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Estimates of the magnitude and frequency of floodpeak discharges and flood hydrographs are used for a variety of purposes, such as for the design of bridges, culverts, and floodcontrol structures; and for the management and regulation of flood plains. To provide simple methods of estimating floodpeak discharges, the U.S. Geological Survey (USGS) has developed and published equations for every State, the Commonwealth of Puerto Rico, American Samoa, and a number of metropolitan areas in the United States. In 1993, the USGS, in cooperation with the Federal Emergency Management Agency and the Federal Highway Administration, compiled all current USGS statewide and metropolitan area equations into a computer program, titled “The National FloodFrequency (NFF) Program” (Jennings and others, 1994).
Since 1993, new or updated equations have been developed by the USGS for various
areas of the Nation. These new equations have been incorporated into an updated
version of the NFF Program.
Fact sheets that describe application of the updated NFF Program to various
areas of the Nation are available. This fact sheet describes the application
of the updated NFF Program to streams that drain rural and urban areas in Georgia
Georgia is divided into four hydrologic regions (fig. 1) on the basis of previous floodfrequency studies, geology, soils, physiography, and analysis of floodfrequency regression residuals. Stamey and Hess (1993) developed regression equations for estimating peak discharges (Q_{T}), in cubic feet per second, that have recurrence intervals (T) that range from 2 to 500 years for ungaged, unregulated, nontidal rural streams. The regression equations are not applicable to the Okefenokee Swamp in southeast Georgia. The regression equations also are not applicable to urban, channelized, or large mainstem streams or to streams where large sinkholes or depressions can affect the floodfrequency relation. These features can be identified by the study of geologic and topographic maps or by the reconnaissance of the basin.
Figure 1. Hydrologic regions for Georgia. 
Drainage area (A) was found to be the most statistically
significant explanatory watershed variable and is the only variable that is
used in the regression equations. The drainage area is the total area that contributes
runoff upstream of the stream site of interest. Drainage areas were measured
in square miles for the equations determined by Stamey and Hess (1993),
but the NFF Program will accept input and report results in either the inchpound
or metric system of units.
The regression equations, the average standard errors of prediction, the equivalent
years of record, and the range of the drainage area that is applicable for use
in the equations are shown in table 1. The average standard
error of prediction is a measure of the average accuracy of the regression equations
when estimating peakdischarge values for ungaged watersheds similar to those
that were used to derive the regression equations. The equivalent years of record
is the number of years of streamflow record needed to achieve the same accuracy
as the regression equation. The standard error of prediction increases appreciably
when drainagearea values that are outside the quoted range of data used to
develop the equations are applied in the equation.
Table 1. Floodpeak
discharge regression equations and associated statistics for streams that
drain rural areas in Georgia (modified from Stamey and Hess, 1993) [QT, peak discharge for recurrence interval T, 2 to 500 years, in cubic feet per second; A, drainage area; Do., ditto] 

Regression equation  Average standard error of prediction, in percent  Equivalent years of record  Applicable range of drainage area, in square miles 



Region 1  


Q_{2 }= 207A^{0.654}  31  3  0.17–730 
Q_{5} = 357A^{0.632}  29  4  Do. 
Q_{10} = 482A^{0.619}  29  5  Do. 
Q_{25} = 666A^{0.605}  29  12  Do. 
Q_{50} = 827A^{0.595}  30  14  Do. 
Q_{100} = 1,010A^{0.584}  31  16  Do. 
Q_{200} = 1,220A^{0.575}  33  17  Do. 
Q_{500} = 1,530A^{0.563}  36  18  Do. 


Region 2  


Q_{2 }= 182A^{0.622}  33  4  0.10–3,000 
Q_{5 }= 311A^{0.616}  28  7  Do. 
Q_{10} = 411A^{0.613}  27  10  Do. 
Q_{25} = 552A^{0.610}  28  14  Do. 
Q_{50} = 669A^{0.607}  30  16  Do. 
Q_{100} = 794A^{0.605}  33  17  Do. 
Q_{200} = 931A^{0.603}  36  19  Do. 
Q_{500} = 1,130A^{0.601}  40  21  Do. 


Region 3  


Q_{2 }= 76A^{0.620}  36  3  0.14–3,000 
Q_{5 }= 133A^{0.620}  35  6  Do. 
Q_{10} = 176A^{0.621}  35  10  Do. 
Q_{25} = 237A^{0.623}  37  15  Do. 
Q_{50} = 287A^{0.625}  38  18  Do. 
Q_{100} = 340A^{0.627}  38  19  Do. 
Q_{200} = 396A^{0.629}  40  19  Do. 
Q_{500} = 474A^{0.632}  43  20  Do. 


Region 4  


Q_{2 }= 142A^{0.591}  25  8  0.25–2,000 
Q_{5 }= 288A^{0.589}  19  27  Do. 
Q_{10} = 410A^{0.591}  19  37  Do. 
Q_{25} = 591A^{0.595}  21  43  Do. 
Q_{50} = 748A^{0.599}  24  40  Do. 
Q_{100} = 926A^{0.602}  28  37  Do. 
Q_{200} = 1,120A^{0.606}  32  35  Do. 
Q_{500} = 1,420A^{0.611}  37  32  Do. 

