Head Loss Calculation in Aqueduct

Canal waterway, Lt
Chainage
Discharge
Bed Width
Depth of Water
Full Supply Level
Drain
High Flood Discharge
High Flood Level
River Bed Level
High Flood Depth
Ground Level
Design
Drainage Waterway Lacey's regime perimeter,

: 2+302km to 2+382km
Q
B
D
FSL
Qd
HFL
Dd
GL
P=
P=

Warer way provided

Canal waterway, Lt
Let the width of Flume,
Provide 2:1 splay in contraction & 3:1 in expansion
Length of contraction transition =
Length of expansition transition transition =
Head loss and bed levels at different sections
At section 4-4
Area of section, A= (B+1.5xD)xD =
Velocity, V = Q/A =
Velocity head, hv = V2/2g =

Bf =
Lc
Lt

A
V
hv

R.L. of T.E.L . =
At section 3-3
Area of section, A= BfxD =
Velocity, V = Q/A =
Velocity head, hv = V2/2g =

TEL4

Loss of head in expansion from section 3-3 to 4-4 =

hle

A
V
hv
hle

RL of T.E.L at section 3-3 =

TEL3

RL of FSL

FSL3

RL of Bed
From section 3-3 to 2-2, area and velocity are constant
Hydraulic mean depth, R = A/P =
Velocity of flow in the trough,

BL3

Head loss in the trough = Ltx slope

At section 2-2

R
Vt = 1/nxR2/3xS1/2
S=
S=
hl2-3

RL of TEL

TEL2

RL of water surface level

FSL2

RL of bed level
At section 1-1

BL2

Loss of head in contraction from section 1-1 to 2-2 =

hle
hle

RL of TEL

TEL1

RL of water surface level

FSL1

RL of bed (to maintain constant depth)

BL1

Total Head loss

Provide Head Loss

h
h

n Aqueduct
Main Canal
: 2+302km to 2+382km
0.137 cumecs
0.7 m
0.294 m
86.91 m
60 cumecs
84.47 m
83.16
1.31 m
95 m
4.83xQ0.5
37 m
77 m
0.5 m
0.2 m
0.3 m

0.34 sqm
0.40 m/sec
0.01 m
86.92 m
0.147 sqm
0.93 m/sec
0.044 m
0.30x(V32-V42)/2g
0.011 m
86.931 m
86.887 m
86.593 m
0.135 m
Vt = 1/nxR2/3xS1/2
(Vtxn/(R2/3))2
0.0032
0.1184 m
87.049 m
87.005 m
86.711 m
0.20x(V22-V12)/2g
0.007 m
87.056 m
87.046 m
86.752 m

0.136 m
0.2 m

Design of RCC Aqueduct Structure

Name of Canal
Chainage
Trough Section
Flume bed width
Water depth

Main Canal
2+302km to 2+382km

0.200 m

Clear span, L

13.00 m

0.30 m

Uniformly distributed load=

5 KN/m2

The design of aqueduct is considered as two simply supported beam.

The base slab are simply supported by the beams.
The following assumption have been made.
Free board in aqueduct flume =

0.20 m

Load due to side railing

0.60 KN/m for each side wall.

Load/m run/beam

5.00 KN/m

Design of base slab

Use M15 grade concrete with high yield deformed bar
pbc

5.0 N/mm2

qc max =
qbd
pst

1.8 N/mm2

0.84 N/mm2

230 N/mm2

Density of concrete=

25 KN/m3

For a slab with two layer of reinforcement (top & bottom) the minimum
thickness is

0.25 m

Slab dead load=

0.25*25 =

6.25 KN/m run

The slab is assumed 1 m wide for design purpose

Load on slab/m run
The slab is designed assuming the aqueduct flume to be full of water
I.e. no freeboard , or

0.40 m deep

Imposed load due to water

Total imposed load

10*0.4 =

4.00+6.25 =

4.0 KN/m run

10.25 KN/m run

Slab effective span

Assume side beam ,
Slab effective span

0.25 m wide.
=

0.3+2*0.3/2

Maximum bending moment =

Maximum reaction

0.55 m
10.3*0.6^2/8 =

= 10.3*0.55/2

Maximum shear force=

0.39 KNm
2.8 KN
2.8 KN

Calculation of slab thickness

Mr=Rbd2 or d=(Mr/Rb)0.5
For M15 concrete, tor steel, R=

0.65

For the slab, b=1000 mm

d=((0.4*10^6)/(0.65*1000))^0.5=

24 m

Assuming cover = 50 mm and bar size =

20 mm

Actual slab depth, D = 24 + 50 +20/2 =

84 mm ( O. K. )

Provide slab thickness =

200 mm

d=200-40=

140 mm

Calculation of steel reinforcement

Ast= Mr/(pst . jd)
j= 0.904 from table 15.8 of PDSP manual
Ast=(0.4*10^6)/(230*0.904*140)=

13 mm2

Calculation of minimum reinforcement > 0.25% Ac.

