1. Time of Concentration and Lag Time in WMS Ryan Murdock CE 394K.2

2. Travel Time Basic Concepts Time of concentration –Longest time of travel for a drop of water to reach the watershed outlet (as used in rational method) –Time from the end of rainfall excess to the inflection point on the hydrograph recession curve (as considered in SCS method) Lag time –Time from the center of mass of rainfall excess to hydrograph peak

3. Hydrograph Properties Taken from Wanielista, M., R. Kersten, and R. Eaglin, Hydrology: Water Quantity and Quality Control, p. 184

4. WMS Travel Time Methods Empirical equations based on basin data Create a time computation coverage –Define representative flow path(s) within each basin using arcs –Travel time equation assigned to each arc

5. WMS Examples

6. WMS Models Requiring Travel Time Input TR-55 (t c ) TR-20 (t lag ) HEC-1 (depends on unit hydrograph method) Rational Method (t c )

7. Computing Travel Times From Map Data- TR-55 Equations Sheet Flow –T t (hr) =0.007(nL(ft)) 0.8 /(P 2 0.5 S 0.4 ) P2 = 2 yr, 24 hr rainfall (TR-55 manual, NOAA) Equation used for lengths <300 ft Shallow Concentrated Flow –T t (hr) =L(ft)/3600V(fps) V determined from slope of flow path Open Channel Flow (Manning’s equation) –T t =L/V=Ln/(1.49R 0.67 S 0.5 ) R obtained from WMS channel calculator t c =  T t Other Equations - FHWA and Maricopa Co., AZ

8. Rational Method

9. Rational Method Hydrograph Taken from Wanielista, M., R. Kersten, and R. Eaglin, Hydrology: Water Quantity and Quality Control, p. 208 Q p =CiA

10. Time of Concentration

11. Time of Concentration Methods (1) Kirpich Equation (1940) –For overland flow –t c (hrs) = m*0.00013*(L 0.77 /S 0.385 ) L= length of overland flow (ft) S= avg overland slope m based on earth type –bare earth=1, grassy earth=2, concrete & asphalt=0.4 In mountains multiply computed t c by (1+(80-CN)*0.4) –Based on data from small agricultural watersheds Steep slopes Well-drained soils Timber cover 0- 56% Area 1.2- 112 acres

12. Time of Concentration Methods (2) Ramser Equation (1927) –For well-defined channels –t c (min) = m*0.0078*(L c 0.77 /S c 0.385 ) m= 0.2 for concrete channels L c = length of channel reach (ft) S c = avg channel slope Kerby Equation (1959) –For overland flow distances 300 - 500 ft –t c (min)= [(0.67*n*L o )/S 0.5 ] 0.467 L o = length of overland flow (ft) n= Manning’s roughness coefficient S= avg overland slope

13. Time of Concentration Methods (3) Fort Bend County, Texas (1987) –For use with Clark unit hydrograph method –t c (hrs)=48.64(L/S 0.5 ) 0.57 logS o /(S o 0.11 10 I ) L = length of longest flow path (mi) S = avg slope along longest flow path S o = avg basin slope I = % impervious area –Applicable watershed conditions Area 0.13- 400 mi 2 Longest flow path 0.5- 55 mi Slope of longest flow path 2- 33 ft/mi Basin slope 3- 80 ft/mi

14. HEC-1 Unit Hydrographs

15. SCS Hydrograph Taken from Handbook of Hydrology, p. 9.25 q p =484AQ/(0.5D+0.6t c )

16. Lag Time

17. Lag Time Methods General form of equation –T LAG = C t *(L*L ca /S 0.5 ) m C t = coefficient accounting for differences in watershed slope and storage L= max flow length along main channel from point of reference to upstream watershed boundary (mi) L ca = distance along main channel from point of reference to a point opposite the centroid (mi) S= slope of the maximum flow distance path (ft/mi) m= lag exponent WMS allows user to customize the parameters (enter your own C t & m)

18. Lag Time Methods- General Form (1) Denver Area Flood Control District (1975) –m=0.48, C t based on % impervious –For small urban watersheds (<5 mi 2 ) with mild slopes Tulsa District USACoE –For use with Snyder unit hydrograph –Parameters C t = 1.42 (natural watersheds in rural areas of central & NE Oklahoma), 0.92 (50% urbanized), 0.59 (100% urbanized) L= watershed max flow distance (mi) S= slope of max flow dist (ft/mi) –Applicable conditions Area 0.5- 500 mi 2 Slope 4- 90 ft/mi Length 1- 80 mi Length to centroid 1- 60 mi

19. Lag Time Methods- General Form (2) Riverside County Flood Control & WCD (1963) –C t = 1.2 mountainous, 0.72 foothills, 0.38 valleys –m= 0.38 –Areas near Riverside Co., CA (2- 650 mi 2 ) Eagleson (1962) –Completely storm-sewered watersheds –C t = 0.32, m= 0.39 –Typical Characteristics Area: 0.22- 7.5 mi 2, L: 1-7 mi, L ca : 0.3-3 mi, S: 6-20 ft/mi, 33-83% impervious Taylor & Schwartz (1952) –For Snyder unit hydrograph –Developed in northeastern region of US –C t = 0.6, m=0.3

20. Putnam (1972) –T LAG = 0.49(L/S 0.5 ) 0.5 Ia -0.57 –Watersheds around Wichita, Kansas –Typical conditions Area: 0.3-150 mi 2, Ia <0.3, 1 < (L/S 0.5 ) <9 Colorado State University –T LAG = C t *(L*L ca ) 0.3 Ct= 7.81/Ia 0.78 –For watersheds in Denver, CO area –With some amount of developed land –Not valid when Ia<10% Lag Time- Adaptations to General Form

21. Lag Time- SCS method SCS (1972) –T LAG = L 0.8 (S+1) 0.7 /(1900Y 0.5 ) L= hydraulic lengthof watershed (ft) S=(1000/CN)-10 = max retention (in) Y= watershed slope (%) –T LAG =0.6 t c

22. Time to Rise Espey (1966) –For Snyder’s time to rise (time from beginning of effective rainfall to hydrograph peak) –Developed for small watersheds in TX, OK, NM –Rural areas T r = 2.65L f 0.12 S f -0.52 L f = stream length (ft) S f = stream slope Typical Conditions –L f : 3250-25300 ft, S f : 0.008-0.015, T r : 30-150 min, Area: 0.1-7 mi 2 –Urban Areas T r = 20.8 UL f 0.29 S f -0.11 Ia -0.61 Ia= percent impervious cover U= urbanization factor (0.6 extensive- 1 natural conditions) Typical Conditions –L f : 200-54,800 ft, S f : 0.0064-0.104, Ia: 25-40%, T r : 30-720 min, Area: 0.0125-92 mi 2