Open Channel Flows (Lecture notes 04)

Prof. Dr. Atıl BULU1
Chapter 4
Open Channel Flows
4.1. Introduction
When the surface of flow is open to atmosphere, in other terms when there is only
atmospheric pressure on the surface, the flow is named as open channel flow. The
governing force for the open channel flow is the gravitational force component along the
channel slope. Water flow in rivers and streams are obvious examples of open channel
flow in natural channels. Other occurrences of open channel flow are flow in irrigation
canals, sewer systems that flow partially full, storm drains, and street gutters.
4.2. Classification of Open Channel Flows
A channel in which the cross-sectional shape and size and also the bottom slope are
constant is termed as a prismatic channel. Most of the man made (artificial) channels are
prismatic channels over long stretches. The rectangle, trapezoid, triangle and circle are
some of the commonly used shapes in made channels. All natural channels generally
have varying cross-sections and consequently are non-prismatic.
a) Steady and Unsteady Open Channel Flow: If the flow depth or discharge at a
cross-section of an open channel flow is not changing with time, then the flow is
steady flow, otherwise it is called as unsteady flow.
Flood flows in rivers and rapidly varying surges in canals are some examples of
unsteady flows. Unsteady flows are considerably more difficult to analyze than
steady flows.
b) Uniform and Non-Uniform Open Channel Flow: If the flow depth along the
channel is not changing at every cross-section for a taken time, then the flow is
uniform flow. If the flow depth changes at every cross-section along the flow
direction for a taken time, then it is non-uniform flow. A prismatic channel
carrying a certain discharge with a constant velocity is an example of uniform
flow.
c) Uniform Steady Flow: The flow depth does not change with time at every cross
section and at the same time is constant along the flow direction. The depth of
flow will be constant along the channel length and hence the free surface will be
parallel to the bed. (Figure 4.1).

Figure 4.1
Mathematical definition of the Uniform Steady Flow is,
0,0
021
=
∂
∂
=
∂
∂
==
x
y
t
y
yyy
(4.1)
y0 = Normal depth
d) Non-Uniform Steady Flows: The water depth changes along the channel cross-
sections but does not change with time at each every cross section with time. A
typical example of this kind of flow is the backwater water surface profile at the
upstream of a dam.
Figure 4.2. Non-Uniform steady Flow
Mathematical definition of the non-uniform steady flow is;
021 ≠
∂
∂
→≠
x
y
yy Non-Uniform Flow
(4.2)
0,0 21
=
∂
∂
=
∂
∂
t
y
t
y
Steady Flow
y1=y0
y2=y0S0
x
y
y1
y2
x
y

If the flow depth varies along the channel, these kinds of flows are called as varied flows.
If the depth variation is abrupt then the flow is called abrupt varied flow (flow under a
sluice gate), or if the depth variation is gradual it is called gradually varied flow (flow at
the upstream of a dam). Varied flows can be steady or unsteady.
Flood flows and waves are unsteady varied flows since the water depths vary at every
cross-section and also at each cross-section it changes with time.
If the water depth in a flow varies at every cross-section along the channel but does not
vary with time at each cross-section, it is steady varied flow.
4.3. Types of Flow
The flow types are determined by relative magnitudes of the governing forces of the
motion which are inertia, viscosity, and gravity forces.
a) Viscosity Force Effect:
Viscosity effect in a fluid flow is examined by Reynolds number. As it was given in
Chapter 1, Reynolds number was the ratio of the inertia force to the viscosity force.
ityForceVis
ceInertiaFor
cos
Re =
For the pressured pipe flows,
2000Re <=
υ
VD
→ Laminar flow
2500Re >=
υ
VD
→ Turbulent Flow
Since D=4R, Reynolds number can be derived in open channel flows as,
500Re2000
4
Re <=→===
υυυ
VRRVVD
→ Laminar Flow (4.3)
625Re2500
4
Re >=→===
υυυ
VRRVVD
→ Turbulent Flow (4.4)
625Re500 << → Transition zone

R is the Hydraulic Radius of the open channel flow cross-section which can be taken
as the flow depth y for wide channels.
Moody Charts can be used to find out the f friction coefficient by taking D=4R.
Universal head loss equation for open channel flows can be derived as,
2
2
22
8
8
242
V
gRS
f
gR
fV
L
h
S
L
g
V
R
f
L
g
V
D
f
h
L
L
=
==
××=××=
Since Friction Velocity is,
gRSu ==∗
ρ
τ0
2
2
8
V
u
f ∗
= (4.5)
b) Gravity Force Effect:
The ratio of inertia force to gravity force is Froude Number.
L
A
g
V
Fr
ceGravityFor
ceInertiaFor
Fr
=
=
(4.6)
Figure 4.3.
A=Area
L
y
B

Where ,
A = Wetted area
L= Free surface width
For rectangular channels,
gy
V
B
By
g
V
F
BL
ByA
r ==
=
=
(4.7)
→=1Fr Critical Flow
→<1Fr Sub Critical (4.8)
→>1Fr Super Critical Flow
4.4. Energy Line Slope for Uniform Open Channel Flows
Figure 4.4
Horizontal Datum
z1
y
V2
/2g
y
y
V2
/2g
hL
Energy Line
Δx
L
α
α
Free Water
Surface=Hydraulic
Grade Line
z2

The head (energy) loss between cross-sections 1 and 2,
VVV
y
pp
h
g
Vp
z
g
Vp
z L
==
==
+++=++
21
21
2
22
2
2
11
1
22
γγ
γγ
21 zzhL −=
The head loss for unit length of channel length is energy line (hydraulic) slope,
αSin
L
zz
L
h
S L
ener =
−
== 21
Since in open channel flows the channel slope is generally a small value,
αα
α
TanSin ≅
−< 00
105
→=
Δ
= 0S
x
h
Tan L
α (channel bottom slope)
0SSener = (4.9)
Conclusion: Hydraulic grade line coincides with water surface slope in every kind of
open channel flows. Since the velocity will remain constant in every cross section at
uniform flows, energy line slope, hydraulic grade line slope (water surface slope) and
channel bottom slope are equal to each other and will be parallel as well.
enerSSS == 0 (4.10)
Where S is the water surface slope.
4.5. Pressure Distribution
The intensity of pressure for a liquid at its free surface is equal to that of the surrounding
atmosphere. Since the atmospheric pressure is commonly taken as a reference and of
equal to zero, the free surface of the liquid is thus a surface of zero pressure. The pressure
distribution in an open channel flow is governed by the acceleration of gravity g and
other accelerations and is given by the Euler’s equation as below:

In any arbitrary direction s,
( )
sa
s
zp
ρ
γ
=
∂
+∂
− (4.11)
and in the direction normal to s direction, i.e. in the n direction,
( ) nazp
n
ργ =+
∂
∂
− (4.12)
in which p = pressure, as = acceleration component in the s direction, an = acceleration in
the n direction and z = geometric elevation measured above a datum.
Consider the s direction along the streamline and the n direction normal to it. The
direction of the normal towards the centre of curvature is considered as positive. We are
interested in studying the pressure distribution in the n-direction. The normal acceleration
of any streamline at a cross-section is given by,
r
v
an
2
= (4.13)
where v = velocity of flow along the streamline of radius of curvature r.
4.5.1. Hydrostatic Pressure Distribution
The normal acceleration an will be zero,
1. if v = 0, i.e. when there is no motion, or
2. if r →∞, i.e. when the streamlines are straight lines.
Consider the case of no motion, i.e. the still water case, Fig.( 4.5). From Equ. (4.12),
since an = 0, taking n in the z direction and integrating,
=+ z
p
γ
constant = C (4.14)
Figure. 4.4. Pressure distribution in still water