0.25% Ac =0.25/100*200*1000=

500 mm2

Choose maxi. Steel Area, Ast

500 mm2

Choose

12 mm bars @

Provide, d1

12 mm bars @ S1 =

226 mm centers

220 mm centers

Area provide

514 mm2

O.K.

Check for shear force

qv = F/bd
qv = 2.84*10^3/(1000*140)=

0.02 N/mm2

Maximum allowable shear stress = 1.6/2 = 0.8 N/mm (Table 15.6 PDSP)
2

Check for nominal shear reinforcement

From table 15.11, 100As/bd = 100*514/(1000*140) =
Permissible shear stress in concrete qc =

0.37
0.262

as Qc>Qv no shear reinforcement

Distribution steel
From figure 15.10, Bottom mat steel is greater of
0.10%

Ac =

or 20 %

Ast =

0.10/100*200*1000
20/100*514

200 mm2

Max.. Steel Area, Ast

103 mm2
200 mm .
2

Choose

8 mm bars @

Provide, d2 =

8 mm bars @ d2 =

Area provide

251 mm centers
250 mm centers

201 mm2

O.K.

Design of Side Beam

Provisionally size of beam
Depth of beam

= 1/10 clear span

Width of beam =

1/2 depth

1.3 m

0.65 m

In fact beam depth is

Base slab thickness =

0.2 m

Water depth

0.2 m

Free Board

0.2 m
0.6 m

Assume a beam width, Bw =

0.3 m (Assume)

Load on a beam/ m run

Load

KN/m

Beam dead weight =

0.3*0.60*25

Base slab

1/2*0.3*0.20*25

Water

=
=

4.5

0.8

1/2*0.3*0.20+0.20*10=

0.6
5.85

Beam effective span

Assume support width =

0.3 m

Beam effective span =13.00+0.3 =

Maximum bending moment =

13.30 m
5.9*13.3^2/8 =

129.4 KNm

Maximum reaction
Maximum shear force=

= 5.9*13.3/2

=
38.9 KN

38.9 KN

Calculation of beam depth

Mr=Rbd2 or d=(Mr/Rb)0.5
For M15 concrete, tor steel, R=

0.65

d=((129.4*10^6)/(0.65)*0.3*100))^0.5=

814 m

Assuming cover = 50 mm and bar size =

20 mm

Actual beam depth,Bd = 814+ 50 + 20/2 =

874 mm

Actual depth required =

600 mm

Provide depth, Bd =

1000 mm

d= 1000-50-20/2 =

940 mm

Calculation of steel reinforcement

Ast= Mr/(pst . jd)
j= 0.904 from table 15.8 of PDSP manual
Ast=129.4*10^6/(230*0.904*940)=

662 mm2

Calculation of minimum reinforcement > 0.25% Ac.

0.25% Ac =0.25/100*300*1000=

750 mm2

Choose maxi. Steel Area, Ast

750 mm2

Provide, N1

3 Nos d3 =
Area provided

20 mm dia bars
942 mm2

O.K.

Check for spacing

Minimum bar spacing is lesser of ;
1) Bar diameter =

20 mm

2) Course aggregate size+ 5mm

25 mm

Actual bar spacing ;

Beam width

300 mm

Less cover twice

100 mm

Less stirrups say) =

20 mm

Less 3 nos bars

60 mm

Bar spacing = ( 300-100-20-60 )/4 =

O.K.

30 mm

Check for shear force

qv = F/bd
qv = 38.9*10^3/(300*1000)=

0.14 N/mm2

Maximum allowable shear stress = 1.8 N/mm2

Check for nominal shear reinforcement
From table 15.11, 100As/bd = 100*942/(300*1000) =
Permissible shear stress in concrete qc =

0.33
0.24

as Qc>Qv no shear reinforcement

Assuming spacing of

200 mm

Asv = 200*-28.8*10^3/(230*940) =

-27 mm2

Check for nominal shear reinforcement

Asv/bsv > 0.4/fy
for tor steel fy

Asv = 0.4* 300*200/415

415 N/mm2
=

58 mm2

Choose max shear reinforcement

Provide

58 mm2
8 mm dia bar Asv=

100 mm2

Area provided > Area required, hence O.K.

