Arjo-Dedessa Irrigation Project Summary

THE FEDERAL DEMOCRATIC REPORUC OF ETHIOPIA
MINISTRY OF WATER RESOURCES
Arjo-Dedessa Irrigation Project
Feasibility Study Report
VOLUME - 111
Water Resources
VOLUME - III (d)
Annexure - 11          Hydraulic Design Canal Structures
Part I - Design Report
May. 2007
Addis Ababa
WATER WORKS DESIGN & SUPERVISION ENTERPRISE
IM ASSOCIATION WITH
IMTEH CONTINENTAL CONSULTANTS AND TECHNOCRATS INDIA PVT LTD
p O Hux 2561. Addii AImKi ErhBcpia
Tel 135hI 614AtH<iI K'*i hi\ 112 5111 6J s i 71 l-.-ntul w w d % ed ickcom iui ct/ -
ARJO-DEDESSA IRRIGATION PROJECT FgASlBtLITV STUDY REPORT CONTENTS OF THE REPORT
SERIAL NO.
1
2
3
VOL UME NO.
PARTICULARS EXECUTIVE SUMMARY MAIN REPORT
Pari I - Report
Pan JI - Maps 4 Draw^gs
ANNEXURES
VOLUME - I
SURVEY AND INVETIGATION [ANNEXURES 1 1o
4
Volume -1 (a}
Topographic Survey Geomcxphalogicai Studies 1
Gecog cat & Geotechnical tnvealiganon
Part i - Report
5
Volume -1 i.b i
Pan ll - Apoendic.es
6
VOLUME -II
NATURAL  RESOURCES  (ANNEXURES  -  4  tn  6)
Forestry. Energy 4 Catchment Deuelcc<ment Ptar
VOLUME III
WATER RESOURCES (ANNEXURES - 7 to 11)
7
Volume ■ ill (a|
Meteorological  4  Hydrclcgcai  4  Hydogecbogic-at  Slud  es 
Dan? 4 Appurtenant Works
6
Volume - III (b|
Pad I - Report
5
10
Part II - Drawngs
Vofume - III |c|
It! »ga&O<rt 4 Drainage
Pad I - Report
11
Pari It - D#a*ings
12
Volume - III (d)
Hydrauuc Structures
Part I ■ Report
13
Part n ■ Drawingrs
VOLUME IV
AGRICUTLRUE (ANNEXURES -12 la IS)
14
15
16
volume  IV  (al
Soil Survey 4 Land Evaluation
Volume ■ IV <b)
Agricultural Panning
Vctume * iv ic}
Livestock. Fisheries Agricultural Mechanization &
Agriculture  Marketing
1
VOLUME - V
ENVIRONMENTAL  AND  SOCIO  -  ECONOMIC  ASPECTS
)ANNEXURES -15 to 25)
17
Volume - w (a)
EnwonmeiM Health 4 Soc o-econemm A»oec1$
’8                Volume - w id[
OfijanizatJQrt 4 Management Physical WwiructiKeAnnexure -11
HYDRAULIC DESIGN OF CANAL STRUCTURESSECTION -1
PROPOSED CANAL STRUCTURESArjo-Dedessa Irrigation Project.
Hydraulic Design of Canal Structure
May 2007
TABLE OF CONTENTS
I AB LE OF CON'T F-N T-S ..r-,-,--- —_______________________s-ijiji_ii.nuiJ.iBi«i«i»iTifirn-ir“ ——
LI ST F TAB LES..................................................................................... ........................................ ............................... ...... ................. .................... -■■■•.. .......... .... .................................. ....................-....................... ........“....... .... i I
LIST OFANHEXl/RE
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1 1         General
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12
13
PREVIOUS STUDIES ...................................... the project proposals
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HYDRAULIC DESIGN OF CANAL SECTION
■>
2 1         General
3        HYDRA tniC DESIGN OFC ANAL STRUCTURES
3 1         General
32          Canal Structures for Primary Canals . 3 3         Survey ano Geotechnx:al imvestigatiow. 3.4         Control structures
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DESIGN
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4.1         General
4 2         CANAL STRUCTURES
4 3 Drop oh fall structure s. ..
4 4 Fall on te rtiary canals .
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_____________ _ ___________________ _______________ ^______________________________________ I
Water Works Design & Supervision Enterprise
In AssocliLion with IntercLtntinflnCai Consul truils and Tflchnwrats Fvl Lid.Arjo Dtdessa Irrigation Project
Hydraulic Design of Canal Structure
May W
LIST OF TABLES
Table 1.1
& command area of canal system _. — i-ii[-!iiiini»iiuiui ——iri'riiini .ini.u......
........ 2
Table2.1 Dutv interms Of liir^sec'hafw ehffehent componentof Canal ilTnaiiiui-..«..-................................................... ■ ->■■■■■ nt sts-s.............._..„4I
1 .A31, e 3 1 Total Number Of Canal S i^UC^ljRES..
...    ............. ■>■       ... — 
--
1 ABLE 4.1       IENGTH, COMMAND AREA. D.iSChaRGE AND NUMBER OF TERTIARY CANALS PROPOSED FOR SECOMDAitr
CANALS CP SAMPLE AREA..._............................................................................................ .............................................. .. ..................................................................................................... -.......................................... ...... $4
table 4 2 number of Tcrtiary Canal, Ti-eir length anO nlwh£R of Division box REQUIRED Table 4.a
55
LIST OF ANNEXURE
ANNEXURE 2-T
ANNEXURE 2-2
ANNEXURE 2-3
ANNEXURE 2-4
ANNEXURE 3-1
ANNEXURE 3-2
ANNEXURE 3-3
ANNEXURE 3-4
ANNEXURE 3-5A . ANNEXURE 3-50
ANNEXURE 3-6
ANNEXURE 3-7
ANNEXURE 3-8
ANNEXURE 3-9
ANNEXURE 3-10 A
ANNEXURE 3.10 B
ANNEXURE 3 10 C ANNEXURE 3-1 I A ANNEXURE 3-110
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.____________ ______________ ________________ ______________ir Waterworks Design & Supervision Enterprise
In Association with Iniercentintoul Consultants mid Technocrats Pvt Ltd.ArJoDedessa Irrigation Project
Hydraulic Design of Canal Structure
1. REPORT FOR HYDRAULIC STRUCTURES OF CANAL
1.1    General
May 2007
This  report  relates  to  the  Hydraulic  design  of  structures  for  Arjo-Dedessa  Irrigation  Projects  wrth the view to meet the requirements far the Feasibility Study.
1.2      Previous studies
In the past several studies  have been conducted for development of water resources  in Abay basin. First study  was  conducted in 1964 for ’Land and water resources  of Blue Nile Basin’4 by United States  Bureau of Reclamation (USBR) The Second study  was  under taken for ’Preliminary  water Resources  Development Master Plan for Ethiopia* by  Water and Power Consultancy  Service (India) (WAPCOS) in 1990 This  study  was  for the all three oasms  of country in which Abay basm also formed a part.
Third   study   was   under   taken   by   BCEOM   in   1999   “Abbay   River   Basm   integrated   Development Master Plan".
The proposed Arjo-Dedessa Irrigation Project localed on river Dedessa. which is  a major tributary of Abay  River, farmed part of all studies. However all these studies  were at reconnaissance level and as such no much details are available.
1.3      The Project Proposals
The project consisis of the following component:
i)  Dam
A  rock  fill  dam  of  40.6  m  height  al  selected  dam  site  on  Dedessa  River.  The  riverbed  elevation  al Dam  site  is  1320  m  It  is  proposed  to  keep  FRL  at  1356,00  m  elevalton,  to  store  water  for irrigation.  The  top  of  Dam  is  proposed  to  oe  kept  at  elevation  1360.6m.  The  minimum  draw  down level  for  irrigation  purpose  is  proposed  to  be  at  1350  0  m  elevation  The  minimum  draw  down  level has been fixed from the consideration of revels of command.
ii)  Spillway
It  is  proposed  to  provide  ogee  crest  wilh  chute  spillway  structure  in  saddle  no-1,  for  passing  routed Hood discharge The ground elevation at sadole no.1 is approximately 1350,00 m. The spillway
I
____________________________________________________________________________________
Water Works Design & Supervision Enterprise
In Association with Intercontinental Consultants and Technocrats Pvt Ltd.Arjo Dedessa Irrigation Project
Hydraulic Design of Canal Structure
May 2007
water is  proposed to be earned into Wama River by  designing lhe spill channel for a lengtn of aboul 500m The crest eleval.on is proposed in be kept at FRL i.e. 1356.0m. The maximum water elevation is proposed lobe kepi at 1353.60m.
iii)  Outlet for RB Primary Canal
It Is proposed to locate outlet for Right bank Primary canal at saddle no.2. TT» ground elevation el saddle no. 2 is approximately 1958 m.
