2004ENG/7418ENG: Hydrologic Analysis of the Hinze Dam Stage 3 Upgrade - Hydrology Report - Engineering Assignment Help

Assignment Task

LEARNING OBJECTIVES

After successful completion of this assignment you will be able to:

• apply flood frequency analysis to analyse annual series of floods competently.
• develop sitespecific hydrologic relationships between flood peaks and flood volumes.
• apply the level pool flood routing technique through a reservoir to quantify the influence of storage volume on flood mitigation (attenuation and delay of the flood hydrograph) Dam Wall Dam Spillway
• apply the Muskingum flood routing technique to route a flood along a river reach
• apply the sequent peak analysis method to estimate the maximum sustainable yield from a water supply reservoir.
• integrate water balance, flood frequency analysis and flood routing techniques for hydrologic analysis

TASK 1: FLOOD MITIGATION ASSESSMENT

Relative to the stage 2 configuration of Hinze Dam, evaluate the effect of increasing the dam spillway crest level (the stage 3 upgrade) on flood mitigation. That is, compare the attenuation and time lag of the flood outflow peak for the stage 2 and stage 3 configurations for the Nerang River at the Hinze Dam spillway.

1) Determine the design peak inflows using flood frequency analysis

Apply flood frequency analysis on the annual flood series data in the file: snXXXXXXX_AnnualFloodSeriesData.txt

• Note: Text file data can be easily imported into excel using the procedure outlined in appendix A.1 of this handout.

1. Plot the Annual Flood Series data as a column plot time series and note the variability of the peak discharge.
2. Compute the annual flood series statistics
3. Fit both the Extreme Value Distribution and the Log-Pearson Type-III to the annual flood series data using the method of moments.

• Note: The Linear_Interpolation.xla Excel Add In can be used to help compute LPIII frequency factors (refer to Appendix A.2).

4. Quantify whether the Extreme Value Distribution or the Log-Pearson Type-III distribution is the best-fit based on the correlation coefficient squared (r2 ).
5. Use the best-fit distribution to calculate the design flood peak discharges for floods with annual recurrence intervals (ARI) of 50, 100, and 200 years.

2) Determine the design inflow flood volumes using regression analysis

1. Generate a scatter plot showing the relationship between flood runoff volume (ML) and peak discharge (m3 /s) using the data in snXXXXXXX_AnnualFloodSeriesData.txt and determine the best fit power relationship. Note the accuracy/inaccuracy of the relationship, especially for larger flows.
2. Using the best fit power relationship, estimate the design flood volumes corresponding to the peak discharges estimated for the 3 ARIs specified in step 5 above.

3) Determine the design flood outflows using reservoir flood routing

1. For each of the 50-, 100- and 200-year design flood hydrographs provided in the file snXXXXXXX_DesignHydrographData.txt, apply the Reservoir Flood Routing method to route the floods through the Hinze Dam Reservoir for both the stage 2 and 3 configurations.

• Assume an initial water level at 1m below the spillway crest at the on-set of the flood event in broad consistence with the operational procedure for the dam.
• The relevant storage-discharge data can be found in Table 2 and Table 3 and also in the Hinze Dam Data.xlsx spreadsheet provided on Learning@Griffith.
• Note: the xla Add In file can be used to help perform the flood routing calculations (refer to Appendix A.2 and the Flood Routing tutorial)

2. Analyse the results from the stage 2 and stage 3 configurations to establish the influence of the stage 3 upgrade on both the attenuation in peak discharge (1 - Op/Ip) and on the time lag between peak inflow and peak outflow for each of the average recurrence intervals of 50, 100 and 200 years. Refer to the results table in the report template and results spreadsheet for details.

4) Determine flood magnitude downstream using river flood routing

Apply the Muskingum method to route the 100-year design flood outflow from the stage 2 and stage 3 Hinze Dam configurations to the McLaren Road crossing further downstream on the Nerang River to evaluate the effect of the dam upgrade on the flood magnitude further downstream.

1. Assume the weighting parameter X = 0.2, and the mean flood wave celerity, ck = 0.9 m/s. The time lag, K, can be estimated from the distance, L, between the Hinze Dam and the McLaren Road crossing, according to L/ck. Measure the distance between the Hinze Dam and the McLaren Road crossing using Google Maps or similar.
2. On the same set of axes plot: the 100-year reservoir inflow, Hinze Dam spillway outflow (stage 2 and 3) and the stage 2 and 3 hydrographs at McLaren Road.
3. Tabluate the magnitude and time of the flow peaks and the attenuation and time lag associated with the river reach. Refer to the results table in the report template and results spreadsheet for details.

TASK 2: WATER SUPPLY ASSESSMENT

Evaluate the effect of increased spillway crest level on regulated water supply potential (i.e. the sustainable demand) for the greater Gold Coast region and assess the cost effectiveness of this increase against construction costs.

1) Determine the increase in maximum sustainable demand using sequent peak analysis

1. Apply Sequent Peak Analysis on the data provided in the file snXXXXXXX_AnnualInflowVolumeData.txt to develop a relationship between the increase in spillway crest level and the change in the maximum sustainable demand (water supply) as a result of increased storage capacity.
2. Refer to the Water Balance tutorial for guidance.
3. The relevant spillway crest level-storage data can be found in Table 1 and also in the HinzeDamData.xlsx spreadsheet provided on Learning@Griffith.
4. Express the relationship at 2m increments between 82mAHD and 102mAHD in tabular form (refer to the report template and .xlsx results submission template). That is, determine the maximum sustainable demand on the reservoir for each 2m spillway crest elevation increase from 82mAHD to 102mAHD. Remember to double the inflow record length to ensure that you have captured a complete critical drawdown period.

2) Determine the cost effectiveness of the stage 3 upgrade in terms of increased water supply

1. Use simple benefit-cost analysis to recommend an optimal design spillway crest level to maximise the benefit in terms of water supply.
2. That is, develop a relationship between the increase in spillway crest level and the Benefit (ML)/Cost ($) ratio where:
3. the Benefit will be the increase in maximum sustainable demand for the given spillway crest level relative to the maximum sustainable demand for the stage 2 level (82mAHD).
4. the costs are tabulated below in Table 1 and also in the HinzeDamData.xlsx spreadsheet provided on Learning@Griffith.
5. Express the relationship at 2m spillway crest level increments both graphically and in a tabular form (refer to report template and result submission template).

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