1 / 40

Unit Hydrograph Model

Unit Hydrograph Model. Response Functions of Linear Systems Basic operational rules: - Principle of Proportionality: f(c Q ) = c  f(Q) - Principle of Superposition: f(Q 1 +Q 2 ) = f(Q 1 ) + f(Q 2 ). Schematic Diagrams of Linear System Responses. Discrete Unit Impulse Response Function.

ginger-mcdowell
Download Presentation

Unit Hydrograph Model

An Image/Link below is provided (as is) to download presentation Download Policy: Content on the Website is provided to you AS IS for your information and personal use and may not be sold / licensed / shared on other websites without getting consent from its author. Content is provided to you AS IS for your information and personal use only. Download presentation by click this link. While downloading, if for some reason you are not able to download a presentation, the publisher may have deleted the file from their server. During download, if you can't get a presentation, the file might be deleted by the publisher.

E N D

Presentation Transcript

  1. Unit Hydrograph Model Response Functions of Linear Systems Basic operational rules: -Principle of Proportionality: f(cQ ) = cf(Q) -Principle of Superposition: f(Q1+Q2) = f(Q1) + f(Q2) UH

  2. Schematic Diagrams of Linear System Responses UH

  3. Discrete Unit Impulse Response Function UH

  4. Discrete Unit Impulse Response Function UH

  5. Rainfall-Runoff Modeling • In many hydrologic engineering designs, we need to predict peak discharge or hydrograph resulting from a certain type of storm event. For this purpose, some kind of rainfall-runoff model is needed to translate rainfall input to produce discharge hydrograph. • Hydrologic rainfall-runoff models range with various degrees of sophistication. The use of a particular model depends largely on the accuracy requirement of the results, importance of the project, data availability, and fiscal constraints. • Among many rainfall-runoff models, the unit hydrograph (UH) method received considerable use and it is still being used widely by many water resources engineers & hydrologists. • UH for a given watershed can be derived from historical rainfall-runoff data. For watersheds having no streamflow & rainfall records, the so-called synthetic UH which relates the properties of UH to basin characteristics, must be developed. UH

  6. Unit Hydrograph Model • First proposed by Sherman (1932) • Definition: The UH of a drainage basin is a direct runoff hydrograph (DRH) resulting from 1 unit of effective rainfall (rainfall excess) hyetograph (ERH) distributed uniformly over the entire basin at a uniform rate during a specified time period (or duration). UH

  7. Basic Assumptions of UH 1.The effective rainfall is uniformly distributed within its duration 2.The effective rainfall is uniformly distributed over the whole drainage basin 3.The base duration of direct runoff hydrograph due to an effective rainfall of unit duration is constant. 4.The ordinates of DRH are directly proportional to the total amount of DR of each hydrograph (principles of linearity, superposition, and proportionality) 5.For a given basin, the runoff hydrograph due to a given period of rainfall reflects all the combined physical characteristics of basin (time-invariant) UH

  8. Criteria for Selecting Storm Events to Derive UHs • Storms are isolated and occur individually; • Storm coverage should be uniform over the entire watershed - watershed area should not be too large, say < 5000 km2 ; • Storms should be flood-producing storms – ER is high, 10mm < ER < 50mm is suggested; • Duration of rainfall should be approx. 1/5 to 1/3 of basin lag; • The number of storm events should be at least 5. UH

  9. Derivation of UH (For simple ERH) 1.Analyze hydrograph and perform baseflow separation. 2.Measure the total volume of DRH in equivalent uniform depth (EUD) 3.Find the effective rainfall such that VDRH = VERH. 4.Assume that ERHs are uniform, the UH can be derived by dividing the ordinates of DRH by VDRH 5.The duration of the UH is the duration of ERH. 6. In rainfall-runoff analysis, the times of occurrence for DRH and ERH are commonly made identical. UH