Iv) Outlet for LB Primary Canal
The left hank primary canal cullet is proposed to be provided Dn left abutmEi:l af dam ilSelf The topography  of left bank  ic  such that downstream ground elevations  are higher than upstream ground tlavalicn. Therefore the canal cutler for left bank canal is proposed to be Iccatad st a point where ground elevation on centre l.ne of dam is  at about elevation of 1359 0 m. Therefore the location of outlet shall be about 10-15 m on right side from top end oi left abutment
v) Canal System
Two canals are proposed for irrigation on both flanks af dam. After the survey of command area, the FSL of canal af outlet from dam is fixed at EL 1348.0 m elevation According to the FSL of canal and available paitour map of command on 1:10,000 scale, ttte canal altgnnwrt of both lhe canals have been tenlalively finalized Alter Imalrzation of alignment ihe total length and proposed command area for irrigation is worked out, details of which are given m fable i 1
Table 1.1 Length & command area of canal system
Particulars of canal
Total             length
Gross          command    Culturable          command
proposed in km         area in ha                        area in ha
Right bank primary canal      44.166                       6827
6215
Left bank primary canal         60.18                        10998
7450
Total
102.98
17825
13665
Btolh |he primary canals are contour canals tor entire length.
For  distnbulion  of  wale-'  to  lields  of  cultivators  network  oi  distribution  system  is  planned  which consists of the following
Warn Warks Design & Supervision Enterprise
In As??oninCLon with Belen: oii tin tnLil ronsulij^ntji and Technocrats Pvt Lid_AtfirDedessi Irrigation Project
Hydraulic Design of Canal Structure
I) Secondary canals taking off from primary canals
Maj 2007
Trie secondary  canal ara expected to act as  dislributaries  But in lhi$ canal system, since lha command area is  very  small, the Primary  canals  are equivalent io distributaries. TrietefoM. the secondary canals are acting as minors.
ii) Tertiary canals taking off from secondary canals |minors)
These ara generally  equivalent to minors. But as  the Primary  Cfifials  are eqiiivaieni m distributaries  and secondary  canats  to mnor, tertiary  canals  are worieng as  watercourses  Their head works have been designed as outlet.
in) Quaternary canals taking off from Tertiary canals
These will works as field channels wllri the command areas of tertiary for dislnbijuon erf irrigation water.
3
Water Worts DesEgn & Supervision Enterprise
In Association urfli ]prercantlnfliit3J Consultants and Tichnwrats Pvt Lid.Arjo Bedes S3 Irrigation Project
Hydraulic Design of Canal Structure
2. HYDRAULIC DESIGN OF CANAL SECTION
2.1    General
May 2CD7
s
The estimation of canal capacity to meet water requirement for proposed cropping pattern is I he most Important input far Irrigation in project In the project far design of canal the cropping pattern is proposed in two phases. Phase I is proposed far 130% cropping intensity, whereas in phase II the cropping intensity  is  173%. For design of canal the requirement of water is  considered far phase II, which has maximum water requirement, The duty required per ha. of land for irrigai.on is evaluated and laken as per Sectoral Report ol irrigation Drainage. The duly adopted and flexibility factor considered m different canals far design of canal are as per fa Me No. 2.1.
Table 2.1 Duty in terms ol hlrej'sec/ha for different component of canal
Canal
Duty adopted
out flexibility
with factor
Flexibility in %
factor
Duty flexibility
with
factor
m
in liters/sec
liters/scc
1 Quaternary canal
0.847
25%
1.059
2. Tertiary canal
0.941
20
1.129
3 Secondary canal
1.0175
15%
1.170
4. Primary canal
1 10
10%
1 21
The above figures of duty include die Fosses also and the efficiency for the component has also been laken into consideration. For the design, discharge far the proposed irrgaled area is  first worked oul wild fluty  without flexibility  factor and then the discharge is  calculated with flexiti hfy factor for the canal for which design is  considered. Canal is  designed considering IrapezoKJal section with unlined earthen section.
Following factors are also taken into account for design of canal section
For determination of velocity in a canal. Manning's formula is conskdered.
Longitudinal slope shall oe considered in such a way that velocity m canal shall be non-scounng and non silting Velocity fa be non-silting and non scouring shall be decided from the ratio of —
4
Water Warks Design & Supervision Enterprise
tn Assnclaiinn with InterccndnenraJ Cunsultants and TechiiLKnt? Pvt Ltdlass®*
Arjo&edessa Irrigation Project
Hydraulic Design of Canal Structure
which shall be within the range of 0,90 to 1.10
Where, v = velocity calculated from formulae
vo - critical velocity calculated as
= 0.546 D'U
Where. D = Depth of water considered in canal for full supply discharge
May 2007
The discharge in canal is worked out as by multi plying area of canal upto FSL and velocity
calculated by Manning's formulae
On the basis  of above consideration, the canal discharge and canal seclion is  designed. The canal design discharges and design parameters for right and felt bank primary canals for different sections are enclosed as Annexure -1 and 2.
» Irrigation to cultivators is provided by distribution network.
For design of distribution network number of secondary canals are planned to take off from both, nght and left bank pnmary canals The number of secondary canals which are proposed fe take off from two canal systems are>
I
Canal Systems 1. Right bank can al 2, Left bank canal
No. of Secondary Canal
40
45
From lhe secondary canal tertiary canal snau lake oil. Further from tertiary canal quaternary canal shall be taking off For lhe purpose of feasibility sludy sample area ol two secondary canals namely RS-16 and RS-17 of right bank canal are selected tor detail planning.
The secondary and tertiary canals are also designed as per lhe criteria gwen above. The design discharge and design paramefer for different sections ot secondary canal RS-16 and RS-17 i#tng olt 1rom right bank primary canal at km 21.32? and 21.768 arg enclosed as Annexufe 3 and -I
5
Water Works Design Supervision Enterprise
In AssDtlMlfln with InttrttiniLn«riial cunsulunls and Ttchnoeraut LuiAr)Q-B«des5a Irrigation Project
Hydraulic Design of Canal Structure
Hydraulic Particulars for Right Primary Canal Rogosity coefficient (Manning's n = 0.022ft Carral side slope (1 5;1 for cut 8 2:1 For fill)
May 2007
ANNEXURE 2-1
Sin?
Cumulative
□•stance tn km
Main canal discharge of 1he
Bnd width frn)
Bed
level
<pn)
F S DRniVcfcoly (miq
Cjnifcl bed Criheel
slope           verify
H05 4 s-w“ I
M
RS-1
loo
7.521
6.25
1.4
0 643        0.0002         0 6772
0.556              TL+fro
6.25
RS-2 1 632
R5-3   Z951 RS-4    4 14?
RS 5 4 837
7.3«
5.25
1 39          0 639        0.0002        Solbjt T38          0.637        0.0002          0674
pWo           Ffrie
:.-aai*d (nU
1 <.0      3 73
0 946  • 7i.l
0.949 b 70
7 298                    6.25
I7 22B                   6.25
? 127
5 25
H!5U    5,750                7 087                     6 25
1.36            '635        0D0O2         0.671                   0 946 070
■ 37         0 633        0(XX)2         0.671                  0 948  fl 70 1 30           £632        00002          0 669                  0 551 Kfo-
1.36          0630         0.0002          ” 665
i3 952 0,70
RS-.-    .6123
7.030
6 25
R?.ft 1.0.1*
6.973
6.25
RS-9    1097                 6925                     625
1 35 0 629 0 0002 662 0.951 0.70
1.34 jo.627 0 0002 0 562 0.952 0.70
1 34 0.624 •0.0002 U 656 094A 1 fO
R$-liti
RS-T2
RS-10 i12.3fl2 6.W 6 25 132 .H0 625 0.0002 0 658
RS l UiJlS.OlO 6.658 6 1 33 0.62 £.0002 0.6553
15 010
1fi HQ’I
6.576 4,...?
pr-i-r 6 315
6
rcu
0.958 OS
0 950 1 0.70
1.53          0 62*        0 0002        [D.6SS3               0 952      0.70
RS-13  J 7.188
E
■■'■   I1.31 1.30
RS-14 r KS.15
RMk RS-1? RS-13
.17.756             .5 207
[0.617 JoTiio ' 0.61 0604
.00002
0 0002
|o.B49O
£8458               ■J 145
O 70
3 70
,13 38*
5.9E1
8
6
0.0002
0.0002
0 954      0 ?0
^1.32 7              5.523
0 954
pjfla SxffiL
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t*.7B
5.5
5
5
0 6395
0 6330
'osasfl
joatew
RS’IS
RS-20
B3.W
24 842
26 347 S if-i
4.524
4 249
1 28
1 26
1.25
124
1 21
1.18
l 16
0 596
0.584
Cl 578
■J 569
0.5852
0.0002
0.0002
lb 60022
0 946
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i 1 'j-l
6 70
Q 70 0 60
rt E2I -.