At the free surface [point 1 in Fig (4.5)] p1/ γ = 0 and z = z1, giving C = z1. At any point
A at a depth y below the free surface,
yp
yzz
p
A
A
A
γ
γ
=
=−= 1
(4.15)
This linear variation of pressure with depth with the constant of proportionality equal to
the specific weight of the liquid is known as hydrostatic pressure distribution.
4.5.2. Channels with Small Slope
Let us consider a channel with a very small value of the longitudinal slope θ. Let θ ≈ sinθ
≈1/1000. For such channels the vertical section is practically the same as the normal
section. If a flow takes place in this channel with the water surface parallel to the bed, the
streamlines will be straight lines and as such in a vertical direction [section 0 – 1 in Fig.
(4.6)] the normal acceleration an = 0. The pressure distribution at the section 0 – 1 will be
hydrostatic. At any point A at a depth y below the water surface,
y
p
=
γ
and 1zz
p
=+
γ
= Elevation of water surface
Figure 4. 6. Pressure distribution in a channel with small slope
Thus the piezometric head at any point in the channel will be equal to the water surface
elevation. The hydraulic grade line will therefore lie (coincide) on the water surface.
4.5.3. Channels with Large Slope
Fig. (4.7) shows a uniform free surface flow in a channel with a large value of inclination
θ. The flow is uniform, i.e. the water surface is parallel to the bed. An element of length
ΔL is considered at the cross-section 0 – 1.

Figure 4.7. Pressure distribution in a channel with large slope
At any point A at a depth y measured normal to the water surface, the weight of column
A11’A’ = γΔLy and acts vertically downwards. The pressure at AA’ supports the normal
component of the column A11’A’. Thus,
θγ
γ
θγ
θγ
cos
cos
cos
=
=
Δ=Δ
A
A
A
p
yp
LyLp
(4.16)
The pressure pA varies linearly with the depth y but the constant of proportionality
is θγ cos . If h = normal depth of flow, the pressure on the bed at point O, θγ cos0 hp = .
If d = vertical depth to water surface measured at point O, then θcosdh = and the
pressure head at point O, on the bed is given by,
θθ
γ
20
coscos dh
p
== (4.17)
The piezometric head at any point A, θθ coscos hzyzp OA +=+= . Thus for channels
with large values of the slope, the conventionally defined hydraulic gradient line does not
lie on the water surface.
Channels of large slopes are encountered rather rarely in practice except, typically, in
spillways and chutes. On the other hand, most of the canals, streams and rivers with
which a hydraulic engineer is commonly associated will have slopes (sin θ) smaller than
1/100. For such cases cos θ ≈ 1.0. As such, the term cosθ in the expression for the
pressure will be omitted assuming that the pressure distribution is hydrostatic.

4.5.4. Pressure Distribution in Curvilinear Flows.
Figure (4.8) shows a curvilinear flow in a vertical plane on an upward convex surface.
For simplicity consider a section 01A2 in which the r direction and Z direction coincide.
Replacing the n direction in Equ. (4.12) by (-r) direction,
g
a
z
p
r
n
=⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
+
∂
∂
γ
(4.18)
Figure 4.8. Convex curvilinear flow
Let us assume a simple case in which an = constant. Then the integration of Equ. (4.18)
yields,
Cr
g
a
z
p n
+=+
γ
(4.19)
in which C = constant. With the boundary conditions that at point 2 which lies on the
surface, r = r2 and p/γ = 0 and z = z2.
220 r
g
a
zC
r
g
a
z
p
C
n
n
−+=
−+=
γ
22 r
g
a
zr
g
a
z
p nn
−+=+
γ
( ) ( )rr
g
a
zz
p n
−−−= 22
γ
(4.20)
Let ==− yzz2 depth of flow the free surface of any point A in the section 01A2. Then
for point A,

( ) ( )zzyrr −==− 22
y
g
a
y
p n
−=
γ
(4.21)
Equ. (4.21) shows that the pressure is less than the pressure obtained by the hydrostatic
distribution. Fig. (4.8).
For any normal direction OBC in Fig. (4.9), at point C, ( ) 0=Cp γ , 2rrC = , and for any
point at a radial distance r from the origin O,
( ) ( )
( ) θ
γ
cos2
2
rrzz
rr
g
a
zz
p
C
n
C
−=−
−−−=
( ) ( )rr
g
a
rr
p n
−−−= 22 cosθ
γ
(4.22)
If the curvature is convex downwards, (i.e. r direction is opposite to z direction)
following the argument above, for constant an the pressure at any point A at a depth y
below the free surface in a vertical section O1A2 [ Fig. (4.9)] can be shown to be,
y
g
a
y
p n
+=
γ
(4.23)
The pressure distribution in vertical section is as shown in Fig. (4.9)
Figure 4.8. Concave curvilinear flow
Thus it is seen that for a curvilinear flow in a vertical plane, an additional pressure will be
imposed on the hydrostatic pressure distribution. The extra pressure will be additive if the
curvature is convex downwards and subtractive if it is convex upwards.

4.5.5. Normal Acceleration
In the previous section on curvilinear flows, the normal acceleration an was assumed to
be constant. However, it is known that at any point in a curvilinear flow, an = v2
/ r ,
where v = velocity and r = radius of curvature of the streamline at that point.
In general, one can write v = f (r) and the pressure distribution can then be expressed by,
∫ +=⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
+ constdr
gr
v
z
p 2
γ
(4.24)
This expression can be evaluated if v = f (r) is known. For simple analysis, the following
functional forms are used in appropriate circumstances;
1. v = constant = V = mean velocity of flow
2. v = c / r, (free vortex)
3. v = cr, (forced vortex)
4. an = constant = V2
/R, where R = radius of curvature at mid depth.
Example 4.1: A spillway bucket has a radius of curvature R as shown in the Figure.
a) Obtain an expression for the pressure distribution at a radial section of inclination
θ to the vertical. Assume the velocity at any radial section to be uniform and the
depth of flow h to be constant,
b) What is the effective piezometric head for the above pressure distribution?
Solution:
a) Consider the section 012. Velocity = V = constant across 12. Depth of flow = h.
From Equ. (4.24), since the curvature is convex downwards,
∫ +=⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
+ constdr
gr
v
z
p 2
γ
CLnr
g
V
z
p
+=+
2
γ
(A)

