동요를 감쇠시키기 위하여 여러 크기의 공진장치를 적용하여 선박의 이상동요를 발생시키는 공진주기를 보다 장주기측으로 이동시키는 방안을 검토하였고, 이로부터 그의 유용성을 확인할 수 있었다. In this study, to reduce the motion of the vessels resulting from resonance and secondary undulation by long-period waves, numerical review on the control performance of resonator was carried out by attaching the resonator to the established harbor of real waters. In the numerical analysis, CGWAVE MODULE of commercial software SMS(Surface water Modeling System), a finite element model based on 2-dimensional elliptical mild slope equation was applied, and through comparative analysis of the existing experiments and analysis results on the rectangular model ports, the validity of the friction coefficients in which validity and effectiveness of SMS on the secondary undulation analysis is applied was verified. Based on this, the control performance of resonator was confirmed through comparative review of the secondary undulation according to whether or not to attach the resonator to rectangular harbor. In addition, to reduce long-period motion of the moored vessels and the secondary undulation which may occur in Pohang new port, the method to move the resonant period which causes abnormal motion of the vessels to long-term one was discussed through application of the resonators with various sizes, thereby identifying the availability.

Flow Velocity and Pier Scour Prediction in a Compound Channel: Big Sioux River Bridge at Flandreau, South Dakota

The two-dimensional (2D) depth-averaged river model Finite-Element Surface-Water Modeling System (FESWMS) was used to predict flow distribution at the bend of a compound channel. The site studied was the Highway 13 bridge over the Big Sioux River in Flandreau, South Dakota. The Flandreau site has complex channel and floodplain geometry that produces unique flow conditions at the bridge crossing. The 2D model was calibrated using flow measurements obtained during two floods in 1993. The calibrated model was used to examine the hydraulic and geomorphic factors that affect the main channel and floodplain flows and the flow interactions between the two portions. A one-dimensional (1D) flow model of the bridge site was also created in Hydrologic Engineering Centers River Analysis System (HEC-RAS) for comparison. Soil samples were collected from the bridge site and tested in an erosion function apparatus (EFA) to determine the critical shear stress and erosion rate constant. The results of EFA testing and 2D flow modeling were used as inputs to the Scour Rate in Cohesive Soils (SRICOS) method to predict local scour at the northern and southernmost piers. The sensitivity of predicted scour depth to the hydraulic and soil parameters was examined. The predicted scour depth was very sensitive to the approach-flow velocity and critical shear stress. Overall, this study has provided a better understanding of 2D flow effects in compound channels and an overall assessment of the SRICOS method for prediction of bridge pier scour.

Calibration and Verification of a 2D Hydrodynamic Model for Simulating Flow around Emergent Bendway Weir Structures

The predictive capability of a two-dimensional (2D)-hydrodynamic model, the finite-element surface water modeling system (FESWMS), to describe adequately the flow characteristics around emergent bendway weir structures was evaluated. To examine FESWMS predictive capability, a sensitivity analysis was performed to identify the flow conditions and locations within the modeled reach, where FESWMS inputs for Manning’s n and eddy viscosity must be spatially distributed for to better represent the river bed flow roughness characteristics and regions where the flow is highly turbulent in nature. The sensitivity analysis showed that high flow conditions masked the impact of Manning’s n and eddy viscosity on the model outputs. Therefore, the model was calibrated under low flow conditions when the structures were emergent and had the largest impact on the flow pattern and model inputs. Detailed field measurements were performed under low flow conditions at the Raccoon River, Iowa for model calibration and verificat...

Numerical modeling of wave propagation into a harbor using improved characteristic scheme

The method of characteristics has been widely used for solving free surface flows in X–T and X–Y–T spaces. Applications of the method to simulate tidal waves, landslide generated waves, and tsunamis indicate that the method is reliable for solving long wave propagation and its related problems. Many other researches indicated that the method is also capable of simulating more challenging problems of relatively short wave propagation into a harbor. Lately an interpolation scheme was developed and tested for simulating wave oscillation and propagation. The technique was shown to be better than the previous characteristic schemes. In this paper, the method is applied for simulating wave propagation in a harbor where the numerical scheme has to deal with wave reflection, refraction and diffraction. Maximum wave heights inside and outside the harbor basin were recorded. Simulation of wave propagation into the same harbor (basin) using commercial software (Surface Water Modeling System, CG Wave Module) is used for comparison. The comparison indicates that the improved characteristic scheme is a good tool for simulating wave propagation into harbor basins.