5 4.5
■ J J «                1 1 Ml.
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0 937      D.6D
Jttl
R5 22
RS.21
WS-34
RS-25 RS-20
4 043                    ■1.5
1 13          0 576        0 00022       X>580*
6l:d 29 761 30.285 31.332
j pvj
3?7
4.u
40
1503 4.0
3.644 4.(?
j
b.S2
IB
RS-?? RS-20"
.
1*5-30 RS-31 1 RS-32
[0603
0.565
0.595
0 593
0 594
31.838             3.234
;3_5
Jiao
a.'ias                 h
33 01-3              2.9B
3.5
MJia
2.33                 2 a
35218               2.044                   3.5
'J 
0 976
1 021 0.968
_!tMsl
1 028
»■UmJ fi ''.1 1 013 ‘ 1 (XJ8 ’ 1 015 J ■JCJ76
RS 3.! RS-aFj RS-35 '
Ksa
jijM
Si
1.13 ill
1 10
109
M9
1 38
1 :iy 1 04
03 3.96
1 1J.97
40.4/3
07.418
38.53? ~T
1 £49 [1-51 mi
0 561
0.578
0.568
0.543
£525
0 508
2
00002$ 000025
0.00025
0 00025
0.00025
0 00025
0 00025
OM025
■0 00025
0CO025
000025
0.96         [0 501
V CH2 0.50 060 060
0 60
0 60
0 60
0 60
0 60
0 6fl b.6O 0.50 _ U MJ 
2                       i L- ■
p.49
RS :!ti
39.556
0 38          0 481
■rs-sT]<0 207
1.199
0.994“
2.
IW           Ims
0 00025
JO 00025
0 00025
£5904 "tob?
J 5-301 0 57 70 0 5770
fa.5736 0 55«Zj
£5564
0.5390 0.5355 ,0 5319 0 5140 0 5031
14
15                 0 79
0 466
RS-38
RS-39
<2 38fl
13 109
:285
0 974
0.949
0 942 '
0 953
0 956’
0 581 '
i'i Gao
0.755
0.624
6.553
1.3
0.72
0 50
0 50
0 50
0.50
0 5-3
JRS-4Q J 44 166
1                        j 72
1
p.sa
0 *33 0 0CC28S
*1fi        00002B5
.0.407       0030265
j.i 4994 |
~0 4695
[Q44Z5
J0J425
D *2U6
0 975      0 50 0 945      0 50
n cn
Water Works Design & Su penis! on Eli Lerprisc "         — In AssucLaUo wiihintencondEieDUi toosultaoia 3(11 TEcnnocratsPvt. Ltd.
ftArjo Dedessa Irrigation Project
Hydraulic Design or Cana! Structure
ANNEXURE 2-2
Hydraulic Particulars for Left Primary Canal
Rogosily coefficient (Manning's n = 0.0225)
Cans! 5 ce sope 11.5.1 for cul A 2:1 for fill)
si.oa 'CurnulsliM Mam cartai Bed Bed F 5 D y a tod Canal bed Cniicul
Maj 2W7
Ptjnmfrl®ir Reach
t Ckilance prprjro$5iii(i
width
[m)
♦e-voi
(mJ
y (mi's    s-'ope
tatoclty V3 *
0.546D**-
(*rt)
tn kn»
diithjroc
lenglh i
(ffl)
m/s
0 0 00 9015 i? s
LS-1 U 157 8.968 f? 5
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LS-3 3 749 j&8&G 7 5
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is
in
Waterworks Design & Supervision Enterprise
in Association wiili Itiiertori Linentai Consultants and Technocrats Prt. Ltd.
EjE l>§
*
1 LrtArjo-Dcdessa Irrigation Project
Hydraulic Design ot Canal Structure
Hydraulic Particulars for Secondary Canai-RS-16,
Rogosity coefficient (Manning's n = 0 0225)
Canal side slope (1.5:1 lor cut & 2; 1 for fill)
Maj MI7
ANNEXURE 2-3
i51
,n
2
CumuLg
Secondary          Bed
Bud        F.SD      VfliKHy       CamjJ         Cnllcal                          Wottfld
Ih*              canijj
wdlh
Oistarc 
b in m
pdXjrfiSJ’rfJ (m)
discharge
level
fm}
M (V-mfc) bed
Elope
vtkwrty
0 546D
=m?s
VAf, penrnel
•r
’tach
tengtfi
<rn)
DiscHar
I
2
G.00                0.48            • 300                 0.44
061        0417              0.00033     0.41                T007           3.20
0.00
DM        0403           0.60033     0.385              1 (J46         309
. 3.
4
5
r W                    0.395          1
0.3H           oa
i 05 2 98
1 02 2 76
300
JOO
300
1200
0 263          0.6
0 55       0 391          3.00033     0 37
O.S5      0.379          0 00033     0.37
e.55       0.364          0.00033     0 37
0 90           2.58
300
6 1500
7 1800
a ?i00
0.221
o.s
0.51       D.342         OOM 13    0 355
300      —
016
0.50
300
-------- —
0.11
D.5
0 44 : 315 0.00033 0 323
Q 35 0 307 0.0004 0.279
09$4          2 34
5 tV5 2 09
1.1 1 76
9
ID
0.096
20 3 3
------------ -
3W
______
__ L__
ANNEXURE 2-4
Hydraulic Particulars for Secondary Can a I-RS-17. Rogosily coefficient {Manning's n = 0 0225)
Canal side slope (15 1  tor cut & 2;1
for fill)
SI.
no
Cumuli M Disfanc i in k-n’i
Secondary canal jrognjssive discharge
9«d Afldt h
Bed in-e
11 Im)
F.so
(m)
Velocity
iV^m/s)
Canal
b*d Uapfl
Critical veiocdy (V ) =
a
0 546Dt,w = m.'s
V'Vft
W«1W pertmet or
Reach
i^nglh
DrSClW 9*
—              ------------- a
13
14
15
16
17
18
0.00 3M
0«    [ tw                0.67       0.433            0.00033 0M2      1 M                 0.66       0.429            0 00033
0423               1.025          3416         D DO   ----------—
WO
0.531     1 IXI
0419              1.025         3 380         300
0 64       0 429            000033        &410              1 04 i.        3 30R      30C‘
"------
900
0 497     tvo                  0 62       0 419            000003        0.402             1.042         3.235      300
----------------- -
1200
1500
0461 0 4?
w
,i_oo
1 fin ■—
OW          0 406            0 fiW33
IJ;O ’
ft -SOft       I ft JMVv'fit
' 19        1800
(i 365      oao
0.57       0 367
0 0M33
0394
0.381
0 381
t 036
1 045
1 018
lie
3 1155
2.655
20       2100                  0.316    0.8D 2400                  0.251     0.60
3M
300
300
0 53 0 371
0 52 0 353
■3 00033 0 361 1 025 2.711
0 00033 O.SM 0 903 2 475
3M
22
23
24 . 25
26
2700                    0 !«        0.50
3OM
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015    05(1                0.43       0.31              0.00033       0.318             0 974          2&50
.-win 300
0.114    0 50
0 36       0.31           I 0.0004         D.2A4             1.09            i.ras 33.71
M0
—
1
.
