HEC-HMS The Hydrologic Engineering Center’s
Hydrologic Modeling System (HMS)
Summary of Topics - HEC-HMS
Premier Hydrologic Model Today (HEC)
Performs RF-RO Calculations for Watersheds
Basic Input and Output Options
Precipitation Options Unit Hydrograph Options
Flood Routing Option
Creating and Viewing Results and Graphs
Execution of HEC-HMS
Running actual projects
Calibration to gage data
Castro Valley case study
Keegans example
Linkage with GIS/NEXRAD data (HEC Geo-HMS)
The Hydrologic Cycle 1 Precipit
0
39 Moisture over land n
0 d
ation on la
61 Evaporation from land
385 Precipitation on ocean
Snow melt Surface runoff
Precipitation 424 Evaporation from ocean
Infiltration Groundwater Wate r ta b le Recharge
Groundwate r flow Impervious strata
38
Surface disch arge 1 G roundwater discharge
Uses of the HEC Program Modelo de precipitacion – Escorrentia en una cuenca cuyo datos estaased on watersn basados en la cuenca fisiografica.
Ofrece una variedad de opciones de modelos para calcular Hidrogramas Unitarios de las cuencas Ofrece una variedad de opciones de tránsitos de las inundaciones a lo largo de ríos. Posibilidad de estimar los parámetros de calibración de cada cuenca sobre la base de la comparación de datos computarizada de los datos observados
HEC-1 Program History HEC-1 - History of Model Development
Separate Programs: 1967 by Leo R. Beard Major Revision and Unification: 1973 Second Major Revision: 1981 (Dam Breach, Kinematic Wave) PC Versions: 1984 (partial), 1988 (full)
HEC-1/HMS Program History Current Versions: 1991, 1998
1991 Version Provides Extended Memory Support 1998 Version 4.1 is Final Release
HEC “NexGen” Project Begins 1990
(RAS, HMS, FDA) HEC-HMS - New GUI and Updates
First Release April 1998 Version 1.1 Released April 1999 Current Version 2.0.3
HEC-HMS Background Purpose of HEC-HMS
Improved User Interface, Graphics, and Reporting Improved Hydrologic Computations
Integration of Related Hydrologic Capabilities Importance of HEC-HMS
Foundation for Future Hydrologic Software Replacement for HEC-1
Improvements over HEC-1 Ease of Use
projects divided into three components user can run projects with different parameters instead of creating new projects hydrologic data stored as DSS files capable of handling NEXRAD-rainfall data and gridded precipitation
Converts HEC-1 files into HMS files
HEC-HMS Availability Available Through HEC Vendors Available at HEC Web Site: http://www.wrc-hec.usace.army.mil “Public Domain”onProgram No Copyright Software No Copyright on HEC Documentation
Special Training Available
EXAMPLE 5.1 Sma ll Wat ershed Exa mple (HEC-1)
A small und eveloped watershed has the p arameters li sted in the following tables. A un it hyd rograph and Muskingu m r out ing coeff icients are known fo r subba sin 3, sho wn in Fig. E5.1(a). TC and R values for subba sins 1 and 2 and associated SCS curve nu mbers (CN) are provided as shown . A 5-hr rainfa ll hye togr aph in in./hr is shown in Fig. E5.1(b) for a storm even t that occurred on June 19, 1983. Assume that the rain fell uniforml y ove r the watershed. Use the information g iven to deve lop a HEC-1 input data set to model t his storm. Run the model t o determi ne the predicted outflow at point B. Note that this same sample will be used later with HEC-HMS as Exa mple 5.2. SUBBASIN NUMBER 1 2 3 UH FOR SUBBAS IN 3:
TC
R
(hr) 2.5 2.8 --
(hr) 5.5 7.5 --
SCS CURVE NUMBER 66 58 58
TIME (hr)
01234567
U (cfs)
0
200
400
% IMPERV IOUS (%) 0 0 0
600
450
300
AREA (mi2) 2.5 2.7 3.3
150
0
Muskingum coefficients: x = 0.15, K = 3 hr, Area = 3.3 sq mi
The input data set is as foll ows:
Solution ID
****
EXAMPLE 5.1
ID ID
**** ****
HEC-1 INPUT DATA SET
ID
****
IT IO
60 4
KK KM
2.5
1.5
2
1
0.5
66 5.5
0
RUNOFF FROM SUBBASIN 2
LS UC KK KM
2.8 A
58 7.5
0
COMBINE RUNOFF FROM SUB 1 WITH RUNOFF FROM SUB 2 AT A
