FAST WATER / SLOW WATER AN EVALUATION OF ESTIMATING TIME FOR STORMWATER RUNOFF
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1 FAST WATER / SLOW WATER AN EVALUATION OF ESTIMATING TIME FOR STORMWATER RUNOFF
2 Factors Affecting Stormwater Runoff: Rainfall intensity % Impervious surfaces Watershed size Slope Soil type, soil compaction Type of vegetation / surface cover Density of vegetation / surface cover Length of runoff / travel time
3 SCS Method Hydrograph Taken from Wanielista, M., R. Kersten, and R. Eaglin, Hydrology: Water Quantity and Quality Control, p. 184
4 Rational Method Hydrograph Taken from Wanielista, M., R. Kersten, and R. Eaglin, Hydrology: Water Quantity and Quality Control, p. 208
5 HYDROGRAPH s TIME DEFENITIONS Time to Peak, t p : Time from the beginning of the rising limb to the occurrence of the peak discharge. The time to peak is determined by drainage characteristics such as surface density, slope, channel roughness, and soil infiltration. Time Base, t b : Duration of the direct runoff hydrograph.
6 HYDROGRAPH s TIME DEFINITIONS Lag Time, t L : Time between the center of mass of the effective rainfall and the center of mass of the direct runoff hydrograph. The basin lag is a concept used in linear modeling of basin response. The lag time appears often in theoretical and conceptual models of basin behavior. However, it is difficult to measure in real world conditions. Many empirical equations were developed in watershed research. The simplest equations compute the basin lag as a power function of the basin area.
7 HYDROGRAPH s TIME DEFINITIONS Time of Concentration, t c : Time required for water to travel from the most hydraulically remote point in the basin to the basin outlet. For rainfall events of long duration, the time of concentration is associated with the time required for the system to achieve the maximum or equilibrium discharge. The drainage characteristics of length and slope, together with the hydraulic characteristics of the flow paths, determine the time of concentration.
8 This Time of Concentration is the Time Used in Hydrology Modeling. This talk looks into that 800 lb. Hippo!
9 Velocity Equations Used in the Segmental Method Sheet Flow Overland Flow Shallow Flow (Rills and Gullies) Open Channel/Pipe Flow (Conveyance)
10 Gauckler Manning Coefficient An empirical hydraulic formula used for gravity flow in open channels or surface runoff. It was first presented by the French engineer Philippe Gauckler in It was re-developed later by an Irish engineer Robert Manning in 1890.
11 Sheet Flow Precipitation Infiltration
12 Sheet Flow TR-55 Sheet Flow The sheet flow time computed for each area of sheet flow that requires the following input data: Hydraulic Length Defined flow length for the sheet flow. Manning's n Manning's roughness value of the sheet flow. Slope The defined the slope of the sheet flow/catchment. Where: L= Sheet Flow Length (0 < L < 100 ft) S = Slope (ft/ft) P = Depth 2-yr. 24-hr. Precipitation (in.) Tc = Estimated Runoff Time (min.)
13
14 Sheet Flow Limitations Kibler and Aron (1982) and others indicated the maximum sheet flow length is less than 100 feet. To support the sheet flow limit of 100 feet, Merkel (2001) reviewed a number of technical papers on sheet flow. McCuen and Spiess (1995) indicated larger sheet flow length variables lead to less accurate designs, and proposed a limitation with equation (15 8) shown below be considered: Eq. 15-8