3
V
26
4
_________
--------—
------------- r
8
Water Works Design & Supervision Enterprise
In Assncnilfla with Intercontinental Consultants ant] Teoluiocrats Prt. Ltd.Arjo Odessa Irrigation Project
Hydraulic Design of Canal Structure
3. HYDRAULIC DESIGN OF CANAL STRUCTURES
3.1     General
May 2007
The p rimary canal?, i &fi a nd right bank Pnmary canals, of Arjo^Deuesss project a  e a Hgned a s 
r
□cmtour  canals topught  liieir  entire  tengto.  Canals being contour  canals  have  to cross  number ol drainage  and  streams,  lair  w-htoh  cross  drainage  works  are  to  be  designed  Jtesidas  these structures  tor  existing  road,  access  roads  crossing  th?  canal,  read  Bridges  are  essential.  For regular ng discharges to off taking from parent canal and tor control of regulation, regulators and cross  regulators  are  essential,  to  be  provided  In  Arjo-Dedassa,  no  drop  structure  m  primary canals are proposed, due to topography o' area and canais being contour carols
3.2     Canal Structures for Primary Canals
For toe primary canals main structures which are designed are
1 Control structures
i) Head regulator
iij Cross regulator
iii) Escape regulator
2 Cross Drainage works
j1 AguaducL
ii) Syphon aqueduct
ni) Canal Syphon
iv)  Aqueduct wnh normal canal mol ion
v)  Super passage
3. Bridges
i) Road Bridges
.I,. Foot Bridges tor cattle crossing
3.3 Survey and Geotechnical In vest i gal ion
For design of any  type of canal structure the detail survey  and geological Investigation al every proposed site of structure; tor which design is to be done, is required, rhe survey should provide toe detail brock levels of area near structure, where as geological investigation. which ar? required consists ot e.ther drill holes tor major structure Of Irial pits for smaller structure.
9
Water Works Design & Supervision Enterprise
tn Ajsocl HJUfl wilb !b IrrcDutln En t;iJ CansultaQls arid Tec 11 Him: rats Pvt LtdArJ o Dedessa Irrigation Project
Hydraulic Design of Canal Structure
May 2007
9
For cross  drainage works  tfeiail data for computation of flood loyal, peak  flood discharge are required. Durtrig lhe feasibility sludy of the project, no detail survey or geological investigation has been earned out. Therefore design and drawing of one structure of each type has been prepared based on available records and assumption made on the basis of available information. Therefore the drawings and designs are tentative
Delairs,  which are considered for design and drawings of each Lype o1 structures are discussed betow In short
3.4   Control structures
For providing control for required regulated discharge from orimary canal to the secondary canal, from secondary canal to tertiary canal and so on, regulator are essential for each off Laking canal However regulator are combined with cross  regulators  are also proposed al places  where tne discharge of secondary  canal is  large and when discharges  of primary  canal in upstream and downstream has  a difference up !o 5%. The cross  regulators  shall help m maintaining the waler level m upstream even when lhe.pe is low discharge m parent canal. In ihe Arjo-Dedessa proiecl, it
■s planned to have 40 secondary canals taking of from Rigid bank canal for which 3? regulators and 3 cross regulators combined wilh regulators are proposed For the left bank primary canal it is proposed fp have 45 secondary canals. For left bank canal il is propose to provide 38 regulators and 7 cross regulators with regulators for secondary canals
The lists  of cross  regulators  proposed for right bank  canal and for left bank  are enclosed as annexure 5A, SB. The list of regulators is enclosed as annexure 6A and 6B for right bank canal left bank canal respectively.
* Hydraulic design of regulator and cross regulator shall consist of'
1 Frxauon of full supply elevation of off taking canal:- For this driving head of 0.1 to 0.15 shall be considered,  and accordingly,  me F S.L of off taking canal shall bo fixed by keeping difference equal  to  driving  head  between  FSL  of  parent  canal  and  off  laking  canal  In  case  of  cross regulator  difference  between  upsiream  and  downstream  FSL  of  canal  shall  be  kepi  equal  so driving head.
1"
Water Works Design & Supervision Enterprise
In Association with buerconilncntal Consultants and Technocrats Pvt. Ltd.——_
Arjn Dedessa irrigation Project
Hydraulic Design of Canal Structure
___
May zoot
——               - - —
2.   Fixation  of  waler  way  for  regulator  of  off  taking  canal  anti  for  parent  canal  in  case  or  cxoss regulator
3.    Fixation of sill level and widlh of sill.
For fixation sill level lhe depth of water over sill up 10 upstream FSL -s found out from 1 he following formulas fox free flow orifice or for submerged onfice. as 1ha case may be.
The leaner length of crest tn normally kept equal to bed width of down stream
canal
4.   Energy dissrpalmn arrangement
For the regulator or cross regulator - Down stream floor is designed for energy dissipation. In case the regulator or cross regulator is not combined with fall stilting basin with water cushion is  proposed In this  case, cisiern floor is  depressed below the down stream canal bed elevation.
In case the regulator or cross regulator if combineo with fall, stilling basins with hydraulic jump wi1h horizontal apron shall be considered. Design for energy  dissipation which shair include taogth of cistern, depth of floor and basin appurtenant shall be evaluated with Lhe help of IS codes and standard design Books.
5.   Ftoor thickness
Thickness of downstream floor snarl be worked out for upl.ft pressure Uplift pressure shall be calculated from ihe maximum creep length of seepage and creep length up to the pom I of floor under consideration The maximum uplift pressure on down stream shall be exerted when canal on upstream is  at FSL and downstream canai is  dry. The head of waler snail be calculated from water elevation of canal m upstream to me baiiom elevation of floor.
3,4    Escape Regulator
Escape is a safety structure io pass the excess water from canal 1o adjoining drams and there by avo.dcng' the breaching of canal down stream el structure or tor repair of canal in case breach has occuned. The increase of discharge in canal may be due to sudden closure of out i&ls.
If
Waterworks Design & Supervision Enterprise
tn Association with Infertourintnul Consultants and Technocrats Pvt, Ltd.ArjoDedessa Irrlgatitm Project
Hydraulic Design of Cana] Structure
May 2007
The escape has to have necessarily crass regulator and regulator head for escape for discharging excess  waler Therefore design of escape is  similar to regulator and cross  regulator structure. The difference being that for the escape a fall is generally required to be provided 1o negotiate the drop due difference between lhe elevation of bad of canal and bed of stream. The fail shall be designed either as  a vertical fall, chute fall or ogee fall deepening on lhe height of fait and discharging capacity of escape.
The  design  shall  oe  based  on  formula's and procedure  as laid down  in  standard  IS  codes  and books.
In addition (here shall be escape channel in down stream of fail of escape which shall carry spilled discharge of canal safety to stream. The escape channel shall be designed as per channel design
with trape;oidal section One escape for each primary canal has Deen provided for leasihrlny 
study. The escape has been proposed in the head reach of primary canal
The escape location and delaiis are listed along with list of structures for cross regulator.
Cross Drainage Works
In lhe projed both toe primary canals right and left are contour canals The canal alignment has tentatively  been finalized on lhe basic  of contour map on 1. 10.000 scale. From study  at canal alignment, canal has  to cross  many streams and nver like WAMA The right bank  canal crosses several streams, and Major Rivers like WAMA
The nght bank canal has to cross 27 streams with catchment area ranging from 0 8 sq km to 33 sq km. Besides these streams right bank canal crosses a ma|or over Wama having catchmeni area Of approximately 3&42.sq krn. Thus there are 28 C.D. works for right bank primary canal
The left bank primary canal has to cross $7 streams or river having minimum catchmeni area of
0.45 $q km to maximum of 300 sq km.
The list of streams on which cross drainage works are to be constructed is enclosed as annexure 7A and 70 lor right and left bank primary canal respectively
There are many type of structures which are considered for cross drainage works
------ ---------- -------------------- --------------- ----------- ----------------- - -------------------------------------------- --- 12 Waler Works Design & Supervision Enterprise
in Association wLth LniorcondJitPial Consultants and Technocrats Pvt LitArjd Dtdtssa trnfadon Project
Hydraulic Design of Canal Structure
May 2007
Selection of lype of structure depends largely on the discharge of canal flood discharge of stream, highest flood elevabon, lawesi bed eJevafion of stream or river and canal bed elevation
The lype of structures are
i) Canal is taken over the stream or river
A)  Aqueduct
H) Srphon aqueduct
C) Aqueduct with canal m normal section
if) Drainage discharge is passed over canals
A} Super passage
B)  Canal siphon
3.5     Data requirement
When the canal is aligned as a contour canal, for disposal of natural drainage discharge across canal, construction of cross  drainage structures  are necessary. Cross  drainage works  are thus unavoidable on any contour canal system
3.6      Data required for design
For design of any type of cross drainage works tollowing data is taken mto account.
