Basic Hydrology: Rainfall-Runoff – I

1. Basic Hydrology: Rainfall-Runoff – I

2. Rainfall-Runoff • Rainfall-runoff (modeling) is a tool used to estimate the discharge produced by a rainfall event over a project area for hydraulic design. • Unlike flood frequency the rainfall probabilities are expressed as a combination of frequency (same idea as AEP), depth, and duration. • The inclusion of depth and duration reflects that different “storms” can produce the same total depth, but deliver that depth over much different times Consider a slow gentle rain for a long time versus a fast hard rain very rapidly

3. Rainfall-Runoff Precipitation Loss Model(s) Excess Precipitation Routing/Storage Discharge

4. Depth-Duration-Frequency • Depth of rainfall is the accumulated depth (in a gage) over some time interval. • Duration is that time interval. • Frequency is the probability (like AEP) of observing the depth over the given duration. • These relationships for a location are conveyed in families of DDF Curves analogous to a flood frequency curve, but different curves for different AEP

5. Depth-Duration-Frequency • DDF curve e.q. 12 hour, 100-year (AEP=1%), depth is 70 millimeters Frequency AEP; ARI Depth Duration

6. Intensity-Duration-Frequency • An alternate form of DDF is to present the magnitude as an intensity (a rate). • Intensity is the ratio of an accumulated depth to some averaging time, usually the duration. • Intensity is NOT the instantaneous rainfall rate.

7. Depth-Duration-Frequency • Intensity (average rate) e.q. 12 hour, 100-year (AEP=1%), depth is 70 millimeters average intensity is 70mm/12hr = 5.8 mm/hr Depth Duration

8. Intensity-Duration-Frequency • IDF curves e.q. 20 minute hour, 5-year (AEP=20%), intensity is 5.5 inches/hr Frequency AEP; ARI Intensity

9. DDF and IDF • Depth is average intensity multiplied by the time of accumulation. • Depth is also the integral of the instantaneous intensity over the duration Instantaneous rate

10. Depth, Intensity, and Duration Slope of tangent line is instant intensity for hour 9 Slope of this line is Average intensity for 24 hours

11. Depth, Intensity, and Duration • Conversion from Depth-Duration to Intensity-Duration is obtained by the ratio of depth to duration. • Conversion from Intensity-Duration to Depth-Duration is obtained by multiplication. using same duration!

12. DDF Data Sources • DDF from various sources. • NWS TP40 (online) • NWS HY35 (online) • Texas DDF Atlas (online) • All similar – have maps of depth for given duration and AEP (ARI)

13. DDF Data Sources Location Harris County 3 hour, 5-year (AEP=20%) depth = 3.6 inches Duration = 3 hour ARI (AEP = 1/5 = 20%)

15. Frequency matching – P(flood)=P(rainfall) • The principal assumption of rainfall-runoff analysis is that a particular discharge event is produced by a rainfall event of the same probability • It is only an assumption; there are situations where there is no reason to expect the probabilities to be equivalent • Although an assumption, it is the only way (currently) to proceed with rainfall-runoff modeling

16. Rational equation • The rational equation is a model that estimates peak discharge for small drainage areas as the product of the contributing area, a rainfall intensity for a time of duration called the time of concentration, and a rational runoff coefficient. • The duration is obtained from consideration of the drainage area’s flow paths, slopes and such – this duration is called the “Time of Concentration” • The runoff coefficients are tabulated and associated with descriptive properties of the drainage area.

17. Rational equation • The HDM and HDS-2 (as well as many other references) contain guidance on computing the time of concentration. • The HDM and HDS-2 (as well as many other references) contain guidance on selecting appropriate runoff coefficients. • The rational equation produces estimates of peak discharge only – it does not produce a hydrograph • The rational equation has limited applicability – the limits are listed in the HDM

18. Hydrographs • A hydrograph is a plot of discharge versus time at a location. • When rainfall that produces runoff falls on a watershed, the runoff signal will eventually be observed in the hydrograph, usually as some kind peak a certain time after the rainfall begins

19. Hydrographs Recession limb Peak • Flow rate, Q, as a function of time. • Values depend upon: • Rainfall depth • Watershed characteristics Rising limb

20. Rainfall-Runoff and Hydrographs • Precipitation • DDF/IDF Transformation

21. Direct runoff hydrograph shape • Hydrograph shape depends on watershed characteristics. • What will the hydrograph look like for each of these watersheds, assuming a long duration storm?

22. Direct runoff hydrograph shape • Hydrograph shape depends on watershed characteristics. • Which of these shapes corresponds to the previous watershed shapes? ? ?

23. Unit-hydrograph based methods • Unit hydrographs (UH) are another method to estimate discharge caused by rainfall • Unlike the rational equation, the UH method generates a hydrograph estimate – both peak discharge and volumes can be reasonably examined

24. Runoff Volume • Runoff volume = “area under the curve” of a hydrograph • For example • Sum of flows =2502 cfs • Volume = 2502 cfs * 3 hr = 27 million ft3 = 620 ac ft • Divide by watershed area to compute an equivalent uniform depth (EUD) • The runoff volume is expressed in “watershed inches” Add areas under curve …

25. Unit-hydrograph based methods • A unit hydrograph is the graph of outflow from a watershed from an input of 1 unit of EXCESS rainfall in a given time period. • The EXCESS is the result of abstractions (storage, loss) from the incoming precipitation signal. • The EXCESS volume is equal to the runoff volume (expressed in watershed inches) • If there were no losses or storage, the volume of raw rain into the watershed would equal the volume of runoff produced by the watershed

26. Unit Hydrographs

27. Unit Hydrographs Excess as series of pulses If pulses went immediately to the outlet, would expect direct hydrograph to have same shape. Q(t) = i(t)A Intensity Time Runoff Time Intensity • But pulses are assumed uniform over whole area – close to outlet arrive sooner than far from outlet • Hence there is time re-distribution Time

28. Unit Hydrographs Excess as series of pulses If pulses went immediately to the outlet, would expect direct hydrograph to have same shape. Q(t) = i(t)A Intensity Time Runoff Time Intensity • But pulses are assumed uniform over whole area – close to outlet arrive sooner than far from outlet • Hence there is time re-distribution Time

29. Unit Hydrographs Excess as series of pulses The unit hydrograph is the “function” that maps the time-distribution of pulses of excess precipitation to the time-distribution of direct runoff. Intensity Time Runoff Intensity Time Time

30. Unit-Hydrograph Assumptions • Direct runoff duration (time) is same for all uniform-intensity storms of same duration (time). • Two excess hyetographs of the same duration (time) will produce direct runoff hydrographs of the same duration (time) but with runoff rates proportional to the volumes (depth) of the excess hyetographs. • The time distribution of direct runoff from a given storm duration is independent of concurrent runoff form prior storms.

31. Unit-Hydrograph Assumptions • Unit hydrographs have a particular time base – a UH response for a 1-hour storm is different than a UH response for a 3-hour storm. • The HDM describes several different UH models for design application • Involve estimation of a characteristic response time that has various names: basin lag, time to peak, etc. • Involves some characterization of hydrograph shape.

32. Summary • Rainfall input described by DDF or IDF curves • Intensity is an average rate over the duration • DDF values are obtained from NWS or similar sources – they are mapped to locations • DDF curves can be constructed for a location by combining values for different durations and AEPs • Rainfall-runoff analysis ASSUMES the X-probability rainfall event produces the X-probability discharge event

33. Summary • Rational equation estimates peak discharge • Rational equation has limited applications • Hydrograph based methods produce entire hydrographs