HC KKA TO B KM
2 MUSKINGUM ROUTING FROM A TO B
1 SUB3
KM
ZZ
100
SUB2 2.7
BA LS UI KK KM HC
1200
RUNOFF FROM SUBBASIN 1 0.2 2.5
BA
RM KK
19-Jun-83
SUB1
PI BA LS UC KK KM
60
3
0.15
RUNOFF FROM SUBBASIN 3 3.3 0 B
58 200
0 400
600
450
COMBINE FLOW FROM SUB 3 AND ROUTE D TO POINT B 2
300
150
0
Program Organization Main project screen
Connects to all data and information through menus
Using HEC-HMS Three components
Basin model - contains the elements of the basin, their connectivity, and runoff
parameters Meteorologic Model - contains the rainfall and evapotranspiration data Control Specifications - contains the start/stop timing and calculation intervals for the run
Project Definition
May contain several basin models, meteorologic models, and control specifications User can select a variety of combinations of the three models in order to see the effects of changing parameters on one subbasin
Basin Model Basin Model
Based on Graphical User Interface (GUI) Click on elements from left and drag into basin area Can import map files from GIS programs to use as background Actual locations of elements do not matter, just connectivity and runoff parameters
Basin Model Elements
subbasins- contains data for subbasins (losses, UH transform, and baseflow) reaches- connects elements together and contains flood routing data
junctions- connection point between elements reservoirs- stores runoff and releases runoff at a specified rate (storage-discharge relation)
Basin Model Elements
sinks- has an inflow but no outflow
sources- has an outflow but no inflow
diversions- diverts a specified amount of runoff to an element based on a rating curve - used for detention storage elements or overflows
Basin Model Parameters Loss rate, UH transform, and baseflow methods
Abstractions (Losses) Interception Storage Depression Storage Surface Storage Evaporation Infiltration Interflow Groundwater and Base Flow
Loss Rate methods Green & Ampt Initial & constant SCS curve no. Gridded SCS curve no. Deficit/Constant No loss rate
Initial and Uniform Loss Computation Initial Loss Applied at Beginning of Storm
Estimated from Previous or SCS data Sand: 0.80-1.50 inches; Clay: 0.40-1.00 inches
Uniform Loss Applied Throughout Storm
Also Estimated From Previous Studies or SCS Data Sand: 0.10-0.0 in/hr; Clay 0.05-0.15 in/hr
HEC-HMS Loss Entry Window
Rainfall/Runoff Transformation
Unit Hydrograph Distributed Runoff Grid-Based Transformation Methods:
Clark Snyder SCS Input Ordinates ModClark Kinematic Wave
Unit Hydrograph Definition:
Sub-Basin Surface Outflow Due to Unit (1-in) Rainfall Excess Applied Uniformly Over a SubBasin in a Specified Time Duration
Duration of UH:
HEC-HMS Sets Duration Equal to Computation Interval
Synthetic Unit Hydrographs Computed from Basin Characteristics HEC- HMS Synthetic Unit Hydrographs
SCS Dimensionless Unit graph Clark Unit Hydrograph (TC & R) Snyder Unit Hydrograph User-Defined Input Unit Hydrograph ModClark Unit Hydrograph
Clark Unit Hydrograph Computation
Estimating Time of Concentration for Clark Unit Hydrograph Hydraulic Analysis Method
Compute Travel Time in Open Channels and Storm Sewers based on Flow Velocities Compute Reservoir Travel Time from Wave Velocity
Overland Flow Equations
Kerby Method Kirpich Method Overton & Meadows SCS TR-55 Method for Shallow Concentrated Flow
Baseflow Options
recession constant monthly linear reservoir no baseflow
Stream Flow Routing
Simulates Movement of Flood Wave Through Stream Reach Accounts for Storage and Flow Resistance Allows modeling of a watershed with subbasins
Reach Routing Flood routing methods: Simple Lag Modified Puls Muskingum Muskingum Cunge
Kinematic Wave
HEC-HMS Methods for Stream Flow Routing
Hydraulic Methods - Uses partial form of St Venant Equations
Kinematic Wave Method Muskingum-Cunge Method