(A) For Canal
i)   Full supply discharge
ii)  Bed width and bed elevation of canal
In) Full supply depth and elevalion
iv) Water surface slope
v)  Top elevation of bank
v Q Cross section of canal showing Nalural surface elevation etc
vii) Nature of earth material and value of coefficient of rugocity (n), adopted.
13
Water Warks Design & Supervision Enterprise
lu Association with interamtkienlaJ Coitsultanis and Technocrats Pvt LtdArjo Dtdessa Irrigation. Project
Hydraulic Design trf Canal Structure
(B) For Stream /Drain/ River
i)    Maximum observed flood discharge and flood elevation at the canal crossing Site
ii)   Peak flood value for 25-year return period for CD. works other than Box aqueducl is considered. For larger catchment area more than 50 km11 peak flood value for 50 years or 100 year return period is considered For aqueduct
May 2007
on major river o< streams peak flood value (or 100-year return period shad be
taken into account
m) Waler surface slope for observed or evaluated highest flood condition
iv) Longitudinal section of stream or drain to a suitable distance upstream and
dawnslream of canal crossing.
v)  For calculating maximum flood elevation for peak discharge value, in case it is 
more 1han observed maximum flood value, then cross section of stream or drain
a1 canal crossing srteand at least 100 m upstream and downstream of crossing
site.
vi) Site plain of proposed crossmg including counter at sudabfe interval preferably 
al 0.5m contour interval
vii) Catchment area of stream or dram up to canal crossing.
viii) Log of borehole or trail pit data
ix) n. coefficient of rugosity is consmered according to nature of oed materials of
river or stream.
3.6     Determination of flood discharge
HFL of Stream or dram, bed elevation of stream and bed level of canal and their relative discharges  are pnmarily  considered in selection of most suitable type of structure for a particular location.
The canal daia is  made available on the basis  of tentatively  finatised design and alignment ol canal. For stream data neittifif ueiail survey  nor geological investigations  are available therefore the designs are based on some assumption made and available records.
14
Waler Works Design & Supervision Enterprise
fn Assoclalien with intercontinental Consultants and Technocrats Pvt. Ltd.Arjd-Dedessa irrigation Project
Hydraulic Design of Canal Structure
May 2007
Far design of C D work calculation of peak flood discharge from catchm&n1 area and compulation of HFL is important. For peak flood discharge computation, catchment area of stream or dram ■& obtained from 1 m 50,000 available maps. For computation of peak  flood discharge from small catchment ralrpnal formula as given in draft final report of hydrology is considered copy of which »$ an closed as annexure 8. On the basis of rational formula a compuler programme is prepared in which following variables  are required, which are worked oul and entered in the program for obtaining rhe peak flpod discharge
1.  Catchment area obtained trom m 50,000 map
2.  Lenglh of stream from origin 1o crossing point;- oblamcd from 1 in 50.000 map
3.  Maximum elevation -obiarned from 1 in 50.000 map
4 Bed eievalion of stream = Approximate values are assumed from contour map for canal of
scate 1 in 10,000
5.  Return period = 25 years, 50 years or 100 years is considered depending upon the
calchmenl area of stream ar drain
6.  24 hour mean rainfall: - The value of rainfall for different penod of return yea's ,5 given in
lhe report of hydrology. Copy of which is enclosed as annexure 9
7.   CV facto:- Given »n hydrology report On the above basis the peak flood discharge for each drain or stream is evaluated and the values are enclosed in Annexure - 7A and 7B for right bank and left bank canal respectively.
For Warns River crossing lhe peak flood discharge values for 100 and 500 year return period are computed m hydrology  repoi, copy  of which is  enclosed an annexure ID Hydrologist also intimated peak flood discharge values for 50 and 100 year return period, for dram or stream which has catchment area more than 20 sq km The flood values are shown in Annexure 7A and 70
3,7 Selection of type of structure
The selection of 1 ype of s iructure for particular localton shall d epend on I he high flood I eve) 0 f Stream or drain, bed elevation of canal, bed elevation of stream and relative discharge of dram and canal.
Following are lhe broad consideration for deciding lype 0! structure
_________ 15
Water Works Design & Supervision Enterprise
In Association with Intercontinental Consultants and Technocrats Pv(. Lid.ArJ o Dcdessa Irrigation Project Hydraulic Design of Canal Structure
Hay 2007
1| Box  aqueduct /aqueduct/: * When HFL with afflux  of stream or dram is  considerably  below lhe canal bed clovalion 1hen aqueduct structure is suilablu. In this case canal'S oassod in irough or duct.
2| Syphon aqueducts: - When difference between HFL of stream er drain and bed elevation of
canal is mrnimum or when canal bed elevation is just below HFL ol stream or drain, Syphon
aqueduct slruclure is most suitable. In this case lhe stream discharge <s passed below the canal
The stream or dram discharged is syphoned under pressure by depressing tho bed of stream or
drains 31 the structure.
3} Aqueduct, with canal In full section
When HFL of stream or drain is  below the canal bed elevation, and when catchment area and discharge of dram is nol very large, canal is taken over the drainage in normal canal section with out reducing the area there by avoiding 1be head loss
4)          Super     passage:-     When     FSL     ol     canal     is     sufficiently     below     ihe     bed level  of  stream  on  dram,  then  super  passage  sinjclure  is  suitable  In  this  type  of  shuciure  the drainage or stream discharge is carried over Ihe canal.
5)  Canal syphon:- When canal FSL is below . or near ihe bed elevation of stream or drain, and canal  discharge  Is  comparatively  less  combared  to  Mood  discharge  of  stream  or  drain,  canal syphon structure can be consrdered surtable. The discharge of dramage or stream is taken over the canal and canal discharge is passed under pressure by depressing canal bed al me structure
On the above broad basts  after computation of flood values and bed elevation, type of structure which are proposed are labulaled as per annexure 7A and 78 far nght bank canal and left bank canal respectively
♦ The design of structure shall consists of following components
Determination  of  high  flood  efevgiipn  after  assessing  peek  flood  value.  Fixation  of  high  Hood elevation shall be done by trial and error method
lb
Waterworks Design & Supervision Enterprise
In Association with Inure untlnemal Consultants and Technocrats Pvt. Ltd.Arjo-Dedcssa Irrigation Project Hydraulic Design of Canal Structure
May 2007
The discharge pass  ng through the siream at the crossing point is  evaluated for the assumed ilo< elevation by  multiplying lhe area up 10 assumed flood elevation by  velocity  calculated for flow I Manning's formula
In case discharge of siream 31 assumed flood elevalion Is  much more, lhen lower flood elevate shall be assumed. If discharge calculation provides  less  discharge at assumed HFL th* calculation for higher flood elevation shall be earned out
Afflux calculation
Due to proposed CD work  if the waterway  of stream is  reduced in structure, there shall be mcrea* in upstream water teveL. which is  termed as  Afflux  Afflux  shari he evaluated by  Mole worth formulae
Calculation for Head loss
When  canal  or  stream  discharge  is  proposed  to  ba  passed  through  a  duct  or  barrel  there  shell  t head loss.
38, Head loss steAt-occurat
/c- Entry and exit of 1 rough or barrel
Friction loss in the barrel or trough
#-Loss of head in bends, generally ng bends are provided in trough or barrel m irngatic 
structure
The loss  of head is  depended on velocity  al entry  and exit, velocity  m barrel lenglh of barrel an the material of trough or barrel used The calculation for lead loss  in done as  per procedure an formula given in Indian standard codes  and standard book. The head loss  shall be accounted fo
m  case  of  canal  by  lowering  the  FSL  of  canal  on  downstream  by  equal  amount  of  head  loss.  1
case  Of  stream  either  allowing  increase  in  the  upsiream  HFf.  or  lowering  lhe  down  stream  HFL  t stream by lowering siream bed i.e. re-secl;onmg the stream down stream of structure
Scour depth calculation
Due   Io   obstruction   in   water   way   of   siream   there   shall   be   scour   in   stream   The   foundation   < structure in taken below lhe recommended scour depth zone for abutment wings and piers
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The scourdeptti is  calculated by  standard formula, r.e. either by  Lacey's  formula or by  unwins formula available in standard IS codes  and books. The foundation of structure is  taken 2, 1.5 or t.33 limes  lhe scou-r depth calculated Irom above- formula, dcpendng upon the position gi component and flow direction of stream
The scour depth is measured below 1he H.F.Lof stream.