Fluvial Geomorphologic and Hydrodynamic Assessment in the Tidal Portion of the Lower Rio Grande River, US-Mexico Borderland

With fast population growth and economic development in the US-Mexico Borderland, water diversion and usages has reduced the flow substantially in the Low Rio Grande River (LRGR). Tidal portion of the LRGR has posed an environmental drought issue since 1993 and the channel clogged with the invasion of non-native plants also causes environmental problems. As a result of the intensity of these natural and manmade factors, the Rio Grande stopped flowing to the sea in February 2001. The flows were reduced to a point that they were unable to push out the sand deposited at the mouth. Geomorphologic evolution in association with the fluvial process of the LRGR has received wide attention. The purpose of this study is to investigate the necessary flow to maintain the river mouth open to the Gulf of Mexico using integrated approach of remote sensing and numerical analysis. It also sheds lights on possible solutions in decision-making. The analysis starts with a geomorphologic analysis using satellite remote sensing imagery and historic flow rate assessment, followed by a two-dimensional, depth averaged, finite element numerical modeling analysis to simulate the hydrodynamics of the tidal portion of the LRGR. While Landsat 7 Enhanced Thematic Mapper Plus (ETM+) satellite imagery and Digital Orthophoto Quadrangles (DOQs) were used for the geomorphologic investigation, Research Management Associates (RMA-2) software and Surface Water Modeling System (SMS 8.0) were used for minimum stream flow rate analysis. Alternative geomorphic conditions were modeled and compared to the original case, where two simulation runs were established. The first one was designed in dealing with a more refined mesh; and the second was prepared for handling an increased discharge at the inflow boundary along with the investigation of shear stress. The study concludes that the peak shear stress increased with increasing discharge towards the mouth of the river and a 1.27 m3/s discharge is necessary to maintain the opening of the river mouth.

A method for evaluating consumer product ingredient contributions to surface and drinking water: Boron as a test case

AbstractBoron is a ubiquitous element that enters surface waters via two main routes, weathering of boron‐containing rock (e.g., borosilicates) and release of boron in cleaning products through disposal to wastewater treatment systems. Recently, concentrations of boron deemed safe for humans and aquatic organisms, via drinking and surface water exposures, have been published. In comparison, however, little has been published regarding the concentrations and distribution of boron in surface waters. This manuscript describes the geographic distribution of boron in the U.S. and California and details a unique method for estimating the amount of boron in receiving waters from consumer product sources using ROUT, a novel deterministic U.S.‐scale surface water modeling system, and the USEPA STORET database. ROUT is a national model that predicts chemical concentrations in U.S. rivers and streams and surface drinking water intakes that receive discharges from publically owned wastewater treatment plants (WWTPs). Over 500,000 river miles are systematically routed through the 18 major hydrologic regions of the continental U.S., excluding Alaska and Hawaii. A geographic information system interface coupled to ROUT provides a readily interpretable map of the predicted influences of environmental loadings on environmental concentrations. In addition, this capability allows for comparisons of ROUT output versus other water quality databases (i.e., STORET database) that are georeferenced. Further, for consumer product ingredients that are measured in surface waters, it may be possible to estimate the relative contribution of that ingredient in surface waters from consumer use. Concentrations of boron in receiving waters, predicted concentrations from consumer products, and the percentage of boron from consumer products were determined for California and the continental U.S. Over 55,000 records of dissolved boron were found in STORET between 1984 and 1993. At least one record was found in 667 counties in 44 states, most west of the Mississippi River. Based on all measurements, the median and 90th percentile boron concentrations for the U.S. were 0.076 and 0.387 mg B/L, respectively. The percent contribution of boron in surface waters from consumer product use and disposal to WWTPs was found to be dependent on the extent of sewage treatment plant effluent/receiving water dilution and natural background boron levels. Where background boron levels and dilution factors were lowest, the percent consumer‐derived contributions were the greatest.

A METHOD FOR EVALUATING CONSUMER PRODUCT INGREDIENT CONTRIBUTIONS TO SURFACE AND DRINKING WATER: BORON AS A TEST CASE

Boron is a ubiquitous element that enters surface waters via two main routes, weathering of boron-containing rock (e.g., borosilicates) and release of boron in cleaning products through disposal to wastewater treatment systems. Recently, concentrations of boron deemed safe for humans and aquatic organisms, via drinking and surface water exposures, have been published. In comparison, however, little has been published regarding the concentrations and distribution of boron in surface waters. This manuscript describes the geographic distribution of boron in the U.S. and California and details a unique method for estimating the amount of boron in receiving waters from consumer product sources using ROUT, a novel deterministic U.S.-scale surface water modeling system, and the USEPA STORET database. ROUT is a national model that predicts chemical concentrations in U.S. rivers and streams and surface drinking water intakes that receive discharges from publically owned wastewater treatment plants (WWTPs). Over 500,000 river miles are systematically routed through the 18 major hydrologic regions of the continental U.S., excluding Alaska and Hawaii. A geographic information system interface coupled to ROUT provides a readily interpretable map of the predicted influences of environmental loadings on environmental concentrations. In addition, this capability allows for comparisons of ROUT output versus other water quality databases (i.e., STORET database) that are georeferenced. Further, for consumer product ingredients that are measured in surface waters, it may be possible to estimate the relative contribution of that ingredient in surface waters from consumer use. Concentrations of boron in receiving waters, predicted concentrations from consumer products, and the percentage of boron from consumer products were determined for California and the continental U.S. Over 55,000 records of dissolved boron were found in STORET between 1984 and 1993. At least one record was found in 667 counties in 44 states, most west of the Mississippi River. Based on all measurements, the median and 90th percentile boron concentrations for the U.S. were 0.076 and 0.387 mg B/L, respectively. The percent contribution of boron in surface waters from consumer product use and disposal to WWTPs was found to be dependent on the extent of sewage treatment plant effluent/receiving water dilution and natural background boron levels. Where background boron levels and dilution factors were lowest, the percent consumer-derived contributions were the greatest.