1. Diffusion
Diffusion produces normalcy; lack of diffusion results in chaos. Mother Nature engineered diffusion into
every physical process to assure stability and thus, make life possible. Diffusion is present in floods; typical flood waves
diffuse, i.e., attenuate or dissipate, albeit ever so slightly most of the time. The essence of
flood hydrology is to
calculate the amount of diffusion in a flood wave. Thus, flood diffusion is of paramount importance in hydrologic
engineering practice.
2. Flood wave diffusion
Flood wave diffusion exists in all flows with Vedernikov number less than 1 (Ponce 1991). For hydraulically wide channels with Chezy friction,
the condition V = 1 is equivalent to Froude number F = 2; for hydraulically wide channels with Manning friction,
the condition V = 1 is equivalent to Froude number F = 1.5. Thus, in practice, all [turbulent] flood flows diffuse for
Froude numbers F < 1.5. Under natural conditions, it is extremely rare to find flows with Froude numbers greater than 1 (Jarrett 1984).
Thus, it may be reasonably argued that given enough time and space,
all flood flows will diffuse, i.e., attenuate until they eventually become part of the equilibrium
flow (Lighthill and Whitham 1955).
Diffusion is a natural law and flood flows follow this natural law.
3. Amount of flood wave diffusion
The amount of flood wave diffusion is directly controlled by the hydraulic diffusivity
of the diffusion wave equation (Ponce 1989). The diffusion wave equation is an extension of the kinematic wave equation
that adds a diffusion term, i.e., a secondorder term. The diffusion coefficient, or kinematic hydraulic diffusivity, originally due by
Hayami (1951), is:
q_{o}
_{ν} _{ = } _______
2 S_{o}

 (1) 
in which q_{o} = unitwidth discharge, and S_{o} = equilibrium channel slope.
Ponce (1990)
extended the diffusion wave equation into the realm of
dynamic waves. Following Dooge and his collaborators (Dooge et al. 1982), Ponce (1991) expressed the
hydraulic diffusivity in terms of the Vedernikov number, effectively creating a dynamic hydraulic diffusivity:
q_{o}
_{ν} _{ = } _______ _{(1  V2)}
2 S_{o}

 (2) 
Equation 2 shows that flood wave diffusion occurs only for Vedernikov numbers V < 1. Note that flood wave diffusion is directly proportional to unitwidth discharge
and inversely proportional to channel slope. For steep slopes, typically greater than 0.01, diffusion is small and almost negligible; conversely,
for mild slopes, typically smaller than 0.0001, diffusion is large. Theoretically, as channel slope approaches zero (0), diffusion approaches infinity (∞).
4. Flood wave diffusion and drainage area
In engineering hydrology, flood wave diffusion increases with drainage area. This observation is supported by Eqs. 1 and 2. The greater the drainage area,
the smaller the prevailing overall channel slope and, thus, the greater the runoff diffusion and associated
flood
wave diffusion.
For comparison purposes, Table 1 lists the
characteristics of the world's four greatest rivers, showing mean channel slopes varying between 0.00027 and 0.00087.
As expected, local values exhibit a wider range in values of channel slope, from greater than 0.10 for
certain steep mountain streams (Fig. 2), to around 0.00001 for large rivers in tropical and subtropical regions (Fig. 3).
Table 1. Characteristics of the world's greatest rivers.

River 
Continent 
Drainage area (1000 km^{2}) 
Mean discharge (m^{3}/s) 
Headwater maximum elevation (m) 
Total length (km) 
Mean channel slope (m/m) 
Nile 
Africa 
3,349 
5,100 
1,820 
6,650 
0.00027 
Amazon 
South America 
6,915 
219,000 
5,597 
6,400 
0.00087 
Yangtze 
Asia 
1,800 
31,900 
5,486 
6,300 
0.00087 
Mississippi 
North America 
2,980 
16,200 
2,864 
6,275 
0.00046 
Fig. 2 Rachichuela Creek, La Leche river basin, Lambayeque, Peru, slope S_{o} = 0.14.


Fig. 3 Upper Paraguay river near Porto Murtinho, Mato Grosso do Sul, Brazil, slope S_{o} = 0.00002.


5. The Creager curves
An increase in flood wave diffusion with drainage area effectively means that the peak discharge per unit of drainage area
will be inversely related to the drainage area. This factual observation was discovered early by Jarvis and Creager, as quoted in Creager et al. (1945).
Despite the passage of time, the Creager curves, shown in Fig. 4, remain the most
comprehensive collection to date of flood peak data vs. drainage area.
Diffusion is explicit in the Creager curves; only by diffusion can the reduction of peak discharge [per unit of drainage area] be explained.
Fig. 4 The Creager curves.


According to the Creager formula, the flood peak discharge Q is:
_{Q} _{ = } _{ 46 C A0.894 A0.048}

 (3) 
in which C = a coefficient that varies in the range 30 ≤ C ≤ 100. As shown in Fig. 4,
the indicated range of C effectively
envelopes most of the data compiled by Creager. The C = 100 value
includes all maximum, i.e., infrequent floods, while C = 30 value corresponds to the more frequent floods. While Creager did not estimate flood frequency in his formula,
the lower value of C may be loosely associated with 2 to 5yr return periods, while the higher value of C
may be tied to the 50 to 100yr return periods and higher.
An online calculator for the Creager formula is given in CREAGER.
6. Summary
The Creager curves are reinterpreted in light of the prevailing theory of flood wave diffusion.
Experience shows that greater flood wave diffusion corresponds with larger drainage areas, confirming Hayami's diffusionanalogy model of flood
propagation (Hayami, 1951).
Thus, the trend of the Creager curves admirably reflects the flood wave diffusion that is likely to be present in the real world.
^{ }
Dooge, J. C. I., W. B. Strupczewski, and J. J. Napiorkowski. 1982. Hydrodynamic derivation of storage parameters of the Muskingum model. Journal of Hydrology, 54, 381387.
^{ }
Hayami, S. 1951.
On the propagation of flood waves. Disaster Prevention Research Institute, Kyoto University,
Bulletin No. 1, December.
^{ }
Jarrett, R. D. 1984.
Hydraulics of highgradient streams. Journal of Hydraulic Engineering, 110(11), 15191539, November.
^{ }
Lighthill, M. J., and G. B. Whitham. 1955.
On kinematic waves. I. Flood movement in long rivers. Proceedings, Royal Society of London, Series A, Vol. 229, 281316.
^{ }
Ponce, V. M. 1990.
Generalized diffusion wave equation with inertial effects. Water Resources Research, 26(5), 10991101, May.
^{ }
Ponce, V. M. 1991.
New perspective on the Vedernikov number. Water Resources Research, 27(7), 17771779, July.
