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Eng. H.A.Jayantha de Silva Di's Office Anuradhapura

This document summarizes the design of a canal including calculations to determine key parameters like discharge rate, cross-sectional area, hydraulic radius, mean velocity, critical velocity ratio, and dimensions for width, depth, and no-flow boundary. It provides the input data of length, bed levels, side slopes, roughness coefficient, bed slope, and design discharge. Calculations are shown to select values for depth and width within specified limits that satisfy the Manning equation and maximum permissible velocity criteria.

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Anuradha Gunawardhana
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159 views3 pages

Eng. H.A.Jayantha de Silva Di's Office Anuradhapura

This document summarizes the design of a canal including calculations to determine key parameters like discharge rate, cross-sectional area, hydraulic radius, mean velocity, critical velocity ratio, and dimensions for width, depth, and no-flow boundary. It provides the input data of length, bed levels, side slopes, roughness coefficient, bed slope, and design discharge. Calculations are shown to select values for depth and width within specified limits that satisfy the Manning equation and maximum permissible velocity criteria.

Uploaded by

Anuradha Gunawardhana
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as XLS, PDF, TXT or read online on Scribd
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CANAL DESIGN:

DATA: CANAL LENGTH : m


CANAL BED LEVEL AT START : m
CANAL BED LEVEL AT END : m
SIDE SLOPE (Z)= 0
RUGOSITY COFFICIENT (N)= 0.015
BED SLOPE (S)= 0.0004
DISCHARGE FOR FEEDER CANAL (Q)= 0.085 m3/s
(Q= 3Cusecs)

b hz
FULL SUPPLY DEPTH (h)= 0.400 m
BED WIDTH (b)= 0.600 m

CALCULATIONS:

DISCHARGE Q= 0.085 m3/s


CROSSECTION AREA A= 0.24 m2

VETED PERIMETER P= 1.4000 m

HYDRAULIC RADIUS R= 0.1714 m


USING MANNING EQUATION V= 0.41 m/s
Q= 0.09875 m3/s
Q= 0.085 0.09875 m3/s
USING FOLLOWING LIMITS
Q(m3/s) b(m) h(m)
0-.014 0-0.76 0-0.37
select values for h And b Using above limits
Traial(1)
Select values for
b= 0.600
h= 0.400
Critical velosity ratio = CVR
Mean velocity =V
Critical velosity = Vc
Technical guide line page-106 Vc= 0.9994
Vc= 0.3047 m/s
CVR= 1.35
Maximum permissible velocity in Concrete canal
Q= Up to 0.71 m3/s
V= 0.82m/s
Our Case Q= 0.085 m3/s
V= 0.41 m/s
Maximum velocity check is satisfied(V<0.82m/s)
RESULTS:
Q(m3/s) b(m) h(m) V(m/s) CVR NFB(m)
0.085 0.600 0.400 0.41 1.35 0.15

Eng. H.A.Jayantha de silva


Di's office
Anuradhapura
CANAL DESIGN:

DATA: CANAL LENGTH : m


CANAL BED LEVEL AT START : m
CANAL BED LEVEL AT END : m
SIDE SLOPE (Z)= 0
RUGOSITY COFFICIENT (N)= 0.015
BED SLOPE (S)= 0.0004
DISCHARGE FOR FEEDER CANAL (Q)= 0.085 m3/s
(Q= 3Cusecs)

b hz
FULL SUPPLY DEPTH (h)= 0.400 m
BED WIDTH (b)= 0.600 m

CALCULATIONS:

DISCHARGE Q= 0.085 m3/s


CROSSECTION AREA A= 0.24 m2

VETED PERIMETER P= 1.4000 m

HYDRAULIC RADIUS R= 0.1714 m


USING MANNING EQUATION V= 0.41 m/s
Q= 0.09875 m3/s
Q= 0.085 0.09875 m3/s
USING FOLLOWING LIMITS
Q(m3/s) b(m) h(m)
0-.014 0-0.76 0-0.37
select values for h And b Using above limits
Traial(1)
Select values for
b= 0.600
h= 0.400
Critical velosity ratio = CVR
Mean velocity =V
Critical velosity = Vc
Technical guide line page-106 Vc= 0.9994
Vc= 0.3047 m/s
CVR= 1.35
Maximum permissible velocity in Concrete canal
Q= Up to 0.71 m3/s
V= 0.82m/s
Our Case Q= 0.085 m3/s
V= 0.41 m/s
Maximum velocity check is satisfied(V<0.82m/s)
RESULTS:
Q(m3/s) b(m) h(m) V(m/s) CVR NFB(m)
0.085 0.600 0.400 0.41 1.35 0.15

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