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HEC-HMS

HEC-HMS. Runoff Computation. Modeling Direct Runoff with HEC-HMS. Empirical models - traditional UH models - a causal linkage between runoff and excess precipitation without detailed consideration of the internal processes A conceptual model

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HEC-HMS

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  1. HEC-HMS Runoff Computation

  2. Modeling Direct Runoff with HEC-HMS • Empirical models - traditional UH models - a causal linkage between runoff and excess precipitation without detailed consideration of the internal processes • A conceptual model - kinematic-wave model of overland flow - represent possible physical mechanism

  3. User-specified Unit Hydrograph • Basic Concepts and Equations Qn=storm hydrograph ordinate Pm=rainfall excess depth Un-m+1=UH ordinate

  4. User-specified Unit Hydrograph • Estimating the Model Parameters 1. Collect data for an appropriate observed storm runoff hydrograph and the causal precipitation 2. Estimate losses and subtract these from precipitation. Estimate baseflow and separate this from the runoff

  5. User-specified Unit Hydrograph • Estimating the Model Parameters 3. Calculate the total volume of direct runoff and convert this to equivalent uniform depth over the watershed 4. Divide the direct runoff ordinates by the equivalent uniform depth

  6. User-specified Unit Hydrograph • Application of User-specified UH - In practice, direct runoff computation with a specified-UH is uncommon. - The data are seldom available. - It is difficult to apply.

  7. Snyder’s UH Model • Basic Concepts and Equations

  8. Snyder’s UH Model • Basic Concepts and Equations - standard UH - If the duration of the desired UH for the watershed of interest is significantly different from the above equation, tR=duration of desired UH, tpR=lag of desired UH

  9. Snyder’s UH Model • Basic Concepts and Equations - standard UH - for other duration Up=peak of standard UH, A=watershed drainage area Cp=UH peaking coefficient,C=conversion constant(2.75 for SI)

  10. Snyder’s UH Model • Estimating Snyder’s UH Parameters - Ct typically ranges from 1.8 to 2.0 - Cp ranges from 0.4 to 0.8 - Larger values of Cp are associated with smaller values of Ct

  11. SCS UH Model • Basic Concepts and Equations

  12. SCS UH Model • Basic Concepts and Equations - SCS suggests the relationship A=watershed area; C=conversion constant(2.08 in SI) t=the excess precipitation duration;tlag=the basin lag

  13. SCS UH Model • Estimating the SCS UH Model Parameters

  14. Clark Unit Hydrograph • Models translation and attenuation of excess precipitation • Translation: movement of excess from origin to outlet • based on synthetic time area curve and time of concentration • Attenuation: reduction of discharge as excess is stored in watershed • modeled with linear reservoir

  15. Clark Unit Hydrograph • Required Parameters: • TC Not • Time of Concentration!!! • Storage coefficient

  16. Clark Unit Hydrograph • Estimating parameters: • Time of Concentration: Tc • Estimated via calibration • SCS equation • Storage coefficient • Estimated via calibration • Flow at inflection point of hydrograph divided by the time derivative of flow

  17. ModClark Method • Models translation and attenuation like the Clark model • Attenuation as linear reservoir • Translation as grid-based travel-time model • Accounts for variations in travel time to watershed outlet from all regions of a watershed

  18. ModClark Method • Excess precipitation for each cell is lagged in time and then routed through a linear reservoir S = K * So • Lag time computed by: • tcell = tc * dcell / dmax • All cells have the same reservoir coefficient K

  19. ModClark Method • Required parameters: • Gridded representation of watershed • Gridded cell file • Time of concentration • Storage coefficient

  20. ModClark Method • Gridded Cell File • Contains the following for each cell in the subbasin: • Coordinate information • Area • Travel time index • Can be created by: • GIS System • HEC’s standard hydrologic grid • GridParm (USACE) • Geo HEC-HMS

  21. Conceptual model Models watershed as a very wide open channel Inflow to channel is excess precipitation Open book: Kinematic Wave Model

  22. Kinematic Wave Model • HMS solves kinematic wave equation for overland runoff hydrograph • Can also be used for channel flow (later) • Kinematic wave equation is derived from the continuity, momentum, and Manning’s equations

  23. Kinematic Wave Model • Required parameters for overland flow: • Plane parameters • Typical length • Representative slope • Overland flow roughness coefficient • Table in HMS technical manual (Ch. 5) • % of subbasin area • Loss model parameters • Minimum no. of distance steps • Optional

  24. Baseflow • Three alternative models for baseflow • Constant, monthly-varying flow • Exponential recession model • Linear-reservoir volume accounting model

  25. Baseflow • Constant, monthly-varying flow • User-specified • Empirically estimated • Often negligible • Represents baseflow as a constant flow • Flow may vary from month to month • Baseflow added to direct runoff for each time step of simulation

  26. Baseflow • Exponential recession model • Defines relationship of Qt (baseflow at time t) to an initial value of baseflow (Q0) as: Qt = Q0Kt • K is an exponential decay constant • Defined as ratio of baseflow at time t to baseflow one day earlier • Q0 is the average flow before a storm begins

  27. Baseflow • Exponential recession model

  28. Baseflow • Exponential recession model • Typical values of K • 0.95 for Groundwater • 0.8 – 0.9 for Interflow • 0.3 – 0.8 for Surface Runoff • Can also be estimated from gaged flow data

  29. Exponential recession model: Applied at beginning and after peak of direct runoff User-specified threshold flow defines when recession model governs total flow Baseflow:

  30. Baseflow • Linear Reservoir Model: • Used with Soil Moisture Accounting loss model (last time) • Outflow linearly related to average storage of each time interval • Similar to Clark’s watershed runoff

  31. Applicability and Limitations • Choice of model depends on: • Availability of information • Able to calibrate? • Appropriateness of assumptions inherent in the model • Don’t use SCS UH for multiple peak watersheds • Use preference and experience

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