Scour depth calculation is  important for determining foundation dlevahon of different component of structures. The foundation elevation shari be taken below the scour depth and shall rest on firm Strata. If hard rock IS met earlier foundations shall be taken 0 6m inside hard rock
Determination of water way
The waterway determination for trough or barrel of canal or stream shall be fixed on the basis o1 velocity  lha1 can be allowed in trough so as  tp have minimum head loss  of canal The waterway for stream shall be decided from considers I ion of submergence of area m upstream and availability of safe free board for canal. Jo avoid any head toss in canal
Free board
Free board in the vertical clearance is necessary for the safety of canal or structure
In canal free board is measured from F.S elevation of canal to top bank elevation
In  structure  the  free  board  »  considered  between  the  Afflux  HFL  of  stream  or  FSL  canal  to  the boltom of slab of structure or between Aftfux HFL and top of bank ol canal
For canal the tree board varies according to the discharge ol canal and generally ranges from 1.00 1o 03 m
For structure lhe free board is generally kept from t.Dm to Q 5 m minimum for structure of major canal For structures on minor and micro minor canals the minimum free board is kept as 0.30 m,
Design lor 1toor thickness tgr uplift
Tn. floor O/S ol slum is 
5ul)1Med to prsKure „hen 1he e is n0
,
„ M<J Qf wa|cf
on floor, but in upstream of «mm (here is water at maximum elevation
There shall be two lypes of uplift nead
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I,          Static  head  due  io  sub  sexi  water  below  the  dawn  stream  bed  up  to  lhe  louncabon elevation of floor. This head is conslant through oul the length of the floor.
II.         Seepage pressure:- seepage pressure is due to waler head created due to difference m elevalion  of  water  lever  in  upslream  and  downstream  bed  elevation  This  pressures  is varying  from  downstream  la  onstream  end  ol  floor.  JI  is  minimum  a1  downstream  end and  maximdhi  at  upstream  end.  To  find  ou1  lhe  uplift  pressure  al  particular  point  first total creep length from u/s to D/s cut off is calculated. This length shall include ufs cutoff depth,  upslream  impervious  floor  length,  and  depth  of  Other  cutoli.  downstream  floor length and downskeam cut off Then 1he creeo length up to the point where pressure is to be calculated is considered. Uplift seepage pressure al the point under consideration shall be
Seepage head x
fengrft of creep upto //re point tn consideration
Toiaf creep fe/tgrh
The sum of the static pressure and seepage pressure shall be counteracted by weight of concrete floor. Therefore to calculate Ihickness erf floor, total uplift pressure shall be divided by unit wegh! of concrete, normally  plain CC floor shall ba provided. Incase lhe Ihickness  of ffoor calculated »s more, R.C C floor can also be provided.
The  concrete  or  impervious  floor  upstream  or  downstream  shall  be  pro-lectecl  from  scouring  by providing a cut off wall at the end of 1ioor
Upstream down stream protection
Upstream 3nd downstream impervious  floor shall be protected by  providing pervious  protection beyond lhe impervious floor consisting of CC block or stone pitching laid over gravel or filter layer. Ihickness  of impervious  floor shall depend upon lhe discharge and velcciiy  o< waler flowing ihrough structure.
A toe wall shall be provided al lhe end of impervious floor to protecl it from scouring
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Water stops
Besides this for all structures where there is a jomt between two bays or span's. PVC water stops or copper plate waler slops shall be provided
Bearings
Any slab or Super structure, which is to carry a moving toad of traffic over it, and transferring load to sub structure, suitable bearings between superstructure and substructure shall be provided {a.g. neoprene bearing).
Weep holes
Fw irrigation structure weep holes  are generally  provided in retaining walls, wings  walls  etc. Bu? these weep holes shall be provided above the hydraukc gradient line. For proper drainage and to avo»d earld particles to be carried through these weep holes graded filler shall be provided in back of hole Spacrng of weep holes  shall be normally  kept 2 to 3 m apart The hst of structures  tor each type of CD works proposed to be provided, enclosed as following annexure
1 List of aqueducts
2  List of syphon aqueducts
3  List of C C work wiLh earthen section
4  List of canal syphon Drop structure ar fall
Annexure - B A & B Annexure ■ 9 A i 0 Annexure - 10 A & 6 Annexure ’ 11 A & 0
In Ago - Dedessa proiect both the primary  canal, leii and right, are counter canals  far enure lenglh he topography of command is such 1hac no 'ail or drop structure are proposed on primary canals.
However for secondary  and tertiary  canals  the grouno slope is  steeper than the proposed oed slopes of canal Therefore there shall be fall idrop) structures for these canals Since the discharge of secondary and tertiary canals are small, and drop height is kept maximum up lo 1.5 m, therefore vertical type falls  and well type falls  (for very  small discharge around 0.03 m3/secj are proposed the main consideration in design of falls are
1.  Selechon ol type of fall, depending upon drscharge ana drop height
2.   Length of crest ■ normally kept equal to the downstream width of canal or channel
3.   Deterrnmaticri of crest elevation.
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The  formula  used  is  1o  determine  depth  qI  water  over  crest,  shall  he  for  free  flow  weir  or submerged weir depending on the D/s F.S. elevation and crest elevation
The crest elevation is evgtuaied by deducting depth of water calculated by formula from upstream F.S.LorT.EL
Energy dissipation
For  small  heighi  of  drop,  energy  dissipation  is  done  by  waler  cushion  floor.  This  >s  done  by depressing the downstream floor below down sheam bed elevation of canal.
Fw Escape structure and bagger drop height the energy dissipation shall be provided by providing hydraulic jump with horizontal still ng basin. Horizontal stilling basins are of two types, type I and lype II depending upon Froude number. For Froude number up to 4 5 type I aasrn shall be considered For Froude numoer more than 4 5 basin type II shall be selected The design shall be done as per 1 he design procedure provided in Indian codes, boons and U S.BR Book F or energy dissipation following calculation shall be carried out
1.  Calculation of floor length
2.   Deplh of depression at floor below downsheam bed elevation
3.   Thickness of floor
4 PrDleciUHi works
5. Cutoff
Design and calculations shall be carried out as explained earlier and with the help of cods design books etc.
Road Bridges and footbridges
Whenever  canal  crosses  existing  roads,  having  communication  links  between  two  places  a  road Bntfge shall be provided
tn Ago - Dedessa project no existing major road like national high way or maior road of standard DS,, to DSfi as  per Ethiopian Roads  authority, is  crossing any  of 1he canals. There is  only  one existing road Kekelo hot spring to Wama Aoere. ol DS»standard, is  crossing right oank  primary canal. Some access  roads  connecting the people residing in groups  al different places  are
21
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crossing  the  canals,  For  these  road  bridges  are  proposed  to  be  provided.  List  of  road  Bridges proposed is enclosed as Annexure 12 -1 A & B
The distance between two existing access roads that are crossing the canal is generally mare than
5   km. therefore it is proposed to provide fool bridges 2 m wide for crossing of canal by tattles and human beings. These footbridges are proposed m between the existing roans.
Far the cross regulator a ■ oolbridge across canal is already p rovided, t herefore a ■ s uch places separable footbndges  are nol provided. In some places  the foot bodge are combined with head regulators. The Jis: of fool bridges provided ts enclosed as Annexure 12 - It A & B.
3.9 Design
For design of road bridge, following consideration are there
Water way
Generally the water way under lhe bridge shall be provided nearly equal to lhe waterway of canal For this the lenglh of bndge is iaken either equal to the linear walerway at FSL of canal. The length can be split up mio two or more spang, if the width is more. In this case one or more piers and abutments or burred piers at berth end shall be provided
Alternatively the linear water way can be restricted lo bed width of canal. Due lo restriction of water way (area) in this lhe afflux or head loss shall be more than m case of provision ert linear water way equal lo widih of canal al FSL
For canals with minor cischarge RCC Hume pipe crossings can be considered
Afflux calculation
Due lo obstruction m waterway  due to either redudioo of linear water way or due to provision of pier, area of waler way is reduced. Due to reduction m area, mere shall be afflux, which shall be calculated by Mole worth's formula
The  afflux  calculated  shall  be  accomated  by  keep.ng  difference  between  upstream  and  down Stream FSL of canal equal 1o afflux
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Due torecfucUon of I he area of waterway, velo6ty under the bridge shall increase. Increase in velocity shall have effect of scour m bed. The scour depth shall be calculated by Lacey's formula far normal scour deplh The maximum score depth shall be taken as 1.33, 1.5 and 2 times the normal scour depth for p;ers and abuiment. This  scour depih is measured below the F  S L. of canal Foundation of structure shall be kept below the maximum scour depth.