At point 1, p/γ = 0, z = z1, r = R –h
( )hRLn
g
V
zC −−=
2
1
At any point A, at radial distance r from 0,
( ) ⎟
⎠
⎞
⎜
⎝
⎛
−
+−=
hR
r
Ln
g
V
zz
p 2
1
γ
(B)
( ) θcos1 hRrzz +−=−
( ) ⎟
⎠
⎞
⎜
⎝
⎛
−
++−=
hR
r
Ln
g
V
hRr
p 2
cosθ
γ
(C)
Equ. (C) represents the pressure distribution at any point (r, θ). At point 2, r = R, p = p2.
b) Effective piezometric head, hep:
From Equ. (B), the piezometric head hp at A is,
⎟
⎠
⎞
⎜
⎝
⎛
−
+=⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
+=
hR
r
Ln
g
V
zz
p
h
A
p
2
1
γ
Noting that θcos21 hzz += and expressing hp in the form of Equ. (4.17),
hhzhp Δ++= θcos2
Where,
hR
r
Ln
g
V
h
−
=Δ
2
The effective piezometric head hep from Equ. (4.17),
⎥
⎦
⎤
⎢
⎣
⎡
⎟
⎠
⎞
⎜
⎝
⎛
−
+−++=
⎥
⎦
⎤
⎢
⎣
⎡
⎟
⎠
⎞
⎜
⎝
⎛
−
++= ∫−
hR
R
RLnh
gh
V
hzh
dr
hR
r
Ln
g
V
h
hzh
ep
R
hR
ep
θ
θ
θ
θ
cos
cos
cos
1
cos
2
2
2
2

θ
θ
cos
1
1
cos
2
2
⎟
⎠
⎞
⎜
⎝
⎛
⎥
⎦
⎤
⎢
⎣
⎡
⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
−
+−
++=
R
h
gR
Rh
Ln
R
h
V
hzhep (D)
It may be noted that when R → ∞ and h/R → 0, hep → θcos2 hz +
4.6. Uniform Open Channel Flow Velocity Equations
Figure 4.10.
The fundamental equation for uniform flow may be derived by applying the Impuls-
Momentum equation to the control volume ABCD,
MaF =
The external forces acting on the control volume are,
1) The forces of static pressure, F1 and F2 acting on the ends of the body,
→= 21 FF
sr
Uniform flow, flow depths are constant
2) The weight, W, which has a component WSinθ in the direction of motion,
θγθ ALSinWSinWx ==
r
3) Change of momentum,
→== QVMM ρ21
wr
VVV == 21

4) The force of resistance exerted by the bottom and sides of the channel cross-
section,
PLT 0τ=
w
Where P is wetted perimeter of the cross-section.
PLALSin
TFMWFM x
0
2211 0
τθγ =
=−−−++
wwwvvr
0
0
, SSinR
P
A
Sin
P
A
==
=
θ
θγτ
00 RSγτ = (4.25)
Using Equ. (4.5) and friction velocity equation,
0
2
0
2
2
2
2
0
8
8
8
RS
f
g
V
RS
fV
fV
U
U
×=
=
=
=
∗
∗
γρ
ρτ
0
8
RS
f
g
V ×= (4.26)
If we define,
0
8
RSCV
f
g
C
=
=
(4.27)
This cross-sectional mean velocity equation for open channel flows is known as Chezy
equation. The dimension of Chezy coefficient C,
[ ] [ ][ ] [ ]
[ ] [ ][ ][ ]
[ ] [ ]121
000211
21
0
21
−
−
=
=
=
TLC
TLFLCLT
SRCV

C Chezy coefficient has a dimension and there it is not a constant value. When using the
Chezy equation to calculate the mean velocity, one should be careful since it takes
different values for different unit systems.
The simplest relation and the most widely used equation for the mean velocity calculation
is the Manning equation which has been derived by Robert Manning (1890) by analyzing
the experimental data obtained from his own experiments and from those of others. His
equation is,
21
0
321
SR
n
V = (4.28)
Where n is the Manning’s roughness coefficient.
Equating Equs. (4.27) and (4.28),
21
0
3221
0
21 1
SR
n
SCR =
n
R
C
61
= (4.29)
Equ. (4.28) was derived from metric data; hence, the unit of length is meter. Although n
is often supposed to be a characteristic of channel roughness, it is convenient to consider
n to be a dimensionless. Then, the values of n are the same in any measurement
system.Some typical values of n are given in Table. (4.1)
Table 4.1. Typical values of the Manning’s roughness coefficient n

4.6.1. Determination of Manning’s Roughness Coefficient
In applying the Manning equation, the greatest difficulty lies in the determination of the
roughness coefficient, n; there is no exact method of selecting the n value. Selecting a
value of n actually means to estimate the resistance to flow in a given channel, which is
really a matter of intangibles. (Chow, 1959) .To experienced engineers, this means the
exercise of engineering judgment and experience; for a new engineer, it can be no more
than a guess and different individuals will obtain different results.
4.6.2. Factors Affecting Manning’s Roughness Coefficient
It is not uncommon for engineers to think of a channel as having a single value of n for
all occasions. Actually, the value of n is highly variable and depends on a number of
factors. The factors that exert the greatest influence upon the roughness coefficient in
both artificial and natural channels are described below.
a) Surface Roughness: The surface roughness is represented by the size and
shape of the grains of the material forming the wetted perimeter. This usually
considered the only factor in selecting the roughness coefficient, but it is
usually just one of the several factors. Generally, fine grains result in a
relatively low value of n and coarse grains in a high value of n.
b) Vegetation: Vegetation may be regarded as a kind of surface roughness, but it
also reduces the capacity of the channel. This effect depends mainly on height,
density, and type of vegetation.
c) Channel Irregularity: Channel irregularity comprises irregularities in wetted
perimeter and variations in cross-section, size, and shape along the channel
length.
d) Channel Alignment: Smooth curvature with large radius will give a
relatively low value of n, whereas sharp curvature with severe meandering
will increase n.
e) Silting and Scouring: Generally speaking, silting may change a very
irregular channel into a comparatively uniform one and decrease n, whereas
scouring may do the reverse and increase n.
f) Obstruction: The presence of logjams, bridge piers, and the like tends to
increase n.
g) Size and Shape of the Channel: There is no definite evidence about the size
and shape of the channel as an important factor affecting the value of n.
h) Stage and Discharge: The n value in most streams decreases with increase in
stage and discharge.
i) Seasonal Change: Owing to the seasonal growth of aquatic plants, the value
of n may change from one season to another season.

4.6.3. Cowan Method
Taking into account primary factors affecting the roughness coefficient, Cowan (1956)
developed a method for estimating the value of n. The value of n may be computed by,
( ) mnnnnnn ×++++= 43210 (4.30)
Where n0 is a basic value for straight, uniform, smooth channel in the natural materials
involved, n1 is a value added to n0 to correct for the effect of surface irregularities, n2 is a
value for variations in shape and size of the channel cross-section, n3 is a value of
obstructions, n4 is a value for vegetation and flow conditions, and m is a correction factor
for meandering of channel. These coefficients are given in Table (4.2) depending on the
channel characteristics. (French, 1994).
Example 4.2: A trapezoidal channel with width B=4 m, side slope m=2, bed slope
S0=0.0004, and water depth y=1 m is taken. This artificial channel has been excavated in
soil. Velocity and discharge values will be estimated with the vegetation cover change in
the channel. For newly excavated channel, n0 value is taken as 0.02 from the Table (4.2).
Only n0 and n4 values will be taken in using Equ. (4.30), the effects of the other factors
will be neglected.
40 nnn += (A)
Table 4.2. Values for the Computation of the Roughness Coefficient