Hydrologic Methods
Muskingum Method Storage Method (Modified Puls) Lag Method
Effects of Stream Flow Routing Avg Inflow - Avg Outflow = dS/dt
Storage
Inflow
Outflow Dt
S
Modified Puls (Storage) Metodo de transito de avenidas Relación Alma cenamiento - Indicacion: d
I - Q = (dS/ t) Promediando dos puntos en el tiempo: 1 y 2
I1 + I2 + (2S1/Dt - Q1)= (2S2/Dt + Q2)
HEC-HMS 3.4 Transito de avenidas Datos de la ventana Creando un proyecto, File ---- New
Definiendo las características d los componentes hidrológicos de la cuenca Components
--- Basin Model Manager
Componentes del Modelo Elementos Hidrológicos: Subcuenca (Subbasin)
Cauces (Reach) Confluencias (juntion) Almacenamiento (reservoir) Tomas (diversión) Fuentes (sources) Salidas (sink)
Ingresando los componentes hidrologicos: Subcuenca (Source) y El reservorio
Se pueden introducir desde las barra de herramientas Subcuenca Almacenamiento
Ingresando el Area Km2, precipitacion de la subcuenca
Estará conectado aguas abajo con el reservorio. Area cuenca (36.35 km2) Metodo del flujo (medidor de descarga)
Ingresando los datos del hidrógrama de entrada
Para este ejemplo ingresaremos los datos del hidrograma de entrada Tr = 100 años Components --- Time-Series data manager --Discharge Gage.
Fecha de inicio y termino del hidrógrama de entrada
D a to s de l h idr ó gr a m a entrada caudal vs tiempo
de
Ingresando la descarga en la subcuenca Discharge Gage: Hidrógrama de entrada Options: Obs. Flow: H,entr.
Embalse (reservoir)
Definiendo las características del embalse
Ingresando la curva Altura vs Volumen y Altura vs Almacenamiento
Curva Altura vs Almacenamiento
Almacenamiento vs descarga
Ingreso de datos Alm. vs descarga
Jalando los datos de Altura vs almacenamiento y Altura vs descarga
Definiendo el Modelo meteorológico
Component --- Meteorologic Model Manager
Para e s te precipitación
caso
no
h ay
Control de especificaciones del modelo
Components --- Control Specifications
Simulación
Resultados
Resultados
El máximo caudal de salida del embalse: 2.225 m3/s (este dato será utilizado para diseñar obras y canales de descarga del aliviadero) El superalmacenamiento máximo alcalzando es 31,028 m3/s para una elevación de 0.323 m
Storage-Discharge Relationships
Stream Flow Diversions Diversion Identification Maximum Volume of Diversion (Optional) Maximum Rate of Diversion (Optional) Diversion Rating Table
Stream Flow Rates Upstream of Diversion Corresponding Diversion Rates
Stream Flow Diversions Flow is allowed to move from one channel to another via a side weir or flow across a low divide Weir Diverted Q
Flow increases until a fixed level and then a flow diversion table determines rate through the weir or across the divide
Reservoir Routing Developed Outside HEC-HMS Storage Specification Alternatives: Storage versus Discharge Storage versus Elevation Surface Area versus Elevation
Discharge Specification Alternatives: Spillways, Low-Level Outlets, Pumps Dam Safety: Embankment Overflow, Dam Breach
Reservoirs Pond storage with outflow pipe
I - Q = dS dt
Level Pool Re servoi r I
Q (weir flow)
H S
Q (orifice flow) S = f(Q)
Q = f(H)
I Orifice flow: Q=C *
Orifice flow
2gH
Q I
Weir flows
Weir Flow: 3/2 Q = CLH
Q
Inflow and Outflow
Inflow I=Q Outflow
time
Reservoir Data Input Initial Conditions to Be Considered
Inflow = Outflow Initial Storage Values Initial Outflow Initial Elevation
Elevation Data Relates to Both Storage/Area and Discharge HEC-1 Routing Routines with Initial Conditions and Elevation Data can be Imported as Reservoir Elements
Reservoir Data Input Window
Meteorologic Model Meteorologic Model
Evapotranspiration-ET
Precipitation
monthly average, no evapotranspiration
user hyetograph user gage weighting inverse-distance gage weighting gridded precipitation frequency storm standard project storm Eastern U.S.