Provide, d6 =
Bar arrangement

8 mm dia bar @, S6=

200 mm c/c

Check

Provide hooks at end of main reinforcing steel to provide anchorage at supports.

Check for local bond stress
flbc = 38.9*10^3/(0.904*940*3*3.14*20) =
Allowable local bond stress = 0.84 N/mm
Top reinforcing steel

0.19 N/mm2

From fig. 15.9 of PDSP Manual

0.15% of Ac =
or 20 % of Ast =

0.15/100*300*1000
20/100*942

Use

450 mm2

188 mm2
450 mm .
2

Provide, N2 =

3 Nos of d4 dia bar

Area provided

16 mm dia bars

603 mm2

O.K.

Bar in beam side face

0.15% of Ac =

450 mm2/m

Choose

10 mm dia bar

Provide, d5 =

174 mm c/c

10 mm dia bar, S5 =

Area provided

150 mm c/c

523 mm2

O.K.
300

3 nos bar
16 mm dia c/c

1000

10 mm dia bar

300

150 mm c/c
8 mm dia bar
200 mm c/c
200

12 mm dia
8 mm dia

220 mm c/c
250 mm c/c

3 nos bar

Span
13.00 m
Main Canal
2+302km to 2+382km

20 mm dia c/c

Design of Aqueduct

Calculation of Scour

High flood discharge

=
River width
=
Average River bed level
=
High flood level (HFL)
=
Average discharge intensity, q =
Assuming silt factor, f =
Scour depth R = 1.34(q^2/f)^1/3 =
Taking factor
=
Anticipated scour level = HFL - 1.5*R =
Depth of cutoff, D = Bed level - Anticipated scour level
Adopt, D
=
Length of launching apron, L =1.5*D =

10.00
5
83.160
84.470
2
1
2.13

m3/s
m
m
m
m3/s/m
m

1.5
81.280798 m
1.88 m
2
m
3.00
m

Design of Suspended Crossing

Input data:
Span (L),m
Diameter of pipe used (mm)
Internal diameter of the pipe (mm)
Select Cable (mm)
No. of cables
Parameter
Design of the Cable

25
200
179.4
26
1
Value

Unit

Formula

gh

2.5

kg/m

self wt. of the cable

gw
gp

24.77
2.5
29.77

kg/m
kg/m
kg/m

water load
Pipe load
gh+gw+gl

w
fa

0.60

from field data

fb

0.60

from field data

bf

0.6

cd

0.4

H
Ta

3876.3

kg

3894.16

kg

Ta = H + w x fa

Tb

3894.16

kg

Ta = H + w x fb

Tmax

3894.16

kg

Max( Ta & Tb)

Tpermissible

7574

kg

Check Safe
Design of the Deadman Foundation

Remarks

For Symbol Detail see fig. belo

H = w x L2/(8xbf)

25 degree
30 degree

Backstay angle of the cable

Angle of internal friction of so

Tv

3529.31

kg

Ta Cos

Vertical component of Ta or Tb

Th

1645.74

kg

Ta Sin

Horizontal com. Of Ta or Tb

W
l
b
h
WP

7805.07
2.00
2.00
1.00

kg
m
m
m

Tv+(1.5*Th/tan)

8400.00

kg

Stone masonry

Weight of the foundation

Length of the foundation
Width of the foundation
Height of the foundation

Weight of the foundation

Check Safe

l/2

fa

l
Suspenders
bf

fb

Cd

HDPE pipe

l/2

fa

l
Suspenders
bf

fb

Cd

HDPE pipe

ing

kgf

Remarks

or Symbol Detail see fig. below

ackstay angle of the cable

ngle of internal friction of soil

ertical component of Ta or Tb

orizontal com. Of Ta or Tb

Weight of the foundation

ength of the foundation
Width of the foundation
eight of the foundation
Weight of the foundation (Provided)

h
b


h
b

Design Piped Canal

Case-I: Pipe flowing full
1
Input data
Notation
1.01
Design Discharge
Q
1.02
Dia of Pipe