The calculated velocity and discharge values corresponding to the n values found by Equ.
(A) have been given in Table. As can be seen from the Table, as the vegetation covers
increases in the channel perimeter so the velocity and discharge decreases drastically.
The discharge for the high vegetation cover is found to be 6 times less than the low
vegetation cover. Vegetation cover also corresponds to the maintenance of the channel
cross-section along the channel. High vegetation cover correspond low maintenance of
the channel. It is obvious that the discharge decrease would be higher if we had taken the
variations in other factors.
Table . Velocity and Discharge Variation with n
n Velocity (m/sec) Discharge (m3
/sec)
0.020
0.030
0.045
.070
0.120
0.79
0.53
0.35
0.23
0.13
4.77
3.17
2.12
1.36
0.79
The calculated velocity and discharge values corresponding to the n values found by Equ.
(A) have been given in Table. As can be seen from the Table, as the vegetation covers
increases in the channel perimeter so the velocity and discharge decreases drastically.
The discharge for the high vegetation cover is found to be 6 times less than the low
vegetation cover. Vegetation cover also corresponds to the maintenance of the channel
cross-section along the channel. High vegetation cover correspond low maintenance of
the channel. It is obvious that the discharge decrease would be higher if we had taken the
variations in other factors.
4.6.4. Empirical Formulae for n
Many empirical formulae have been presented for estimating manning’s coefficient n in
natural streams. These relate n to the bed-particle size. (Subramanya, 1997). The most
popular one under this type is the Strickler formula,
1.21
61
50d
n = (4.31)
Where d50 is in meters and represents the particle size in which 50 per cent of the bed
material is finer. For mixtures of bed materials with considerable coarse-grained sizes,
26
61
90d
n = (4.32)
Where d90 = size in meters in which 90 per cent of the particles are finer than d90. This
equation is reported to be useful in predicting n in mountain streams paved with coarse
gravel and cobbles.

4.7. Equivalent Roughness
In some channels different parts of the channel perimeter may have different
roughnesses. Canals in which only the sides are lined, laboratory flumes with glass walls
and rough beds, rivers with sand bed in deepwater portion and flood plains covered with
vegetation, are some typical examples. For such channels it is necessary to determine an
equivalent roughness coefficient that can be applied to the entire cross-sectional
perimeter in using the Manning’s formula. This equivalent roughness, also called the
composite roughness, represents a weighted average value for the roughness coefficient,
n.
Figure 4.5. Multi-roughness type perimeter
Consider a channel having its perimeter composed of N types rough nesses. P1, P2,…., PN
are the lengths of these N parts and n1, n2,…….., nN are the respective roughness
coefficients (Fig. 4.5). Let each part Pi be associated with a partial area Ai such that,
AAAAAA Ni
N
i
i =+++++=∑−
...............21
1
= Total area
It is assumed that the mean velocity in each partial area is the mean velocity V for the
entire area of flow,
VVVVV Ni ====== ...............21
By the Manning’s equation,
32323232
2
22
32
1
1121
0 ...............
R
Vn
R
nV
R
nV
R
nV
R
nV
S
N
NN
i
ii
======= (4.33)
Where n = Equivalent roughness.
From Equ. (4.33),
Pn
Pn
AA
nP
Pn
A
A
ii
i
iii
23
23
32
3232
=
=⎟
⎠
⎞
⎜
⎝
⎛
(4.34)

( )
∑
∑==
Pn
Pn
AAA
ii
i 23
23
( )
32
3223
P
Pn
n
ii∑= (4.35)
This equation gives a means of estimating the equivalent roughness of a channel having
multiple roughness types in its perimeters.
Example 4.3: An earthen trapezoidal channel (n = 0.025) has a bottom width of 5.0 m,
side slopes of 1.5 horizontal: 1 vertical and a uniform flow depth of 1.10 m. In an
economic study to remedy excessive seepage from the canal two proposals, a) to line the
sides only and, b) to line the bed only are considered. If the lining is of smooth concrete
(n = 0.012), calculate the equivalent roughness in the above two cases.
Solution:
Case a): Lining on the sides only,
For the bed → n1 = 0.025 and P1 = 5.0 m.
For the sides → n2 = 0.012 and mP 97.35.1110.12 2
2 =+××=
mPPP 97.897.30.521 =+=+=
Equivalent roughness, by Equ. (4.36),
[ ] 020.0
97.8
012.097.3025.00.5
32
325.15.1
=
×+×
=n
Case b): Lining on the bottom only,
P1 = 5.0 m → n1 = 0.012
P2 = 3.97 m → n2 = 0.025 →P = 8.97 m
( ) 018.0
97.8
025.097.3012.00.5
32
325.15.1
=
×+×
=n
1.5
1
1.1m
5m

4.8. Hydraulic Radius
Hydraulic radius plays a prominent role in the equations of open-channel flow and
therefore, the variation of hydraulic radius with depth and width of the channel becomes
an important consideration. This is mainly a problem of section geometry.
Consider first the variation of hydraulic radius with depth in a rectangular channel of
width B. (Fig. 4.11.a).
Figure 4.11.
2
2
2,
+
=
+
==
+==
y
B
B
R
yB
By
P
A
R
yBPByA
For
2
,
00
B
Ry
Ry
=∞→
=→=
(4.36)
Therefore the variation of R with y is as shown in Fig (4.11.a). From this comes a useful
engineering approximation: for narrow deep cross-sections R≈ B/2. Since any

(nonrectangular) section when deep and narrow approaches a rectangle, when a channel
is deep and narrow, the hydraulic radius may be taken to be half of mean width for
practical applications.
Consider the variation of hydraulic radius with width in a rectangular channel of with a
constant water depth y. (Fig. 4.11.b).
yB
By
R
2+
=
yB
y
R
2
1+
=
yRB
RB
→∞→
=→=
,
00
(4.37)
From this it may be concluded that for wide shallow rectangular cross-sections R≈y ; for
rectangular sections the approximation is also valid if the section is wide and shallow,
here the hydraulic radius approaches the mean depth.
4.9. Uniform Flow Depth
The equations that are used in uniform flow calculations are,
a) Continuity equation,
VAQ =
b) Manning velocity equation,
21
0
32
21
0
32
1
1
SR
n
AAVQ
SR
n
V
==
=
The water depth in a channel for a given discharge Q and n= Manning coefficient,
S0= Channel slope, B= Channel width, is called as Uniform Water Depth.
The basic variables in uniform flow problems can be the discharge Q, velocity of flow V,
normal depth y0, roughness coefficient n, channel slope S0 and the geometric elements
(e.g. B and side slope m for a trapezoidal channel). There can be many other derived
variables accompanied by corresponding relationships. From among the above, the
following five types of basic problems are recognized.

Problem Type Given Required
1 y0, n, S0, Geometric elements Q and V
2 Q, y0, n, Geometric elements S0
3 Q, y0, S0, Geometric elements n
4 Q, n, S0, Geometric elements y0
5 Q, y0, n, S0, Geometry Geometric elements
Problems of the types 1, 2 and 3 normally have explicit solutions and hence do not
represent any difficulty in their calculations. Problems of the types 4 and 5 usually do not
have explicit solutions an as such may involve trial-and-error solution procedures.
Example 4.4: Calculate the uniform water depth of an open channel flow to convey
Q=10 m3
/sec discharge with manning coefficient n=0.014, channel slope S0=0.0004, and
channel width B=4 m.
a) Rectangular cross-section
0
0
0
00
24
4
2
4
y
y
P
A
R
yBP
yByA
+
==
+=
==
694.0
02.04
014.010
24
0004.0
24
4
014.0
1
410
1
35
32
0
0
0
21
32
0
0
0
21
0
32
=
×
×
=⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
+
×
×⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
+
×××=
==
y
y
y
y
y
y
SR
n
AAVQ
( ) 32
0
35
0
24 y
y
X
+
=
B=4m
y0=?