  10. Derivation of UH (Figure) UH

  11. Determination of DRH from known UH and ERH UH

  12. Determination of DRH UH

  13. Determination of DRH (Example) UH

  14. Effect of Storm Duration on UH (1) UH

  15. Effect of Storm Duration on UH (2) UH

  16. Effect of Storm Duration on UH (3) UH

  17. Effect of Storm Duration on UH (4) UH

  18. For Complex Storm Events • How to determine the UH corresponding to the duration t? UH

  19. Derivation of UH from Complex Storm Events UH

  20. UH Determination from Complex Storms UH

  21. UH Determination from Complex Storms UH

  22. Methods for deriving UH from complex storm events • Successive Approximation • System Transformation • Least squares & its variations • Optimization techniques (LP, others) UH

  23. Successive Approximation UH

  24. UH Determination from Complex Storms UH

  25. Least Squares & Its Variations UH

  26. UH Determination from Complex Storms UH

  27. Basic Requirements for Selecting Methods to Derive UH • The resulting UH ordinates are positive; • The UH shape is preserved; • Errors in the input data are not amplified during UH derivation; • The method is capable for admitting a number of events simultaneously for UH derivation; • The method is computationally simple, efficient, and easily programmable UH

  28. Single-Event vs. Multiple-Event Analysis • How to Determine Representative UH? • UH derived from the single-event analysis could vary from one storm to the other • In multiple-event analysis, rainfall-runoff data of different storms are stacked as where Pk and Qk are ERH matrix and DRH vector for the k-th event and u is the vector of multi-event UH. UH

  29. Single-Event Analysis UH

  30. Multiple-Event Analysis • By ordinary least squares method uOLS = ( P’P )-1 ( P’Q ) • By ridge least squares method uRidge = ( P’P + kI )-1 ( P’Q ) UH

  31. UH

  32. Derivation of UH of Different Durations • How to determine a UH of one duration from the UH of a different duration? • Lagging Method Referring to Fig., if a t-hr UH, say from 1cm of ERH, is known and we wish to derive a 2t-hr UH. Since the sum of two t-hr UHs has the volume of 2 cm (or 2”), the 2t-hr UH can be obtained simply by dividing the sum of 2t-hr UHs (lagged by t-hr) by 2. Similarly, the procedure can be used to derive the UH with a duration which is a integer multiplier of the duration of the original UH. t’ = k t where k = integers such as 2, 3, 4, …; and t = original UH duration. The lagging method is restrictive to develop UH whose duration is the integer multiplier of the original UH duration. UH

  33. Lagging Method UH

  34. S-Curve Analysis (1) • S-curve is a DRH (also called S-hydrograph), resulting from an infinite series of rainfall excess of one unit, say 1 cm or 1 inch with a specified duration, t. • After te hours, the continuous rainfall producing 1 cm (or 1 inch) of runoff every t-hr would reach an equilibrium discharge, Qe. • The equilibrium discharge, Qe, can be computed as where Qe – [ft3/s] ; i – [in/hr]; A – [mi2]; and t – [hr], or where Qe – [m3/s]; i – [cm/hr]; A – [km2]; and t – [hr]. UH

  35. S-Curve Analysis (2) • To derive a UH of duration t’-hr from the S-curve, g(t), obtained from t-hr UH, the S-curve is shifted to the right by t’-hr. Then, the difference between the two S-curves represents the direct runoff hydrograph resulting from a rainfall excess of t’/t cm or inches. The t’-hr UH then can be easily obtained by dividing the ordinates of S-S’ by t’/t. • Note: The S-curve tends to fluctuate about Qe. This means that the initial UH does not represent actually the runoff at a uniform rate over time. Such fluctuations usually occur because of lack of precision in selecting UH duration. That is, the duration of the UH may differ slightly from the duration used in calculation. Nevertheless, an average S-curve can usually be drawn through the points without too much difficulty. UH

  36. Construction of S-Curve UH

  37. Determine UH by S-Curve UH

  38. Adjustment of S-Curve UH

  39. S-Curve (Example 1) UH

  40. S-Curve (Example 2) UH

More Related