1.03
Velocity of Canal
Vc
1.04
Start Point
Ch
1.05
End Point
Ch
1.06
Length of Pipe
L
1.07
bends at 45o
n
1.08
Pipe type HDPE
1.09
Reduced Level at Start Point
RL u/s
1.10
Reduced Level at End Point
RL d/s
hav
1.11
Available head loss
2 Calculation:
2.01 Pipes are designed velocity range
2.02
2.03
2.04

Sectional Area of Pipe

Velocity in the Pipe

Formula
Water Balance Chart
Assumed

Range

1 to 3

A
V

PI()*(90/1000)^2/4)
Q/A
Check velocity range

hf

[3.35x106 Q/(C x d2.63)]1.852

3 Head Loss Calculation

3.01

Frictional Head Loss

where
c=Hazen Williams roughness coefficient, (dimensionless) Typical value for polyethylene pipe=149
d= Pipe inside diameter, mm
Hf
3.03
Total Frictional Head Loss
hf xL
H
3.04
Entry and exit losses
1.5 (Vp2 -Vc2)
e
Kb
3.05
Bend Co-efficient
Kb Vp2/2g
3.06
Losses in bends
Hb

3.02

3.07
3.08
3.09

Total loss for 5 bend loss

Total head loss
Head availability check

Hb
HL

Hb Xn
Hf +He+Hb
if hav>HL

Note:From HDP pipe friction chart (Figure 10.15) from chapter 10.3 Rigid Boundary Canals D2 Field, Design Manual Volume 1

Design Piped Canal

Case-I: Pipe flowing full
1
Input data
Notation
1.01
Design Discharge
Q
1.02
Dia of Pipe

1.03
Velocity of Canal
Vc
1.04
Start Point
Ch
1.05
End Point
Ch
1.06
Length of Pipe
L
1.07
bends at 45o
n
1.08
Pipe type HDPE
1.09
Reduced Level at Start Point
RL u/s
1.10
Reduced Level at End Point
RL d/s
hav
1.11
Available head loss
2 Calculation:
2.01 Pipes are designed velocity range
2.02
2.03
2.04

Sectional Area of Pipe

Velocity in the Pipe

Formula
Water Balance Chart
Assumed

Range

1 to 3

A
V

PI()*(90/1000)^2/4)
Q/A
Check velocity range

3 Head Loss Calculation

3.01

Frictional Head Loss

hf

[3.35x106 Q/(C x d2.63)]1.852

where
c=Hazen Williams roughness coefficient, (dimensionless) Typical value for polyethylene pipe=149
d= Pipe inside diameter, mm
Hf
3.03
Total Frictional Head Loss
hf xL
He
3.04
Entry and exit losses
1.5 (Vp2 -Vc2)
Kb
3.05
Bend Co-efficient
Kb Vp2/2g
3.06
Losses in bends
Hb

3.02

3.07
3.08
3.09

Total loss for 16 bend loss

Total head loss
Head availability check

Hb
HL

Hb Xn
Hf +He+Hb
if hav>HL

Note:From HDP pipe friction chart (Figure 10.15) from chapter 10.3 Rigid Boundary Canals D2 Field, Design Manual Volume 1

Design Piped Canal

Case-I: Pipe flowing full
1
Input data
Notation
1.01
Design Discharge
Q
1.02
Dia of Pipe

1.03
Velocity of Canal
Vc
1.04
Start Point
Ch
1.05
End Point
Ch
1.06
Length of Pipe
L
1.07
bends at 45o
n
1.08
Pipe type HDPE
1.09
Reduced Level at Start Point
RL u/s
1.10
Reduced Level at End Point
RL d/s
hav
1.11
Available head loss
2 Calculation:
2.01 Pipes are designed velocity range
2.02
2.03
2.04

Sectional Area of Pipe

Velocity in the Pipe

Formula
Water Balance Chart
Assumed

Range

1 to 3

A
V

PI()*(90/1000)^2/4)
Q/A
Check velocity range

hf

[3.35x106 Q/(C x d2.63)]1.852

3 Head Loss Calculation

3.01

Frictional Head Loss

where
c=Hazen Williams roughness coefficient, (dimensionless) Typical value for polyethylene pipe=149
d= Pipe inside diameter, mm
Hf
3.03
Total Frictional Head Loss
hf xL
He
3.04
Entry and exit losses
1.5 (Vp2 -Vc2)
Kb
3.05
Bend Co-efficient
Kb Vp2/2g
3.06
Losses in bends
Hb

