Description of the Main Aspects of the Regime Theory - Sediment Transport in Irrigation Canals: A New Approach - page 270

Table D.2. Value of coefficients in Simons and Albertson's equations for different canal
types (Simons and Albertson, 1963).

Coefficient

Canal type K 1 K 2 K 3 K 4 K 5 n

1. Sand bed and banks 6.34 0.4-0.6 9.33 0.33 2.6 0.33

2. Sand bed and cohesive banks 4.71 0.48 10.80 0.53 2.25 0.33

3. Cohesive bed and banks 4.0-4.7 0.41-0.56 - 0.88 2.25 -

4. Coarse non-cohesive material 3.2-3.5 0.25 4.80 - 0.94 0.29

5. Sand bed, cohesive bank and 3.08 0.37 9.70 - - 0.29

heavy sediment load*

*Sediment (mainly wash load) 2,000 to 3,000 ppm.

K 5 Q 0 . 87 A = (D.12)

where:
A cross sectional area of the flow (m 2 ) =

B = mean canal width (m) = A/h

B s = water surface width (m)

Chézy coefficient (m 1 / 2 /s)

C =

h = mean flow depth (m)

K i = coefficient (i = 1 to 5) for different canal types

n = exponent

P = wetted perimeter (m)

flow rate (m 3 /s)

Q =

=

R hydraulic mean radius (m)

=

S bed slope (m/m)

=

V flow velocity (m/s)

ν = kinematic viscosity (m 2 /s)

Regime theories are available in many areas where irrigation is prac-
ticed, but the fact that these methods are not being transformed to other
places is an indication that not all the physical parameters defining the
problems are correlated by the regime methods (Raudkivi, 1990).