Gravel river beds typically have a large distribution of particle sizes. Bed material will be

transported at variable depths in the water column depending on the size of the particle and hydraulic

characteristics of the flow. When gravel is being considered, there is typically two classifications of

sediment discharge. Bedload refers to the portion moving on or near the bed of the river. Total load is

defined as the total amount of sediment being transported (Biedenharn *et al*., 1997). The total load is

comprised of the bedload and the portion being transported in suspension.

A dimensionless equation for the calculation of bedload discharge capacity was developed by

Meyer-Peter and Mller (1948):

Qp n ) 3/2 (RS f

1/3

1

(

2/3

0.25 @

@ qbw % 0.047 '

(5.28)

g

((s&()Ds

Q n

((s&()Ds

where: qbw

=

unit channel width bedload transport in weight per time;

Ds

=

characteristic particle diameter;

s

=

sediment dry unit weight;

=

unit weight of water;

g

=

acceleration due to gravity;

n!

=

Manning's roughness associated with the grain resistance;

n

=

total Manning's roughness;

Q

=

water discharge; and

Qp

=

portion of discharge contributing to bedload transport.

The Meyer-Peter and Mller bedload transport equation is based on extensive laboratory flume

experiments. The range of sediment sizes used in calibration was 0.4 to 30 mm. The slope ranged from

0.0004 to 0.02.

Chien (1954) showed that the original elaborate Meyer-Peter and Mller bedload equation can

be modified to give the following relationship:

3/2

4

& 0.188

N'

(5.29)

R

where and are parameters from Einstein (1942). These parameters are stated as follows:

qbf

1

N'

(5.30a)

(s

3

(G&1)gDs

Ds

R ' (G&1)

(5.30b)

RSf

where: (G-1) = (s - )/;

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