This document provides information on ENGIN5201 Surface Water Hydrology, including the selection of a river for analysis, daily streamflow data, statistical summaries, frequency plots, flood frequency distributions, and the use of HEC-RAS for hydraulic modeling.
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Running head: ENGIN5201 SURFACE WATER HYDROLOGY1 ENGIN5201 Surface Water Hydrology Name Institution
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ENGIN5201 SURFACE WATER HYDROLOGY2 ENGIN5201 Surface Water Hydrology Problem 1 Task (i) The river with at least 40 years of continuous daily streamflow selected for this task is the Cann River (West Branch). This river is in site no 221201, zone 55, the Easting is 694682 E and the Northing is 5861473. The river is located on Latitude 37o22’22.6”S, and on Longitude 149o11’55.2”E. This river is located in the remote areas of Australia and it borders the Errinundra National Park. The river flows to the south through the borders of Coopracambra and Croajingolong National parks, and then it is joined by 17 other smaller rivers to form the main stream which ends with Bass Strait. The parameters of the river include a descend of 1,080 m, and a length of 102 km. The river is a good selection because it flows all year round (Water Measurement Information System, 2019). Task (ii) Daily streamflow data – Downloaded and Saved in Zipped File: Daily Streamflow Data Task (iii) Summary for daily, monthly, seasonal, and annual: All in Excel Workbook Statistical Summaries. CANN RIVER (WEST BRANCH) @WEERAGUA Count20145 Mean214 Median21.00 Mode0 St Dev893 Coeff of Var4 Skew13 Kurtosis234 StdErr Mean7 Min0 Q1(25th percentile)4 Q3(75th percentile)134
ENGIN5201 SURFACE WATER HYDROLOGY4 b)Monthly January February March April May June July August September October November December 42 44 46 48 50 52 54 56 Series1 January February March April May June July August September October November December 42 44 46 48 50 52 54 56 Series1
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ENGIN5201 SURFACE WATER HYDROLOGY6 d)Annual 16/03/1957 00:00:002/4/1980 0:0020/04/2003 00:00:00 0 2000 4000 6000 8000 10000 12000 14000 16000 18000 Series1 Task (v) All the datasets and graphs for the Cann River West Branch are neatly and professionally presented with the spreadsheet named: Statistical Summaries.
ENGIN5201 SURFACE WATER HYDROLOGY7 Problem 2 Log-Pearson Type III Distribution determines flood frequency distributions which indicate the sites in a river stream (Hamed & Rao, 1999). The common formula used to calculate the 2, 5, 10, 25, 50, and 100 year return periods, is as below. The yearly peak flows are observed and then the frequency distributions are calculated as in the excel spreadsheet Problem 2 Calculations for the given return periods. After the calculation of the frequency distribution at a particular site, frequency distributions are determined. The curve can then be used to obtain the probabilities of different floods. Below is the analysis of the Log-Pearson Type III of the Cann River (West Branch) 1101001,000 100 1,000 10,000 100,000 1,000,000 10,000,000 Cannn River (West Branch) Annual Series Flood Frequency using Log-Pearson Type III Analysis Return Period (years) Streamflow (ML/day
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ENGIN5201 SURFACE WATER HYDROLOGY8 01101001,000 100 1,000 10,000 100,000 1,000,000 10,000,000 Cannn River (West Branch) Annual Series Flood Frequency using Log- Pearson Type III Analysis Actual measured s... Return Period (years) Streamflow (ML/day
ENGIN5201 SURFACE WATER HYDROLOGY9 0110100 100 1,000 10,000 100,000 1,000,000 10,000,000 Cannn River (West Branch) Annual Series Flood Frequency using Log- Pearson Type III Analysis LP3 fitted probab... Return Period (years) Streamflow (ML/day Discussion An analysis of the frequency of floods using the Log-Pearson Type III shows a negative correlation between the measured data and the Log-Pearson values. The line of good fit does not perfectly fit, an indication that the site where the analysis is being carried out is not likely to flood for some times. Also, an extrapolation of the values for the different return periods shows that the likelihood of the river flooding at various sites is low. Problem 3 The option selection for this part is Option 2 – HEC-RAS: Introduction The HEC-RAS application is a computer program used for hydraulic modeling and analysis of the flow of water in open channels, for example a river (Dyhouse, Hatchett & Benn,
ENGIN5201 SURFACE WATER HYDROLOGY10 2003; Bayareddy, 2016; Chia, 2005; Goodell, 2014). The software has undergone different upgrades to version 5.0.7. There was no direct hydraulic effect modeling of the cross sections, bends, and other elements of flow that need to be represented in two to three dimensions. In the done example from the user manual, the version 5.0.7 has been used that allows a two dimensional modeling of flow, besides other aspects of flow such as sediment transfer modeling capabilities. HEC – RAS is a development of the US Department of Defense, Army Corps of Engineers for purposes of river management, harbor management, and any other water related public works that fall under the jurisdiction of the department (US Army Corps of Engineers, 2016; Information Resources Management Association, 2016; Hadzikadic & Avdakovic, 2018). The application is integrated and its design is such that it is interactive and allows a multitasking user interface. The primary features of the software are a graphical user interface (GUI), analysis features, data storage features, management of data elements and image components (Brunner, 1997; Parr & Smith, 2000). The river analysis features include: (1) water quality analysis. (2) unsteady flow simulations (both in one dimensional and two dimensional), (3) steady flow water surface profile computations and (4) Quasi unsteady or fully unsteady flow movable boundary sediment transport computations. In the example done from Chapter four of the user manual, the following are the process were done: i.Staring a New project, ii.Data entry iii.Steady flow data entry iv.Hydraulic calculations