The regression equations were developed by using peakdischarge data for streamflowgaging
stations with at least 10 years of record collected through September 1990 at
357 locations in Georgia and 69 locations in Alabama, Florida, North Carolina,
South Carolina, and Tennessee.
Stamey and Hess (1993) developed weighting techniques
to improve estimates of peak discharge at gaged locations by combining the estimates
derived from analysis of gage records with estimates derived from the regression
equations. The weights of these two independent estimates are based on the length
of the gage record in years (N) and the equivalent years of records (EQ)
of the applicable regression equation. The weighted estimate of peak discharge
is computed as:
where
Q_{T}(W)  is the weighted estimate for recurrence interval T at the gage location, 
Q_{T}(S)  is the estimate of Q_{T} derived from analysis of the gage records, 
Q_{T}(R)  is the estimate of Q_{T} derived from application of the regression equation, 
N  is the number of years in the gage record, and 
EQ  is the equivalent years of record (table 1). 
The accuracy of the weighted discharge estimate, in equivalent years of record,
is equal to N + EQ.
Stamey and Hess (1993) also showed how the weighted estimate
for peak discharge at a gaged site can be used to improve estimates of peak
discharge for an ungaged site on the same stream that has a drainage that is
between 50 and 200 percent of the drainage area of the gaged site. The weighted
estimate is computed as:
where
Q_{T}(W)u  is the weighted estimate for recurrence interval T at the ungaged site, 
ΔA  is the difference in drainage area between the gaged site (A_{g}) and the ungaged site, (A_{g}A_{ungaged}), 
Q_{T}(R)u  is the peak flow estimate for recurrence interval T at the ungaged site derived from the applicable regional equation (table 1), 
Q_{T}u  is the weighted estimate of peak discharge at the gaged site, Q_{T}(W), adjusted for the effect of the difference in drainage area between the gaged site and the ungaged site and computed as: 
where
b is the exponent of drainage area in the appropriate regression equation
(table 1).
The NFF Program contains algorithms for each of the weighting computations.
The equation estimates are used without adjustment where the drainage area at
the ungaged site is not within onehalf to two times the drainage area of the
gaged site.
When the drainage area of the site of interest is in more than one region, a
weighted estimate of the peak discharge should be computed. The equations for
the appropriate regions should be applied independently using basinwide estimates
of the required explanatory variables as if the entire basin was in each region.
The weighted estimate is then computed by multiplying each regional estimate
against the fraction of the drainage area in that region and summing the products.
The NFF Program provides an algorithm for this computation.
Stamey and Hess (1993) summarized peakdischarge estimates
derived from the peakdischarge records, the years of record, and the peakdischarge
estimate derived from weighting the regression equation and stationrecord estimates
for 357 sites located in Georgia. They also presented graphs of peak discharge
as a function of drainage area for selected recurrence intervals for portions
of the Ocmulgee, the Oconee, the Altamaha, and the Flint Rivers.
Georgia is divided into four urban hydrologic regions that correspond to the hydrologic regions developed by Stamey and Hess (1993). Inman (1995) developed regression equations for estimating peak discharges (Q_{T}), in cubic feet per second, that have recurrence intervals (T) that range from 2 to 500 years for the four hydrologic regions and a separate set of equations for the city of Rome, Ga. The equations are not applicable to basins with significant surface or embankment storage.
Drainage area (A), in square miles, is the total area that contributes runoff
upstream of the location of the stream site of interest. In urban areas runoff
from some subwatersheds may be diverted out of or into the drainage area of
interest by stormwater sewers. The areas of such subwatersheds should be subtracted
or added as appropriate to the drainage area of interest to compute the effective
drainage area.
Total impervious area (TIA) is the percentage of the drainage area, A, that
is covered by impervious surfaces and can be estimated by examination of maps
or aerial photos and the use of the gridsampling method or planimeters and
field reconnaissance of the basin.
The regression equations and average standard errors of prediction are shown
in table 2. The applicable range of basin variables used
to develop the equations are shown in table 3. The regression
equations were based on generalized leastsquares (GLS) regression techniques
used on synthetic peakdischarge data that resulted from calibrated rainfallrunoff
model simulations using longterm rainfall and evaporation data for 65 sites
in urban areas of Georgia. If the estimate of peak discharge using the rural
equations (Stamey and Hess, 1993) exceeds the estimates
derived from the application of the urban equations, use the rural peakdischarge
estimates.
Table 2. Floodpeak
discharge regression equations and associated statistics for streams draining urban basins in Georgia (modified from Inman, 1995) [Q_{T}, peak discharge for recurrence interval T, 2 to 500 years, in cubic feet per second; A, drainage area, in square miles; TIA, area that is impervious to infiltration of rainfall, in percent] 