694.0694.081.1
694.0689.080.1
694.0741.090.1
694.0794.02
0
0
0
0
≅=→=
≠=→=
≠=→=
≠=→=
Xmy
Xmy
Xmy
Xmy
The uniform water depth for this rectangular channel is y0 = 1.81 m.
There is no implicit solution for calculation of water depths. Trial and error must be used
in calculations.
b) Trapezoidal Cross-Section
( ) ( )
( )
0
00
00
00000
0
472.44
24
472.4452
242
2
4
y
yy
P
A
R
yyBP
yyyyBy
yBB
A
+
+
==
+=××+=
+=+=
++
=
Trial and error method will be used to find the uniform water depth.
( )
( )
( ) 32
0
352
00
21
32
0
2
002
0
2132
472.44
24
7
02.0
014.010
0004.0
472.44
24
014.0
1
2410
1
y
yy
X
y
yy
yy
SR
n
AAVQ
o
o
+
+
=
=
×
×⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
+
+
××+=
==
B=4m
y0
B+4y0
1
2
2y0
y0
51/2
y0

773.620.1
770.510.1
795.41
0
0
0
≠=→=
≠=→=
≠=→=
Xmy
Xmy
Xmy
705.723.1
794.622.1
0
0
≅=→=
≠=→=
Xmy
Xmy
The uniform water depth for this trapezoidal channel is y0 =1.23 m.
Example 4.5: A triangular channel with an apex angle of 750
carries a flow of 1.20
m3
/sec at a depth of 0.80 m. If the bed slope is S0 = 0.009, find the roughness coefficient
n of the channel.
Solution:
y0 = Normal depth = 0.80 m
Referring to Figure,
Area 2
491.0
2
75
tan80.0280.0
2
1
mA =⎟
⎠
⎞
⎜
⎝
⎛
××××=
Wetted perimeter mP 02.25.37sec80.02 0
=××=
m
P
A
R 243.0
02.2
491.0
===
0151.0
20.1
009.0243.0491.0 5.03221
0
32
=
××
==
Q
SAR
n
4.10. Best Hydraulic Cross-Section
a) The best hydraulic (the most efficient) cross-section for a given Q, n, and S0 is the
one with a minimum excavation and minimum lining cross-section. A = Amin and
P = Pmin. The minimum cross-sectional area and the minimum lining area will
reduce construction expenses and therefore that cross-section is economically the
most efficient one.
max
min
V
A
Q
A
Q
V =→=
750
y0

maxmax
323221
0
1
RRVV
RCRS
n
V
=→=
×==
minmax PPRR
P
A
R
=→=
=
b) The best hydraulic cross-section for a given A, n, and S0 is the cross-section that
conveys maximum discharge.
constC
RCQ
SR
n
AQ
=′
×′=
=
32
21
0
321
minmax
maxmax
PPRR
P
A
R
RRQQ
=→=
=
=→=
The cross-section with the minimum wetted perimeter is the best hydraulic cross-
section within the cross-sections with the same area since lining and maintenance
expenses will reduce substantially.
4.10.1. Rectangular Cross-Sections
== ByA Constant
y
y
A
yBP
y
A
B
22 +=+=
=
B
y

Since P=Pmin for the best hydraulic cross-section, taking derivative of P with respect
to y,
yB
ByyA
y
A
y
Ay
dy
dA
dy
dP
2
22
02
2
2
2
=
==→=
=+
−×
=
(4.38)
The best rectangular hydraulic cross-section for a constant area is the one with B =
2y. The hydraulic radius of this cross-section is,
24
2 2
y
y
y
P
A
R === (4.39)
For all best hydraulic cross-sections, the hydraulic radius should always be R = y/2
regardless of their shapes.
Example 4.6: Calculate the best hydraulic rectangular cross-section to convey Q=10
m3
/sec discharge with n= 0.02 and S0= 0.0009 canal characteristics.
Solution: For the best rectangular hydraulic cross-section,
2
2 2
y
R
yA
=
=
my
y
y
y
SR
n
AQ
87.129.5
29.5
03.02
202.010
0009.0
202.0
1
210
1
83
32
38
21
32
2
21
0
32
==
=
×
××
=
×⎟
⎠
⎞
⎜
⎝
⎛
××=
=
my
myB
87.1
74.387.122
=
=×=×=
Implicit solutions are possible to calculate the water depths for the best hydraulic cross-
sections.

4.10.2. Trapezoidal Cross-Sections
Figure 4.12.
( )
2
2
12
12
2
mymy
y
A
P
my
y
A
B
myBP
ymyBy
y
myBB
A
++−=
−=
++=
+=×
++
=
As can be seen from equation, wetted perimeter is a function of side slope m and water
depth y of the cross-section.
a) For a given side slope m, what will be the water depth y for best hydraulic
trapezoidal cross-section?
For a given area A, minPP = ,
0,0 ==
dy
dA
dy
dP
2
2
2
2
12
012
mm
y
A
mm
y
Ay
dy
dA
dy
dP
++−=
=++−
−
=
B
1
m
y
my my
L
B
2
1 my +

( ) 22
12 ymmA −+= (4.40)
( )
22
22
1212
1212
mymymymyP
mymyymmP
++−−+=
++−−+=
( )mmyP −+= 2
122 (4.41)
The hydraulic radius R, channel bottom width B, and free surface width L may be
found as,
( )
( )
2
122
12
2
22
y
R
mmy
ymm
P
A
R
=
−+
−+
==
( ) myymmmy
y
A
B −−+=−= 2
12
( )mmyB −+= 2
12 (4.42)
( ) mymmyL
myBL
212
2
2
+−+=
+=
2
12 myL += (4.43)
b) For a given water depth y, what will be the side slope m for best hydraulic
trapezoidal cross-section?
minPP =
0,0 ==
dm
dA
dm
dP
2
12 mymy
y
A
P ++−=
1314
1
1
2
1
2
0
12
2
2
0
222
22
22
=→+=
=
+
→
+
=
=
+
+−
−
=
mmm
m
m
m
my
y
m
m
yy
y
y
dm
dA
dm
dP

0
603
1
3
1
=→==
=
αα
m
Tan
m
(4.44)
( )
22
2
22
3
3
3
142
3
1
3
1
12
12
yyA
yA
ymmA
=⎟
⎟
⎠
⎞
⎜
⎜
⎝
⎛ −
=
⎟
⎟
⎠
⎞
⎜
⎜
⎝
⎛
−+=
−+=
2
3yA = (4.45)
( )
3
6
3
14
2
3
1
3
1
122
122 2
y
yP
yP
mmyP
=⎟⎟
⎠
⎞
⎜⎜
⎝
⎛ −
=
⎟
⎟
⎠
⎞
⎜
⎜
⎝
⎛
−+=
−+=
32yP = (4.46)
yy
y
y
my
y
A
B
3
13
3
13 2
−
=−=−=
33
32 P
yB == (4.47)
232
3 2
y
y
y
P
A
R ===
The channel bottom width is equal one third of the wetted perimeter and therefore sides
and channel width B are equal to each other at the best trapezoidal hydraulic cross-
section. Since α = 600
, the cross-section is half of the hexagon.