3.02

3.07
3.08
3.09

Total loss for 20 bend loss

Total head loss
Head availability check

Hb
HL

Hb Xn
Hf +He+Hb
if hav>HL

Note:From HDP pipe friction chart (Figure 10.15) from chapter 10.3 Rigid Boundary Canals D2 Field, Design Manual Volume 1

Design Piped Canal

Case-I: Pipe flowing full
1
Input data
Notation
1.01
Design Discharge
Q
1.02
Dia of Pipe

1.03
Velocity of Canal
Vc
1.04
Start Point
Ch
1.05
End Point
Ch
1.06
Length of Pipe
L
1.07
bends at 45o
n
1.08
Pipe type HDPE
1.09
Reduced Level at Start Point
RL u/s
1.10
Reduced Level at End Point
RL d/s
hav
1.11
Available head loss
2 Calculation:
2.01 Pipes are designed velocity range
2.02
2.03
2.04

Sectional Area of Pipe

Velocity in the Pipe

Formula
Water Balance Chart
Assumed

Range

1 to 3

A
V

PI()*(140/1000)^2/4)
Q/A
Check velocity range

hf

[3.35x106 Q/(C x d2.63)]1.852

3 Head Loss Calculation

3.01

Frictional Head Loss

where
c=Hazen Williams roughness coefficient, (dimensionless) Typical value for polyethylene pipe=149
d= Pipe inside diameter, mm
Hf
3.03
Total Frictional Head Loss
hf xL
H
3.04
Entry and exit losses
1.5 (Vp2 -Vc2)
e
Kb
3.05
Bend Co-efficient
Kb Vp2/2g
3.06
Losses in bends
Hb

3.02

3.07
3.08
3.09

Total loss for 5 bend loss

Total head loss
Head availability check

Hb
HL

Hb Xn
Hf +He+Hb
if hav>HL

Note:From HDP pipe friction chart (Figure 10.15) from chapter 10.3 Rigid Boundary Canals D2 Field, Design Manual Volume 1

Design Piped Canal

Case-I: Pipe flowing full
1
Input data
Notation
1.01
Design Discharge
Q
1.02
Dia of Pipe

1.03
Velocity of Canal
Vc
1.04
Start Point
Ch
1.05
End Point
Ch
1.06
Length of Pipe
L
1.07
bends at 45o
n
1.08
Pipe type HDPE
1.09
Reduced Level at Start Point
RL u/s
1.10
Reduced Level at End Point
RL d/s
hav
1.11
Available head loss
2 Calculation:
2.01 Pipes are designed velocity range
2.02
2.03

Sectional Area of Pipe

Velocity in the Pipe

Formula
Water Balance Chart
Assumed

Range

1 to 3

A
V

PI()*(140/1000)^2/4)
Q/A

2.04

Check velocity range

3 Head Loss Calculation

3.01

Frictional Head Loss

hf

[3.35x106 Q/(C x d2.63)]1.852

where
c=Hazen Williams roughness coefficient, (dimensionless) Typical value for polyethylene pipe=149
d= Pipe inside diameter, mm
Hf
3.03
Total Frictional Head Loss
hf xL
He
3.04
Entry and exit losses
1.5 (Vp2 -Vc2)
Kb
3.05
Bend Co-efficient
Kb Vp2/2g
3.06
Losses in bends
Hb

3.02

3.07
3.08
3.09

Total loss for 5 bend loss

Total head loss
Head availability check

Hb
HL

Hb Xn
Hf +He+Hb
if hav>HL

Note:From HDP pipe friction chart (Figure 10.15) from chapter 10.3 Rigid Boundary Canals D2 Field, Design Manual Volume 1

Design Piped Canal

Case-I: Pipe flowing full
1
Input data
Notation
1.01
Design Discharge
Q
1.02
Dia of Pipe

1.03
Velocity of Canal
Vc
1.04
Start Point
Ch
1.05
End Point
Ch
1.06
Length of Pipe
L
1.07
bends at 45o
n
1.08
Pipe type HDPE
1.09
Reduced Level at Start Point
RL u/s
1.10
Reduced Level at End Point
RL d/s
hav
1.11
Available head loss
2 Calculation:
2.01 Pipes are designed velocity range
2.02
2.03
2.04