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ENGIN5201 SURFACE WATER HYDROLOGY11 v.Results analysis vi.Closing the application. Summary of the Assumptions Made After starting a new project, various assumptions were made during project processing and execution. The example done in the application is an imaginary example, and that no data was obtained from any field for analysis. The first assumption made is that the river to be analyzed exists and it is a two river hydraulic system, i.e. a three hydraulic reaches system as it is depicted in the project files. In development of this model, the next major assumption made is that the river profile has georeferences. However, these georeferences are not real, they do not exist. As such, an imaginary georeferenced background map was selected, or was brought into the application. Another major assumption made during project execution is the cross sections for the river system actually exists and the parameters given for the river system are actual parameters. The cross sections were also assumed to be uniform throughout the river profiles, and because of that, they were copied, one to the next. However, different but almost similar parameters were utilized to create some arbitrary differences for the river profile. The river system contained three reaches separated by a junction. The junction separated the upper reach and the lower reach for the Fall River, and also the reach for the Butter Cr. River (the tributary). The junction data is ideal – a major assumption for computation and analysis of the river in subject. Junction data for the river was assumed to accurately contain the precise figures for river description, and the lengths of the reaches
ENGIN5201 SURFACE WATER HYDROLOGY12 across the junction. The geometry data for the project was saved and the analysis done step by step as from the example in the user manual. Selection of Graphs Before the selection and generation of the various graphs from the software, different analyses and data entries were done to form the basis for graph generation. Steady flow data was entered into the software to compute the profiles. Three river profiles were calculated. For the three profiles, flow data was entered starting the upstream side to the downstream of the river. It this step of the analysis, another assumption was made – “the flow is constant until another flow value is encountered within the reach.” Other flows were added at the river sections within the reaches. The graphs generated and selected for the example as shown in the next section of the report were also defined by the river profile under analysis, boundary conditions. The boundary conditions serve as the parameters for the establishment of the point where the river starts and the end of the river system under analysis. The beginning of a river is essential in the analysis because in helped the application to start making calculations. The selected regime for the river was a subcritical flow regime. Subcritical flow regimes require only downstream boundary conditions (Sturm, 2010; Vojinovic & Abbott, 2012). For supercritical flow regimes, the boundary conditions are only set at the upper end of the river. There are cases where the flow is of a mixed regime. In such cases, the calculations for the river are done with the Boundary conditions entered both at the upstream and downstream ends of the river (Institute of Engineers Australia, 1995). Discussion
ENGIN5201 SURFACE WATER HYDROLOGY13 The example from chapter 4 of the HEC- RAS user manual sets a base of the various processes, or analyses that can be accomplished by the software (US Army Corps of Engineers, 2016). In the example, the different hydraulic analyses of a river profile were done and results saved in the HEC – RAS files, contained in a separate folder. The analysis done in the example is a steady flow analysis of a river - the computation of a river or channel of water which has a continuous flow of water. The steady flow analysis done for this example involved an assignment different numbers of flow profiles as different flow scenarios. The analysis helped to show the stages of the river at different points in the river and also helps to show the initial ideas of where the channel converges. In case of unsteady flows, temporal river changes in flow are captures at different locations and this analysis cannot be replaceable by steady analysis. HEC- RAS provides an option for computation of different hydraulic calculations covered under steady flow analysis(Tate, 1999). After datainput analysis platform/window, the compute button is used to do all the necessary calculations and the results are displayed. The steady flow simulation window displays all the computation done in the application. The graphs and tables for the various analyses are displayed in different windows. A successful computation of the results led to the results for the example project. Using the scenario output options tabular outputs were generated. The figure below shows the cross-section plot for the example application:
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ENGIN5201 SURFACE WATER HYDROLOGY14 The figure below is a plot generated for multiple water surfaces from the HEC – RAS;
ENGIN5201 SURFACE WATER HYDROLOGY15 A rating curve generated from the analysis is shown in the diagram below. The X-Y-Z perspective plot was done as shown in the screenshot below. The profile summary table was used to generate the plot.