Example 4.7: Design the trapezoidal channel as best hydraulic cross-section with Q= 10
m3
/sec, n= 0.014, S0= 0.0004, and m= 3/2.
Solution:
( )
yByByBP
yyBy
yBB
A
61.325.32
4
9
12
5.1
2
3
+=+=++=
+=×
++
=
y
y
A
yy
y
A
P
y
y
A
B
11.261.35.1
5.1
+=+−=
−=
011.22
=+
−
=
y
Ay
dy
dA
dy
dP
2
11.2 yA =
222.4
11.2
22.461.361.0
61.05.111.2
2
y
y
y
P
A
R
yyyP
yyyB
===
=+=
=−=
B
y
B1.5y 1.5y
3
2

my
y
y
y
SR
n
AQ
86.1266.5
266.5
02.011.2
2014.010
0004.0
2014.0
1
11.210
1
83
32
38
21
32
2
21
0
32
==
=
×
××
=
×⎟
⎠
⎞
⎜
⎝
⎛
××=
=
m
y
Rm
P
A
R
myP
myBL
myB
myA
93.0
2
86.1
2
93.0
85.7
30.7
85.786.122.422.4
71.686.1313.13
13.186.161.061.0
30.786.111.211.2 222
===→===
=×==
=×+=+=
=×==
=×==
Example 4.8: A slightly rough brick-lined trapezoidal channel (n = 0.017) carrying a
discharge of Q = 25 m3
/sec is to have a longitudinal slope of S0 = 0.0004. Analyze the
proportions of,
a) An efficient trapezoidal channel section having a side of 1.5 horizontal: 1 vertical,
b) the most efficient-channel section of trapezoidal shape.
Solution:
Case a): m = 1.5
For an efficient trapezoidal channel section, by Equ. (4.40),
( )
( ) 222
22
106.25.15.112
12
yyA
ymmA
=−+=
−+=
sec25,
2
3
mQ
y
R ==
my
y
y
83.2
0004.0
2
106.2
017.0
1
25 21
32
2
=
×⎟
⎠
⎞
⎜
⎝
⎛
××=

( )
( ) mB
mmyB
72.15.15.1183.22
12
2
2
=−+××=
−+=
Case b): For the most-efficient trapezoidal channel section,
5.0
32
2
22
0004.0
2
732.1
017.0
1
25
2
732.13
577.0
3
1
×⎟
⎠
⎞
⎜
⎝
⎛
××=
=
==
==
y
y
y
R
yyA
m
my 05.3=
mB 52.305.3
3
2
=×=
4.10.3. Half a Circular Conduit
Figure 4.13.
Wetted area A, and wetted perimeter of the half a circular conduit,
22
2
2
2
2
yr
r
r
P
A
R
rP
r
A
====
=
=
π
π
π
π
(4.48)
Half a circular conduit itself is a best hydraulic cross-section.
r
y=r

Example 4.9:
a) What are the best dimensions y and B for a rectangular brick channel designed to
carry 5 m3
/sec of water in uniform flow with S0 = 0.001, and n = 0.015?
b) Compare results with a half-hexagon and semi circle.
Solution:
a) For best rectangular cross-sections, the dimensions are,
2
2yA = ,
2
y
R =
my
y
y
y
SR
n
AQ
27.1
882.1
001.02
2015.05
001.0
2015.0
1
25
1
5.0
32
38
5.0
32
2
21
0
32
=
=
×
××
=
×⎟
⎠
⎞
⎜
⎝
⎛
××=
=
The proper area and width of the best rectangular cross-section are,
my
y
A
B
myA
54.2
27.1
23.3
2
23.327.122 222
====
=×==
b) It is constructive to see what discharge a half-hexagon and semi circle would
carry for the same area of A = 3.23 m2
.
B=2.54m
y=1.27
B
y
L=B+2my
600
1
m

577.0
3
1
60cotcot 0
==== αm
( ) ( )
( )yyBA
ymyB
ymyBB
A
577.0
2
2
+=
+=
++
=
(A)
yByBP
myBP
31.2577.012
12
2
2
+=++=
++=
(B)
Using Equs. (A) and (B),
myy
ydy
dP
y
y
P
yy
y
A
P
y
y
A
B
37.1
733.1
23.3
0733.1
23.3
733.1
23.3
31.2577.0
577.0
2
2
=→=
=+−=
+=
+−=
−=
m
y
Rm
P
A
R
mP
mB
68.0
2
37.1
2
68.0
73.4
23.3
73.437.131.257.1
57.137.1577.0
37.1
23.3
≅==→===
=×+=
=×−=
The discharge conveyed in this half a hexagon cross-section is,
054.0
00.5
00.527.5
sec27.5001.068.0
015.0
1
23.3 35.032
=
−
=×××== mAVQ
Half of a hexagon cross-section with the same area of the rectangular cross-section will
convey 5.4 per cent more discharge.

For a semicircle cross-section,
mDD
D
A
87.2
14.3
23.38
8
23.3
2
2
=→
×
=
==
π
m
D
P 51.4
2
87.214.3
2
=
×
==
π
sec45.5001.0716.0
015.0
1
23.3
4
716.0
51.4
23.3
35.032
mQ
D
m
P
A
R
=×××=
====
03.0
27.5
27.545.5
09.0
00.5
00.545.5
=
−
=
−
Semicircle carries more discharge comparing with the rectangular and trapezoidal cross-
sections by 9 and 3 per cent respectively.
Table 4.3. Proportions of some most efficient sections
Channel Shape A P B R L
Rectangle (half square) 2y2
4y 2y
2
y 2y
Trapezoidal
(half regular hexagon)
y3 y32 y
3
2
2
y
y
3
4
Circular (semicircle) 2
2
y
π
yπ - 2
y
2y
Triangle
(vertex angle = 900
)
y2
y32 -
22
y 2y
(A = Area, P = Wetted perimeter, B = Base width,
R = Hydraulic radius, L = Water surface width)

4.10.4. Circular Conduit with a Free Surface
Figure 4.14.
A circular pipe with radius r is conveying water with depth y. The angle of the free water
surface with the center of the circle is θ. Wetted area and wetted perimeter of the flow is,
rPrAradian πππ 22360 20
=→=→=
For θ radian, the area and the perimeter of the sector are,
22
22
θ
π
π
θ
rr
A == (4.49)
θ
π
π
θ r
r
PAB ==
2
2
(4.50)
Wetted area of the flow with the flow depth y is,
OABA
r
A −=
2
2
θ
(4.51)
y
B
O
r
θ
rr
θ/2
x
y