Sectional Area of Pipe

Velocity in the Pipe

Formula
Water Balance Chart
Assumed

Range

1 to 3

A
V

PI()*(140/1000)^2/4)
Q/A
Check velocity range

hf

[3.35x106 Q/(C x d2.63)]1.852

3 Head Loss Calculation

3.01

Frictional Head Loss

where
c=Hazen Williams roughness coefficient, (dimensionless) Typical value for polyethylene pipe=149
d= Pipe inside diameter, mm
Hf
3.03
Total Frictional Head Loss
hf xL
He
3.04
Entry and exit losses
1.5 (Vp2 -Vc2)
Kb
3.05
Bend Co-efficient
Kb Vp2/2g
3.06
Losses in bends
Hb

3.02

3.07
3.08
3.09

Total loss for 5 bend loss

Total head loss
Head availability check

Hb
HL

Hb Xn
Hf +He+Hb
if hav>HL

Note:From HDP pipe friction chart (Figure 10.15) from chapter 10.3 Rigid Boundary Canals D2 Field, Design Manual Volume 1

Design Piped Canal

Case-I: Pipe flowing full
1
Input data
Notation
1.01
Design Discharge
Q
1.02
Dia of Pipe

1.03
Velocity of Canal
Vc
1.04
Start Point
Ch
1.05
End Point
Ch
1.06
Length of Pipe
L
1.07
bends at 45o
n
1.08
Pipe type HDPE
1.09
Reduced Level at Start Point
RL u/s
1.10
Reduced Level at End Point
RL d/s
hav
1.11
Available head loss
2 Calculation:
2.01 Pipes are designed velocity range
2.02
2.03
2.04

Sectional Area of Pipe

Velocity in the Pipe

Formula
Water Balance Chart
Assumed

Range

1 to 3

A
V

PI()*(140/1000)^2/4)
Q/A
Check velocity range

hf

[3.35x106 Q/(C x d2.63)]1.852

3 Head Loss Calculation

3.01

Frictional Head Loss

where
c=Hazen Williams roughness coefficient, (dimensionless) Typical value for polyethylene pipe=149
d= Pipe inside diameter, mm
Hf
3.03
Total Frictional Head Loss
hf xL
H
3.04
Entry and exit losses
1.5 (Vp2 -Vc2)
e
Kb
3.05
Bend Co-efficient
Kb Vp2/2g
3.06
Losses in bends
Hb

3.02

3.07
3.08
3.09

Total loss for 5 bend loss

Total head loss
Head availability check

Hb
HL

Hb Xn
Hf +He+Hb
if hav>HL

Note:From HDP pipe friction chart (Figure 10.15) from chapter 10.3 Rigid Boundary Canals D2 Field, Design Manual Volume 1

Section
Calculation Unit
12 lps
90 mm
1 m/s
0+150 m
0+240 m
90 m
5

1
Remarks
CWR

1645 m
1641 m
4m

Google map
Google map

0.00600 sqm
2.00 m/s
O.K

3.46 m/100m

HazenWilliams
equation.

3.114 m
0.23 m
0.1
0.02 m
0.1 m
3.44 m
O.K.

nals D2 Field, Design Manual Volume 1

Section
Calculation Unit
12 lps
90 mm
1 m/s
0+360 m
0+411 m
51 m
16
1631 m
1622 m
9m

0.00600 sqm
2.00 m/s
O.K

2
Remarks
CWR

Start Point
Outlet

Google map
Google map

3.46 m/100m

HazenWilliams
equation.

1.7646 m
0.23 m
0.1
0.02 m
0.32 m
2.31 m
O.K.

nals D2 Field, Design Manual Volume 1

Section
Calculation Unit
12 lps
90 mm
1 m/s
0+742 m
0+772 m
30 m
20
1530 m
1525 m
5m

3
Remarks
CWR

Sec.Inlet
Sec.Inlet

Goole map
Goole map

0.00600 sqm
2.00 m/s
O.K

3.46 m/100m

1.038 m
0.23 m
0.1
0.02 m
0.4 m
1.67 m
O.K.

nals D2 Field, Design Manual Volume 1

HazenWilliams
equation.

Section
Calculation Unit
21.1 lps
140 mm
1 m/s
0+407 m
0+682 m
275 m
5

4
Remarks
CWR

Sec.Inlet
outlet

1461 m
1429 m
32 m

Goole map
Goole map

0.01500 sqm
1.41 m/s
O.K

1.15 m/100m

HazenWilliams
equation.