Precipitation Historical Rainfall Data Recording Gages Non-Recording Rainfall Gages
Design Storms Hypothetical Frequency Storms Corps Standard Project Storm Probable Maximum Precipitation
Gage Data Gage Data
(from project definition screen)
Precipitation gagesprecipitation data for use with meteorologic models Stream gages- observed level data to compare computed and actual results
Precipitation: Gridded Weather Radar Data Data from National Weather Service NexRAD program, Doppler Radar
Data must be manipulated and stored in DSS file format Grids are HRAP (NWS) or SHG (HEC) HRAP uses spherical projections and generalized earth radius values SHG uses Albers Equal Area projections Grids cover about 1 square kilometer
Historical raw data may not be archived
Sources of Rainfall Intensity-Duration-Frequency (IDF) East of 105th Meridian (Denver)
NWS HYDRO-5 (5 minutes to 60 minutes) NWS TP-40 (2 hours to 24 hours) - 1961 NWS TP-49 (2 days to 10 days)
West of 105th Meridian
NOAA Atlas 2 (Separate Volumes for Each State)
Input and Output Files project-name.HMS: List of models, descriptions and project default method options basin-model-name.BASIN: Basin model data, including connectivity information precipitation-model-nam e.PRECIP: Precipitation model data control-specifications- name.CONTROL: Control specifications run-name.LOG: Messages generated during execution of run project-name.RUN: List of runs, including most recent execution time
Input and Output Files project-name.DSS: DSS file containing basin model data such as computed hydrographs and storage discharge relationships project-name.DSC: List of files contained in DSS file project-name.OUT: Log of operations for the DSS file project-name.MAP: Coordinate point file for subbasin boundaries and channel location project-name.GAGE: Listing of gages available for use in the project HMStemp.TMP: Echo listing of imported HEC-1 model
Data Storage System (DSS) Multiple time series or relational data sets Each data set or record has a unique pathname/Castro Valley/Fire Dept/PRECIP-INC/16Jan197/10min/Obs/
Pathnames Consist of Parts A through F Part A: General name, project name Part B: Specific name, or control point Part C: Data type (PRECIP-INC, PRECIP-CUM, FLOW, STORAGE, etc.) Part D: Start Date Part E: Time interval Part F: User specified
The HEC-HMS “Options” Precipitation Option (6 available) Loss Computation (5 available) Runoff Transform Computation (6 available) Routing Computation (7 available) Over 6 x 5 x 6 x 7 = 1,260 Combinations Subbasin routing reach
Control Specifications Control Specifications - Start/Stop/Time Interval
Running a project User selects the 1. Basin model 2. Meteorologic model 3. Control ID for the HMS run
Viewing Results
To view the results: right-click on any basin element, results will be for that point Display of results: hydrograph- graphs outflow vs. time summary table- gives the peak flow and time of peak time-series table- tabular form of outflow vs. time
Comparing computed and actual results: plot observed data on the same hydrograph to by selecting a discharge gage for an element
Viewing Results
hydrograph
HEC-HMS Output 1.
Tables Summary Detailed (Time Series)
2. 3. 4. 5. 6.
Hyetograph Plots Sub-Basin Hydrograph Plots Routed Hydrograph Plots Combined Hydrograph Plots Recorded Hydrographs - comparison
Viewing Results
Summary table Time series table
HEC-HMS Output Sub-Basin Plots Runoff Hydrograph Hyetograph Abstractions Base Flow
HEC-HMS Output Junction Plots Tributary Hydrographs Combined Hydrograph Recorded Hydrograph
Purpose of Calibration Can Compute Sub-Basin Parameters Loss Function Parameters Unit Hydrograph Parameters
Can Compute Stream Flow Routing Parameters Requires Gage Records
FINALLY - information on HEC-HMS www.hec.usace.army.mil/software/software_ distrib/hec-hms/hechmsprogram.html (the user’s manual can be downloaded from this
site)
www.dodson-hydro.com/download.htm# Electronic_Documents Available on the laboratory computers