22
22
θθ
θθ
rCosy
r
y
Cos
rSinx
r
x
Sin
=→=
=→=
θ
θ
θθ
θθ
Sin
r
Sin
r
A
CosSin
r
rCosrSin
A
OAB
OAB
22
2
2
22
2
22
22
2
22
2
=×=
×=
×
=
Substituting AAOB into the Equ. (4.51) give the wetted area of the flow,
θ
θ
Sin
rr
A
22
22
−= (4.52)
a) What will be the θ angle for the maximum discharge?
32
35
21
0
32
35
21
0
21
0
32
1
11
P
A
CQ
consS
n
C
P
A
S
n
S
P
A
n
AQ
′=
==′
=⎟
⎠
⎞
⎜
⎝
⎛
=
Derivative of the discharge equation will be taken with respect to θ.
03
2
3
5
34
35313232
=′×
−
=
−
C
P
A
d
dP
PP
d
dA
A
d
dQ θθ
θ
3
2
3
5
3
1
3
2
31
35
3232
25
3
2
3
5
−+
××=××
××=×××
A
d
dP
P
d
dA
P
A
d
dP
P
d
dA
A
θθ
θθ
A
d
dP
P
d
dA
θθ
25 = (4.53)

Derivatives of the wetted area and the wetted perimeter are,
( )
( )θ
θ
θθ
Cos
r
d
dA
Sin
r
A
−=
−=
1
2
2
2
2
r
d
dP
rP
=
=
θ
θ
Substituting the derivates to the Equ. (4.53),
( ) ( )
( ) ( )
02255
215
2
21
2
5
22
=+−−
−=−
−=−
θθθθθ
θθθθ
θθθθ
SinCos
SinCos
Sin
r
rrCos
r
0253 =+− θθθθ SinCos (4.54)
Solution of the Equ. (4.54) give the θ angle as,
radian28.5033020
=′=θ
The wetted area, wetted perimeter, and hydraulic radius of the flow are,
( )
( ) ( )
2
2
0
2
2
06.3
84.028.5
2
5.30228.5
2
2
rA
r
Sin
r
A
Sin
r
A
=
+=−=
−= θθ
rrP 28.5== θ
r
r
r
P
A
R 58.0
28.5
06.3 2
===

The water depth in the circular conduit is,
( )
Dry
rrCosrrCosry
94.088.1
88.01
2
5.302
2
0
==
+=⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
−=−=
θ
( )
21
0
38
max
21
0
322
max
21
0
32
1
13.2
58.0
1
06.3
1
S
n
rQ
Sr
n
rQ
SR
n
AQ
=
××=
=
b) What will be the θ angle for the maximum velocity?
max
1
max
21
0
32
→=→
=
P
A
RV
SR
n
V
( )
( ) θ
θθ
θ
r
r
r
r
P
dP
A
dA
P
AdPPdA
dR
=
−
−
=
=
×−×
=
sin
2
cos1
2
0
2
2
2
( )
θθθθθ
θθθθ
sincos
sincos1
−=−
−=−
θ
θ
θ
θ tan
cos
sin
==
radian49.2032570
=′=θ
Drrrry 813.0626.1
2
5.257
cos1
2
cos
0
==⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
−=−=
θ

Figure 4.15.
4.11. Compound Sections
Some channel sections may be formed as a combination of elementary sections.
Typically natural channels, such as rivers, have flood plains which are wide and shallow
compared to the main channel. Fig. (4.16) represents a simplified section of a stream with
flood banks.
Consider the compound section to be divided into subsections by arbitrary lines. These
can be extensions of the deep channel boundaries as in Fig. (4.16). Assuming the
longitudinal slope to be same for all subsections, it is easy to see that the subsections will
have different mean velocities depending upon the depth and roughness of the
boundaries. Generally, overbanks have larger size roughness than the deeper main
channel. If the mean velocities Vi in the various subsections are known then the total
discharge is ∑ViAi.
Figure 4.16. Compound section
If the depth of flow is confined to the deep channel only (y < h), calculation of discharge
by using Manning’s equation is very simple. However, when the flow spills over the
flood plain (y > h), the problem of discharge calculation is complicated as the calculation
may give a smaller hydraulic radius for the whole stream section and hence the discharge
may be underestimated. The following method of discharge estimation can be used. In
this method, while calculating the wetted perimeter for the sub-areas, the imaginary
divisions (FJ and CK in the Figure) are considered as boundaries for the deeper portion
only and neglected completely in the calculation relating to the shallower portion.

1. The discharge is calculated as the sum of the partial discharges in the sub-areas;
for e.g. units 1, 2 and 3 in Fig. (4.16)
∑∑ == iiip AVQQ (4.55)
2. The discharge is also calculated by considering the whole section as one unit,
(ABCDEFGH area in Fig.4.16), say Qw.
3. The larger of the above discharges, Qp and Qw, is adopted as the discharge at the
depth y.
Example 4.10: For the compound channel shown in the Figure, determine the discharge
for a depth of flow 1.20 m. n = 0.02, S0 = 0.0002.
Solution:
a): y = 1.20 m
Partial area discharge; Sub-area 1 and 3:
3
3
1
5.032
1
1
1
1
1
2
1
sec648.0
0002.0288.01.2
02.0
1
288.0
3.7
1.2
3.70.73.0
1.23.00.7
pp
p
QmQ
Q
m
P
A
R
mP
mA
==
×××=
===
=+=
=×=

Sub-area 2:
sec10.20002.075.06.3
02.0
1
75.0
8.4
6.3
8.49.09.00.3
6.32.10.3
35.032
2
2
2
2
2
2
2
mQ
m
P
A
R
mP
mA
p =×××=
===
=++=
=×=
Total discharge,
sec396.348.6.010.2648.0 3
321
mQ
QQQQ
p
pppp
=++=
++=
b): By the total-section method:
sec00.30002.0402.08.7
02.0
1
402.0
4.19
8.7
4.193.00.79.00.39.00.73.0
8.76.31.21.2
35.032
2
mQ
P
A
R
mP
mA
w =×××=
===
=++++++=
=++=
Since Qp > Qw, the discharge in the channel is,
sec396.3 3
mQQ p ==
4.10 Design of Irrigation Channels
For a uniform flow in a canal,
5.0
0
321
SAR
n
Q =
Where A and R are in general, functions of the geometric elements of the canal. If the
canal is of trapezoidal cross-section,
( )mBSynfQ ,,,, 00= (4.56)
Equ. (4.56) has six variables out of which one is a dependent variable and the rest five are
independent ones. Similarly, for other channel shapes, the number of variables depends
upon the channel geometry. In a channel design problem, the independent variables are
known either explicitly or implicitly, or as inequalities, mostly in terms of empirical
relationships. The canal-design practice given below is meant only for rigid-boundary
channels, i.e. for lined an unlined non-erodible channels.