3.1625 m
0.08 m
0.1
0.01 m
0.05 m
3.29 m
O.K.

nals D2 Field, Design Manual Volume 1

Section
Calculation Unit
21.1 lps
140 mm
1 m/s
0+682 m
0+732 m
50 m
5
1429 m
1426 m
3m

0.01500 sqm
1.41 m/s

5
Remarks
CWR

outlet
outlet

Goole map
Goole map

O.K

1.15 m/100m

HazenWilliams
equation.

0.575 m
0.08 m
0.1
0.01 m
0.05 m
0.71 m
O.K.

nals D2 Field, Design Manual Volume 1

Section
Calculation Unit
21.1 lps
140 mm
1 m/s
0+732 m
1+212 m
480 m
5
1426 m
1420 m
6m

6
Remarks
CWR

outlet
outlet

Goole map
Goole map

0.01500 sqm
1.41 m/s
O.K

1.15 m/100m

5.52 m
0.08 m
0.1
0.01 m
0.05 m
5.65 m
O.K.

nals D2 Field, Design Manual Volume 1

HazenWilliams
equation.

Section
Calculation Unit
21.1 lps
140 mm
1 m/s
1+212 m
1+366 m
154 m
5
1420 m
1412 m
8m

7
Remarks
CWR

outlet
outlet

Goole map
Goole map

0.01500 sqm
1.41 m/s
O.K

1.15 m/100m

1.771 m
0.08 m
0.1
0.01 m
0.05 m
1.90 m
O.K.

nals D2 Field, Design Manual Volume 1

HazenWilliams
equation.

S/N

Table 1 :Design table for Concrete Lining

Canal Section Design

Notation
q
q
B
mH:1V

Unit
lps
m3
m

Calculation Process
Base on CWR
Base on CWR
Proposed
Proposed
m/m
Assumed
Standard
Standard
m
Assumed

1
2
3
4
5
6
7

Estimated Discharge
Proposed Bed width
Canal Side Slope
Canal Longitudional slope
B/D Ratio
Manning's roughness co-efficient
Minimum Free Board

1
2
3

Calculation
Proposed water depth
Bed width
Required X-Area

D
B
A

m
m
m2

4
5

Wetted perimeter
Hydraulic Radius

P
R

m
m

6
7

Velocity
Designed Discharge
Does the Design Discharge Passed
Canal Height
Adopted Canal Height
Froud Number
Characteristics of Flow
The final Section of the canal is 0.3mx0.3m

V
Q

m/s
m3

H
H
Fr

8
9
10

S/N

Table 2 :Design table for Earthen Canal

Canal Section Design

B:D
n
Fb

(B +m D)x D
(B +2x(1+m2)0.5xD)
A/P
1/n x R2/3 S0.5
VxA
Check: Q>=q
Fb+D
V2/gD

Sub-Critical Flow

Notation
q
q
B
mH:1V

Unit
lps
m3
m

Calculation Process
Base on CWR
Base on CWR
Proposed
Proposed
m/m
Assumed
Standard
Standard
m
Assumed

1
2
3
4
5
6
7

Estimated Discharge
Proposed Bed width
Canal Side Slope
Canal Longitudional slope
B/D Ratio
Manning's roughness co-efficient
Minimum Free Board

1
2
3

Calculation
Proposed water depth
Bed width
Required X-Area

D
B
A

m
m
m2

4
5

Wetted perimeter
Hydraulic Radius

P
R

m
m

6
7

Velocity
Designed Discharge
Does the Design Discharge Passed
Canal Height
Adopted Canal Height

V
Q

m/s
m3

H
H

Assume for trail

Proposed

B:D
n
Fb

Assume for trail

Proposed

(B +m D)x D
(B +2x(1+m2)0.5xD)
A/P
1/n x R2/3 S0.5
VxA
Check: Q>=q
Fb+D

9
10

Froud Number
Characteristics of Flow
The final Section of the canal is 0.3mx0.3m

Fr

V2/gD

Sub-Critical Flow

Calculation
24.6
0.0246
0.3
0.0:1
0.01
2
0.016
0.1

0.090
0.300
0.027
0.480
0.056
0.918
0.025
YES
0.190
0.300
0.0077
Sub-Critical Flow

Calculation
24.6
0.0246
0.3
1.0:1
0.01
2
0.025
0.1

0.116
0.300
0.048
0.629
0.077
0.724
0.035
YES
0.216
0.300

0.0062
Sub-Critical Flow