General  for  all  structures  for  width  of  abutments  piers  and  wing  walls,  side  walls  and  r&turn walls
Generally the top width of abutment is kept from 1.0 m 10 2.0 m depending upon the structure, its type and sue
The lop widlh of olher walls shall be kept as Q.5 m for major structure oi primary canal and 0 30 m for struclures on canals of smaller discharge
The bottom width at foundation elevation for abutment and walls is proposed to be kepi as 0.5 to
0.55 times the height of abuiment and walls, measured from top elevation to foundation elevation
* AH the structures are generally proposed to be constructed of cement concrete of different mw and strength. In place of concrete, stone masonry in cement mortar col. 1 4 can also be used in construction, depending upon avaiteb.hty oi size and good quality masonry stones Dr rubble
A list of all structure proposed on Right and left bank primary canals is enclosed as Annexure 13A and 13B respectively 
drawing and design prepared
For feasibility study type designs and drawing of following type al structures have been prepared and are in separate volumes.
1. Control strudure
1.1      Escape on Right bank primary canal (RB.P.C) at km. 2.0
1.2     Head regulator for secondary canal RS-16 of RPC at Km 21 327
1.3      Head regulator for secondary canal RS-17 of RPC and cross regulator al km 21 788
23
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2.  C.D works
2.1      Aqueduct across WAMA river fa* RPC at taw 6 40
2.2      Syphon aqueddcl far RPC a! km 22 00
2.3      Canat siphon far RPC at km 2.00
May 20C7
2.4      Aqueduct with normal canal in earth&n section fpr left bank primary canal al km 25.54
3.  Bridges
3 i Road bridge (wilhout pier) far Kekelo hoi spring id WAMA Adere far light hark primary canat at 15.00 km
3 2 Road bridge (with p:er) for access Road of le*T bank primary cahfll at At .5 km 3.3 Foot Bridge (cattle crossing) far R PC aL km 19.00
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As per details given in ANNEXURES 5 the total number of structures on pri-nary Canals are given ifl TaWe 3 3.
Table 3,1 Total Number of Canal Structures
S No                     Structure details
NumhEr nf
RBPC.
Structures
LBPC Total
Total
Grand
Total
VO       Control structures
Vi
Head    regulators    for    secondary canal
37
1.2
1.3
Head regulators and                cross regulators with foot bridge
3
39
7
76
11
Escape
112
Total 1
41
47
aa             88
2.0
2.1
Cross Drainage wortts
Aqueducts
2
4
6
2.2
Siphon Aqueducts
17
16                            33
F 23        Canal syphons
2.4        C  0  works  with  canal  m  earl  hen
4
5
26
15
20
embankment
Total 2
ZB
37
65
M
3           Bridges
3 1 Road Bridge
3.2 Foot bridge
Total 3
4
6
10
3
0
3               13
7
6
Grand roial 1io3
76
90
13 13
166 166
4.0
Bridge combined wilh cross regulator or Head- regulator no! counled for total no for structures
41
Road Bridge
101
42
I---- ‘
FOCI Budge
5
*                               13
Total
6
14
14
25
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ANNEXURE 3-1
List of Proposed head and cross Regulators /Escape Al For Right bank primary canal
Name of structure
Dolance from head of canal in
km
Discharge    of    primary canal in m^/sec
CjwhernM = u . s JLtawiJtfream = d's
Discharge of secondary canal in m’/sec
Remark
H    Regulator    for    secondary canal      RS-17      and      cross regulator  and fpq1 Bridge No.
5'
20.95
u/S = 5.523
d/s - 4 969
0 58                Designed
H. Regulator tor secondary canal RS-27, cross  regulator with Road Bridge No. 4 for Access Road
u/s = 3.52
d/s- 3.234
0.30
H. Regulator far secondary canal RS-38, cross  regulator and foot Bndge No 8
30.8
40.65
w / j 0.994
dt 4 0.735
0.272
Escape wth cross  regulator
and Fool B/idge
___________
1.80
u/s = 7.028
d/s = 7.028
Escape
discharge 7.00
B = For left Bank Primary Canal
1
2
3
4
5
H.  Regulator  for  secondary  canal  L$-9.  cross regulator and Fool Bridge (Callie crossing)
10.51
mZj 8.61
dts 8.455
H. Regulator for secondary  canal LS -15, crossing Regulaior Foot Bnage No 3 {Cattle Crossing)
23.15
w/j 8.062 7.663
H.  Regulator  far  secondary  canal  LS  -23.  cross Regulator and Foot Bridge Mo 4
HL  Regulator  lor secondary canal LS -26.  cross regulator, Foot Bridge S
32.16
36.05
u/j 7.058
J/J 6.378
u/j 6 164
rf/j 5 332
H.   Regulator   for   Secondary   canal   LS   ’   33 crossing Regulator wim Foot Bridge No. 6
42.24
50.94
u'j 5.013
dix 4897
6         H.   Regulator   far   secondary   canal   LS   -   39, cross Regulator. Fool Bridge No. 7
w/t 4.303
rift 3.149
7
8
H.  Regulator  for  secondary  canal  LS  -44  cross regulator Fool Bridge No. 8
55 36
w ■' J 2.478
cT J i .982
Escape with cross regulator and loot Bridge
3J25
8.931
0.162
041?
0.711
0 881
0.12
1.206
0.519
8.00
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ANNEXURE 3-2
ARJ00- DEDESSA PROJECT
LIST OF HEAD REGULATOR STRUCTURES
Distance Discharge tX Primary Discharge of
Name trf Slrudure from origin canal in mV?ec m Secondary canal Remarks 
No
-
A = RIGHT BANK PREMARY CANAL
in KM                        m^sec 
1    Head Regulator tor                         0 555                  U/S=7.521
m rn^'sec
0.0.057
Secondary canal; RS-1
<Vs=7.4&4
2    Head Regulator For
1.692
ufe=7 484
0.106
Secondary canal RS-2
d/s=7 358
3    Head Regulator far
2.951
u/s=7 358
0 06
Secondary canal RS-3
d/s=7.298
4    Head Regulator For
4.142
u/s=7 298
0 07
Secondary canal RS-4
d/s=7 228
5    Hoad Regulator for
4 8B7
u/s=7,228
d/s=7.127
0 101
Secondary canal RS-5
8    Head Regulator For
5.750
u/S=7 127
0 04
Secondary canal RS-6
d/s=7.087
r    Head Regulator tor
6.123
u/s=7.O87
d/s=7.O3O
0.057
Secondare canal RS-7
a   Heed Regulator (or
10 14
u/s-7.030
0.077
Secondary canal RS-B
d/s=6.973
9    Head Regulator For
10.97
u/s=6.973
Secondary canal RS-9
0 028
d/s=6 925
10   Head Regulator lor
12.3B?