4.12.1. Canal Section
Normally a trapezoidal section is adopted. Rectangular cross-sections are also used in
special situations, such as in rock cuts, steep chutes and in cross-drainage works.
The side slope, expressed as m horizontal: 1 vertical, depends on the type pf canal, i.e.
lined or unlined, nature and type of soil through which the canal is laid. The slopes are
designed to withstand seepage forces under critical conditions, such as;
1. A canal running full with banks saturated due to rainfall,
2. The sudden drawdown of canal supply.
Usually the slopes are steeper in cutting than in filling. For lined canals, the slopes
roughly correspond to the angle of repose of the natural soil and the values of m range
from 1.0 to 1.5 and rarely up to 2.0. The slopes recommended for unlined canals in
cutting are given in Table (4.4).
Table 4.3. Side slopes for unlined canals in cutting
Type of soil m
Very light loose sand to average sandy soil 1.5 – 2.0
Sandy loam, black cotton soil 1.0 – 1.5
Sandy to gravel soil 1.0 – 2.0
Murom, hard soil 0.75 – 1.5
Rock 0.25 – 0.5
4.12.2. Longitudinal Slope
The longitudinal slope is fixed on the basis of topography to command as much area as
possible with the limiting velocities acting as constraints. Usually the slopes are of the
order of 0.0001. For lined canals a velocity of about 2 m/sec is usually recommended.
4.12.3. Roughness coefficient n
Procedures for selecting n are discussed in Section (4.6.1). Values of n can be taken from
Table (4.2).
4.12.4. Permissible Velocities
Since the cost for a given length of canal depends upon its size, if the available slope
permits, it is economical to use highest safe velocities. High velocities may cause scour
and erosion of the boundaries. As such, in unlined channels the maximum permissible
velocities refer to the velocities that can be safely allowed in the channel without causing
scour or erosion of the channel material.

In lined canals, where the material of lining can withstand very high velocities, the
maximum permissible velocity is determined by the stability and durability of the lining
and also on the erosive action of any abrasive material that may be carried in the stream.
The permissible maximum velocities normally adopted for a few soil types and lining
materials are given in Table (4.5).
Table 4.4. Permissible Maximum velocities
Nature of boundary Permissible maximum
velocity (m/sec)
Sandy soil 0.30 – 0.60
Black cotton soil 0.60 – 0.90
Hard soil 0.90 – 1.10
Firm clay and loam 0.90 – 1.15
Gravel 1.20
Disintegrated rock 1.50
Hard rock 4.00
Brick masonry with cement pointing 2.50
Brick masonry with cement plaster 4.00
Concrete 6.00
Steel lining 10.00
In addition to the maximum velocities, a minimum velocity in the channel is also an
important constraint in the canal design. Too low velocity would cause deposition of
suspended material, like silt, which cannot only impair the carrying capacity but also
increase the maintenance costs. Also, in unlined canals, too low a velocity may encourage
weed growth. The minimum velocity in irrigation channels is of the order of 0.30 m/sec.
4.12.5. Free Board
Free board for lined canals is the vertical distance between the full supply level to the top
of lining (Fig. 4.17). For unlined canals, it is the vertical distance from the full supply
level to the top of the bank.
Figure 4.10. Typical cross-section of a lined canal

This distance should be sufficient to prevent overtopping of the canal lining or banks due
to waves. The amount of free board provided depends on the canal size, location, velocity
and depth of flow. Table (4.5) gives free board heights with respect to the maximum
discharge of the canal.
Table 4.6.
Discharge
(m3
/sec)
Free board (m)
Unlined Lined
Q < 10.0 0.50 0.60
Q ≥ 10.0 0.75 0.75
4.10.6. Width to Depth Ratio
The relationship between width and depth varies widely depending upon the design
practice. If the hydraulically most-efficient channel cross-section is adopted,
155.1155.1
3
2
3
1
0
0
0
=→==→=
y
B
y
y
Bm
If any other value of m is use, the corresponding value of B/y0 for the efficient section
would be from Equ. (4.18),
( )mm
y
B
−+= 2
0
122 (4.57)
In large channels it is necessary to limit the depth to avoid dangers of bank failure.
Usually depths higher than about 4.0 m are applied only when it is absolutely necessary.
For selection of width and depth, the usual procedure is to adopt a recommended value
Example 4.11: A trapezoidal channel is to carry a discharge of 40 m3
/sec. The maximum
slope that can be used is 0.0004. The soil is hard. Design the channel as, a) a lined canal
with concrete lining, b) an unlined non-erodible channel.
Solution:
a) Lined canal
Choose side slope of 1 : 1, i.e., m = 1.0 (from Table 4.4)
n for concrete, n = 0.013 (from Table 4.2)

From Equ. (4.57),
( )
( )
67.3
11122
122
0
2
0
2
0
=
−+×=
−+=
y
B
y
B
mm
y
B
Since,
( ) 67.4167.3
00
00 =+=+=→+= m
y
B
y
A
ymyBA
For the most-efficient hydraulic cross-sections, 0
0
5.0
2
y
y
R ==
( )
myy
yy
SAR
n
Q
70.3838.8
0004.05.067.4
013.0
1
40
1
0
35
0
5.032
00
5.0
0
32
=→=
×××=
=
sec31.2
28.17
40
28.1770.367.467.4 2
0
m
A
Q
V
myA
===
=×==
myB 58.1370.367.367.3 0 =×==
This velocity value is greater than the minimum velocity of 0.30 m/sec, and further is less
than the maximum permissible velocity of 6.0 m/sec for concrete. Hence the selection of
B and y0 are all right. The recommended geometric parameters of the canal are therefore:
B = 13.58 m, m = 1.0, S0 = 0.0004
Adopt a free board of 0.75 m. The normal depth for n = 0.013 will be 3.70 m.
b) Lined canal
From Table (4.), a side slope of 1 : 1 is chosen. From Table (4.2), take n for hard soil
surface as n = 0.020.

From Equ. (4.57),
( )
( )
67.3
11122
122
0
2
0
2
0
=
−+×=
−+=
y
B
y
B
mm
y
B
Since,
( ) 67.4167.3
00
00 =+=+=→+= m
y
B
y
A
ymyBA
For the most-efficient hydraulic cross-sections, 0
0
5.0
2
y
y
R ==
( )
myy
yy
79.460.13
0004.05.067.4
020.0
1
40
0
35
0
5.032
00
=→=
×××=
Since y0 = 4.79 m > 4.0 m, y0 = 4.0 m is chosen,
2
0
68.18467.4
68.140.467.367.3
mA
mB
y
B
=×=
=×=→=
sec14.2
68.18
40
m
A
Q
V ===
But this velocity is larger than the permissible velocity of 0.90 – 1.10 m/sec for hard soil
(Table 4.5). In this case, therefore the maximum permissible velocity will control the
channel dimensions.
Adopt V = 1.10 m/sec,
0.4
36.36
10.1
40
0
2
=
==
y
mA

( )
sec40sec82.61
0004.0
40.16
36.36
36.36
020.0
1
40.160.411209.5
12
09.50.41
0.4
36.36
33
5.0
32
0
2
0
0
00
mmQ
Q
mP
ymBP
mmy
y
A
B
ymyBA
〉=
×⎟
⎠
⎞
⎜
⎝
⎛
××=
=×++=
++=
=×−=−=
+=
The slope of the channel will be smoother,
2
320
5.0
0
32
⎟
⎠
⎞
⎜
⎝
⎛
=
=
AR
Qn
S
SR
n
A
Q
000167.0
36.36
40.16
36.36
02.040
0
2
320
=
⎥
⎥
⎥
⎥
⎦
⎤
⎢
⎢
⎢
⎢
⎣
⎡
×⎟
⎠
⎞
⎜
⎝
⎛
×
=
S
S
Hence the recommended parameters pf the canal are B = 5.09 m, m = 1, and S0 =
0.000167. Adopt a free board of 0.75 m. The normal depth for n = 0.02 will be y0 = 4.0
m.

Open Channel Flows (Lecture notes 04)

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