15 Chapter 15 Part 630 of National Engineering Handbook
16 Shallow Concentrated Flow
17 Slope in ft/ft Shallow Concentrated Flow L t V Velocity in fps
18 National Engineering Handbook
19 Shallow Flow Equations from NEH, May 2010
20 What? Woods with Shallow Runoff? Shallow Flow isn t just for the paved & unpaved.
21 Open Channel Flow n = 0.07 n = n = 0.06
22 Open Channel Flow Equation Uncle Manning s Equation V 1.49 R 2 / 3 S 1/ 2 n Tc open channel flow = Length/Velocity
23 Hydraulic Calculations Summarized (TR55, Velocity, Segmental, or SCS Method) Sheet Flow T t (hr) =0.007(nL(ft)) 0.8 /(P S 0.4 ) Shallow Concentrated Flow T t (hr) =L(ft)/3600V(fps) Open Channel Flow (Manning s equation) T t (hr)=l/v=ln/(1.49r 0.67 S 0.5 ) Total Watershed Time of Concentration t c =ST t
24 Manning s n Coefficient Source From USACE, January 2010, HEC-RAS River Analysis System, Hydraulic Reference Manual, Version 4.1.
25 Visualizing Tc with the use of Manning s n & Velocity Equations The seven shallow concentrated flow equations are calculated with the sheet and channel flow equations to show a total Tc. This calculated Tc is plotted against increasing flow path lengths to demonstrate the difference in manning s n coefficients.
26 Visualizing Tc with the use of Manning s n & Velocity Equations Sheet flow lengths decrease in each of the seven equations at 150 ft. length for the paved condition down to a 20 ft. of length for a forest environment with alike channel Manning s n coefficient. Shallow concentrated flows are initially calculated at a 25% length of the remaining flow path with a diminishing percentage to maximum flow length of 1200 ft. for 1.5 miles of total flow path.
27 Visualizing Tc with the use of Manning s n & Velocity Equations The remaining flow path length is considered channel flow with a comparable Manning s n coefficients to the given shallow flow n values. Watershed (or flow path) slopes are varied for these equations to compare the Tc changes between basin slopes. The Following Plotted Graphs are the Results:
28 Tc for a 2% Watershed Basin
29 Tc for a 5% Watershed Basin
30 Tc for a 10% Watershed Basin
31 What do the Graphs Tell Us? A total impervious surface limit is defined by the lowest graph line for all slope conditions. A total pervious surface limit is defined by the highest graph line for all slope conditions. There are no exact surface definitions for the area between the highest and lowest graph lines. (Where most Tc s are likely on the graph)
32 Percent Impervious Surface for the Four CN Soil Groups Percent Impervious Soil Group A Soil Group B Soil Group C Soil Group D Average CN Value for All 1% % % % % % % % % % %
33 Percent Impervious Surface for C Coefficient Soil Groups Percent Impervious Soil Group A Soil Group B Soil Group C Soil Group D Average C Value for All 1% % % % % % % % % % %
34 Percent Impervious Surface Comparison Table for CN & C Percent Impervious Calculated CN Value from % Calculated C Value from % 1% % % % % % % % % % %
35 What are n Sheet Flow Relationships to Other Surface Runoff Values? Percent Impervious Manning s Low n Sheet Flow Values Manning s High n Sheet Flow Values Manning s Average n Sheet Flow Values 1% % % Sheet Flow 'n' to % Impervious y = e x R² = y = x R² = y = x x R² =
36 Sheet Flow n Coefficient Relationships to Percent Impervious Surface Percent Imperviou s Exponential n Values Linear n Values Polynomial n Values Average n Sheet Flow Values 1% % % % % % % % % % % Sheet Flow 'n' to % Impervious y = e x R² = y = x R² = y = x x R² =
37 Average n Sheet Flow Coefficients to Percent Impervious Surface Percent Impervious Exponential n Values Polynomial n Values Average n Sheet Flow Values 1% % % % % % % % % % %
38 Full 10 Percent Impervious Surface Comparison Table Percent Impervious Average n Sheet Flow Coefficients Calculated CN Value from % Calculated C Value from % 1% % % % % % % % % % % hese Values are Plotted in the Following Graphs:
39 Flow Path vs. Tc for 2% slope
40 Flow Path vs. Tc for 5% slope
41 Flow Path vs. Tc for 10% slope
42 Remember that 800 lb. Hippo? The End
43 Questions?
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