ENGIN5201 SURFACE WATER HYDROLOGY16 X-Y-Z perspective of the river profile. Cross sections tabular output
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ENGIN5201 SURFACE WATER HYDROLOGY17 Profile formats. Other options provide by HEC- RAS to print and out of graphs from various analyses are beyond the scope of this report. Conclusion After all the analyses were done, the project was saved and the program closed. The file folder Surface_Water_Hydrology_HEC – RAS contains all the project files and results for the example application described in Chapter 4 of the HEC RAS user’s Manual Version 5.0 HEC – RAS is a hydraulics application which is free and available in the public domain, besides being peer reviewed software(Dyhouse, Hatchett, & Benn, 2003; Bonner, Brunner, & Jensen, 1994). It is not only used by different consulting organizations but also other public works departments, besides being an add on software. With its extensive documentation, scientists and engineers can use the application for various hydraulic analyses with little difficult.
ENGIN5201 SURFACE WATER HYDROLOGY18 It is notable however, in its use, users may find some numerical instability problems especially is an unsteady analysis is being done e.g in steep and highly dynamic channels.
ENGIN5201 SURFACE WATER HYDROLOGY19 References Bayareddy, V. S. (2016).Determination of Ineffective Flow Areas in Bridge Modeling Using HEC-RAS by Locating Ineffective Flow Stations(Doctoral dissertation, University of Dayton). Brunner, G. W. (1997).Hec-ras (river analysis system).InNorth American Water and Environment Congress & Destructive Water(pp. 3782-3787). ASCE. Bonner, V., Brunner, G., & Jensen, M. (1994).HEC river analysis system (HEC - RAS).ASCE. Chia, P. M. (2005).Application of HEC-RAS Software for the Hydraulic Modeling of River Network(Doctoral dissertation, Jabatan Kejuruteraan Awam, Fakulti Kejuruteraan, Universiti Malaya). Dyhouse, G., Hatchett, J., & Benn, J. (2003).Floodplain modeling using HEC - RAS.Haestad Press. Goodell, C. (2014).Breaking the HEC-RAS Code: A User's Guide to Automating HEC-RAS. H21s. Hadžikadić, M., & Avdaković, S. (Eds.). (2018).Advanced Technologies, Systems, and Applications II: Proceedings of the International Symposium on Innovative and Interdisciplinary Applications of Advanced Technologies (IAT)(Vol. 28). Springer. Hamed, K. and Rao, A.R., 1999.Flood frequency analysis.CRC press. Information Resources Management Association (Ed.). (2016).Geospatial research: concepts, methodologies, tools, and applications. IGI Global. Institution of Engineers Australia. (1995).Transactions of the Institution of Engineers, Australia: Civil Engineering. The Institution.
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ENGIN5201 SURFACE WATER HYDROLOGY20 Parr, A. D., & Smith, A. (2000).HEC-RAS 2.2 for backwater and scour analysis-phase one(No. Report No. K-TRAN: KU-00-9). Sturm, T. W. (2010).Open channel hydraulics.New York: McGraw-Hill. Tate, E. (1999). Introduction to HEC - RAS. Center for Research in Water Resources. US Army Corps of Engineers. (2016). HEC - RAS River Analsys System. Hydrologic Engineering Center. Vojinovic, Z., & Abbott, M. B. (2012).Flood risk and social justice. IWA Publishing. Water Measurement Information System” (Water Measurement Information System) <http://data.water.vic.gov.au/static.htm> accessed May 29, 2019