By Dr Matin Naqvi

ISBN-10: 0727732226

ISBN-13: 9780727732224

This publication publications the reader throughout the hydraulic layout of drainage channels during which the quantity of circulate raises linearly from one finish of the channel to the opposite. this case is quite common in roof gutters and road drainage channels, either one of which obtain water from the adjoning surfaces at a virtually uniform rate.

Design of Linear Drainage platforms starts off with an advent of the elemental hydraulic parameters, protecting themes required in channel circulate thought.

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**Sample text**

The component of the gravitational force that contributes to the flow is proportional to the channel gradient, while the frictional force is proportional to the square of the mean velocity of flow. In an ideal situation, the equilibrium is maintained between the gravitational force, and the frictional force. This is the case of uniform flow. The depth of water in a uniform flow is constant, but not so in a varied flow. Here, a third force, the unbalanced hydrostatic force, which acts from one cross section of flow to the next, also becomes operative.

3). Since the bed slopes are usually much less than 1, it is common not to distinguish between the sine and the tangent of the angle that the channel bed makes with the horizontal. 4]. However, this situation has been excluded from the treatment of channel flow presented here. In general, the bed slope depends on the topography of the area. 3 Geometric parameters To begin, the definitions of the principal geometric parameters involved in the equations of channel flow are: Depth of flow (y) Area of cross section (A) Top width (T) Wetted perimeter (P) Hydraulic depth (D) Hydraulic radius (R) The depth of flow y is measured vertically from the channel bed.

1). For instance, if the Chezy formula is used then, from Eq. 5) Cϭ 1 RϪ1 / 6 n and mϭ 1 (Eq. 13) n From this equation, it is evident that, given the cross-sectional area, the conveyance of a channel increases with the increase in the hydraulic radius, that is, decrease in the wetted perimeter. This leads to the notion of the best hydraulic section. In most cases of open channel flows, K increases with the depth of flow, leaving the issue of the best hydraulic section to be settled by minimizing the wetted perimeter.

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