Regression equation  Average standard error or prediction, in percent 

Region 1  


Q_{2} = 167A^{0.73}TIA^{0.31}  34 
Q_{5} = 301A^{0.71}TIA^{0.26}  31 
Q_{10} = 405A^{0.70}TIA^{0.21}  31 
Q_{25} = 527A^{0.70}TIA^{0.20}  29 
Q_{50} = 643A^{0.69}TIA^{0.18}  28 
Q_{100} = 762A^{0.69}TIA^{0.17}  28 
Q_{200} = 892A^{0.68}TIA^{0.16}  28 
Q_{500} = 1,063A^{0.68}TIA^{0.14}  28 


Rome  


Q_{2} = 107A^{0.73}TIA^{0.31}  40 
Q_{5} = 183A^{0.71}TIA^{0.26}  36 
Q_{10} = 249A^{0.70}TIA^{0.21}  35 
Q_{25} = 316A^{0.70}TIA^{0.20}  33 
Q_{50} = 379A^{0.69}TIA^{0.18}  33 
Q_{100} = 440A^{0.69}TIA^{0.17}  33 
Q_{200} = 505A^{0.68}TIA^{0.16}  34 
Q_{500} = 589A^{0.68}TIA^{0.14}  34 


Region 2  


Q_{2} = 145A^{0.70}TIA^{0.31}  35 
Q_{5} = 258A^{0.69}TIA^{0.26}  31 
Q_{10} = 351A^{0.70}TIA^{0.21}  31 
Q_{25} = 452A^{0.70}TIA^{0.20}  29 
Q_{50} = 548A^{0.70}TIA^{0.18}  29 
Q_{100} = 644A^{0.70}TIA^{0.17}  29 
Q_{200} = 747A^{0.70}TIA^{0.16}  28 
Q_{500} = 888A^{0.70}TIA^{0.14}  28 


Region 3  


Q_{2} = 54.6A^{0.69}TIA^{0.31}  34 
Q_{5} = 99.7A^{0.69}TIA^{0.26}  31 
Q_{10} = 164A^{0.71}TIA^{0.21}  32 
Q_{25} = 226A^{0.71}TIA^{0.20}  30 
Q_{50} = 288A^{0.72}TIA^{0.18}  30 
Q_{100} = 355A^{0.72}TIA^{0.17}  30 
Q_{200} = 428A^{0.72}TIA^{0.16}  30 
Q_{500} = 531A^{0.72}TIA^{0.14}  30 


Region 4  


Q_{2} = 110A^{0.66}TIA^{0.31}  34 
Q_{5} = 237A^{0.66}TIA^{0.26}  31 
Q_{10} = 350A^{0.68}TIA^{0.21}  30 
Q_{25} = 478A^{0.69}TIA^{0.20}  29 
Q_{50} = 596A^{0.70}TIA^{0.18}  28 
Q_{100} = 717A^{0.70}TIA^{0.17}  28 
Q_{200} = 843A^{0.70}TIA^{0.16}  28 
Q_{500} = 1,017A^{0.71}TIA^{0.14}  28 

Table3. Range of explanatory
variable for which regression equations are applicable [do., Do., ditto] 




Hydrologic study region  Drainage area, in square miles  Total impervious area, in percent 


Region 1  0.04–19.1  1.00–62 
Rome  do.  Do. 
Region 2  do.  Do. 
Region 3  do.  Do. 
Region 4  do.  Do. 

Inman (1995) presented rainfallrunoff model parameters,
explanatory watershed variables, and peakdischarge estimates (Q_{T})
for the 65 streamflowgaging stations used to develop the equations, and analyses
of the sensitivity of the equation to errors in estimates of watershed variables.
Inman, E.J., 1995, Floodfrequency relations for urban streams in Georgia–1994 update: U.S. Geological Survey WaterResources Investigations Report 954017, 27 p.
Jennings, M.E., Thomas, W.O., Jr., and Riggs, H.C., comps., 1994, Nationwide summary of U.S. Geological Survey regional regression equations for estimating magnitude and frequency of floods for ungaged sites, 1993: U.S. Geological Survey WaterResources Investigations Report 94–4002, 196 p.
Stamey, T.C., and Hess, G.W., 1993, Techniques
for estimating magnitude and frequency of floods in rural basins of Georgia:
U.S. Geological Survey WaterResources Investigations Report 934016, 75 p.
For more information contact:
U.S. Geological Survey
Office of Surface Water
415 National Center
Reston, Virginia 20192
(703) 6485301
USGS hydrologic analysis software is available for electronic retrieval through the World Wide Web (WWW) at: http://water.usgs.gov/software/ and through anonymous File Transfer Protocol (FTP) from water.usgs.gov (directory: /pub/software). The WWW page and FTP directory from which the National FloodFrequency software and user documentation can be retrieved are http://water.usgs.gov/software/nff.html and /pub/software/surface_water/nff, respectively.
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WWW at http://www.usgs.gov/ anonymous or
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