u/s-6.925
Secondary canal RS-1Q
0.122
d/s=6 803
11  Head Regulator For
15,010
u/s=6 803
Secondary canal RS-11
0.086
d/s=6.576
12  Head Regulator for
16.393
u/5=6 576
Secondary canal RS-12
0 135
d/s=6.447
13  Head Regulator tor
17.156
ws=6.447
Secondary canal RS-13
0.132
<1/S=6.315
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14  Head Regulator lor
17 756
uto=6.3T5
0.120
S acord ary CaOBl RS-1 4
d/s^=6.207
Head Regulator for
18.684
u/$=6.207
d/$=5.931
0.237
Secondary canal RS-15
16   Head Regulator lor
21.327
u/s=5.981
Q.478
Secondary canal RS'16
d/s=5.523
18   Head Regulator to<
22 762
u/5^4.969
dZs=4.7«
0.198
Secondary canal RS-18
w    Head Regulator tor
23.797
H/w.za
0 266
Secondary canal RS-13
dto-4 524
20   Head Regulator tor
24 342
u'5=4.524
0 288
Secondary canal RS-20
d .''5=4.249
21    Head Regulator tor
26.347
u/s-4 249
D 216
Secondary canal-DR-21
d/s=4.G43
22   Head Regulator for
28.083
Secondary caniu RS-22
uto=4.043
d.'s=3.863
0.187
and loot bridge rto, 6
23   Head Regulator tor
28 BBS
u.'&=3 E63
Secondary canal- RS -23
□ .998
d/s=3.77
24   Head Regulator lor
29.761
u/s = 3 77
Secondary canal-RS 24
0.099
d/5=3.6B3
25   Head Regulator for
30.285
Secondary canal ■ RS -25
u/5-3.683
4/5=3.664
0 040
26   Head Regulator tor
31.332
Secondary canal - RS -26
u/s=3.664
d/s=3.52
9.130
28   Head Regulator tor
32.96
u/s=3.234
Secondary canal- Rs -28
0.948
dto-3.138
29   Head Regulator tor
33.810
Secondary canal- RS -29
uto=3.18B
d/3=2.99
0 207
30   Heaa Regulator tor
34.819
Secondary canai- RS -30
Ui's=299
dto=2.33
0.690
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31 Head Regulator for                        34 218 Secondary canah RS -31
and fool bridge no. 7
ufe"2 33
di'5-2.04J
May 2007
0.296
32 Head Regulator for
35.922
U/S=2 044
0 253
Secondary canal RS-32
d/5=1 S02
33 Head Regulator for
36.475
U/S=1 8D2
0.160
Secondary canal RS-33
d/5= 1-549
3d Head Regulator for
37.418
u/s=1 649
0.145
Secondary canal RS'34
d/s"1,5l
35 Head Regulator tor
36.537
u/s=1.51
0.104
Secondary canal RS-35
d/s=l.4l
36 Head Regulator for
39.556
u/S-1.41
0.220
Secondary canal RS-36
d/e=1.l99
37 Head Regulator for
40.207
u/s=1.199
0.214
Secondary canal RS-37
d/s=0.994
33 Head Regulator for
43.109
u/s=D,735
0.116
Secondary canal RS-39
<f/s-0.624
4D Head Regulator for
44 166
mfs=0.624
0-063
Secondary canal RS-4D
d/$=0.563
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May Z0C7 ANNEXURE 3-3
LIST OF HEAD REGULATOR STRUCTURES
B- LEFT BANK PRIMARY CANAL
Name of structure            Distance from oogm
Discharge of
Primary canal
Discharge of         Remarks Secondary canal
1        Head Regulator lor
0.157
u/s=9.0T5
0.048
Secondary canal-LS-1
d/s-6 966
2       Head Regulator tor
3.126
u/ ~&.956
s
0.039
Secondary canal- LS -2
d/ =6.931
s
3       Head Regulator tor
3.749
u/s=8.93l
d/s-8.886
□ 047
Secondary canal- LS -3
4      Head Regulator for
4 638
ufs=8 886
0.029
Secondary canal-DL-4
6/5=8-663
5       Head Regulator tor
5 411
urs=B.B53
0.042
Secondary canal-DL-5
d/s=B.8lB
6       Head Regulator tor
6 064
u/S-6.818
0.C75
Secondary canal- LS -6
d/s=B 746
and fool bridge nol
7         Head Regulator tor
6 553
u/3=S 746
Secondary canal- LS -7
0.047
d/fi=B 701
8       Head Regulator tor
9.69
u/s=8 701
Secondary canal- LS -8
0 095
6/5=8.61
9       Head Regulator for
13.994
Secondary canal- LS -10
u/s=8.455
d/s=8.32
0 141
10     Head Regulator for
15.906
Secondary canal- LS • 11
u/s=8.32
tJ/s=S.2?5
0.047
and foot bodge no 2
11       Head Regulator for
20.16
Secondary canal- LS -12
u/S=8.275
df6=a.198
0 081
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12     Head Regulator for
20.716
u/s=B. 198
0.081
Secondary canal- LS -13
d/s-8 12
13    Head Regulator for
21.693
u?s=8.12
0.061
Secondary canal- LS -14
d/s=8.O62
14    Head Regulator for
23.617
u/s=7.663
0 08
Secondary canal- LS -16
d/s=7.587
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LEFT BANK
0. PRIMARY CANAL
Name of slruclure       Distance
in KM
May 2007
ANNEXURE 3-4
Discharge of in
m3/sec
15      Head Regulator far Secondary canal- LS -17
16     Head Regulator lor Secondary crinsl* IS -15
17      Head Regulator for Secondary canal- LS -19
15     Head Rerjufaipr far Secondary can a. LS -20
19     Head Regulator far Secondary canal- LS -21
20     Head Regulator far Secondary canal - LS -22
21     Head Regulator tar Secondary canal- LS -24
22     Head Regulator for Secondary canal LS -25
23     Head Regulator far Secondary canal- LS -27
24     Head Regulator tor Secondary canal-LS 2B
25     Head Regulator lor Secondary canal- LS -29
26     Head Regulator tor Secondary canal- iLS -30
27     Heed Regulator for
26 86                 u/$=7.587 d/s=7 413
27.653
28.869
ufe>7.413
dfs«7.334
ufe=7.334
d/s=7 292
29 526                u/S=7 292 d/s=7.367
30 333                u/s=7 267 d/s= 7.219
31.096
33.955
u/s=7.219
d/s=7.O58
u/s=6.378
dr's=6 262
35256                u/s=6.262 d/s=6.l64
36 718                 u/s=5.322 d/$=5.286
38.076
38.912
39.737
40.137
u/s=5.286 d/s=5 265
u/s=5.265 d/s=5.231
u/$=5.231 d/s=5.l6l u/$=5.161
Di sChargfl of in m3/S6C
0.181
0 083
0044
0 027
0.05 0.169
a i2i 0.103 0.038
0 022
0 036
0.073
0.038
Water Warks Design & Supervision Enterprise
In Association Al fa lateittntlDgntal Consultaiiis and Tcchnucrats Pvl. Ltd.Arjo Dedessa Irrigation Project
Hydraulic Design of Canal Structure Secondary canal- LS -31
May 2007
26     Head Regulator for Secondary canal- LS -32
29     Head Regulator for Secondary canal- LS -34
30     Head Regulator for Secondary canal- LS -35
40,810
44.312
d/s=5.l25
u/$=5.l25
d/s=5.013
ijfs~4 897
0/5=4.021
45.000                 U/$=4.821 d/s=4.792
0.118
0.00
0.033
31     Head Regulator tor            46.236           u/sM.792
0 18
Secondary canal- LS -36
0/5=4.617
32     Head Regulator for
47.563
u/s=4.6l7
0.207
Secondary canal- LS 37
01/3=4 419
33     Head Regulator lor
43,203
u/S=4.419
dfs=4.303
0.12
Secondary canal LS -38
34     Head Regulator for
54.124
u?S=3 149
0.306
Secondary can ar- LS -40
d/s-2.770
35     Head Regulator to' 
54,483
u/s=2.778
0.037
Secondary canal- LS -41
d/S=2.?41
36     Head Regulator tor
54 508
U/S=2 741
0.081
Secondary canal- LS -42
dfS=2 664
37     Head Regulator for
55.382
u/$= 2.664
0.194
Secondary canal- LS -43
dfs=2 478
39     Head Regulator tor
60.18
u/s=1 902
Secondary canal- LS -45
1.067
d/s-0.915
and end struclure
Waterworks Design & Supervision Enterprise
In Association with Iniercoatititnta! Consultants and Technocrats Pul ltdHydraulic Design of Canal Structure
ANNEXURE 3 5A
arjo-dedessa project
A Right hank primary canal
Caidfimenl Slre.im   Max Min
Details to sfflpdion pl type of structures
Reiur   Rainfall
n
Coeff Of Pea*
discharge
Discharge Bed
n ElGvalio
n Perin
Vaneflioft
of canal
of canal
Name
antfA'ta
and
Length
Elevatio
n
of 24
RF
Hr
siruduit
R24
Qr-
elevation of canal
Type of Structure Proposed
s
1
1
2
3
4
5
6
7
0
Ud distance
7
(Hm )
(m asO
fm asl>
(year
(mm|
cv
M*3/S
2
3
6
3
9
10
CDR-1 S 00
25
1346 &
S3 00
0 3D6
10 DO
CDR-2 2 9
0 8^5
4
1400
1OG0
2500
5
156S
1540
a)
7
25
25
25
5 84
1345
1346
1344
1345
BB 00
D.3O6
4.75
CDR-3 3 95
2.68
5 520
60 00
0 306
5.52
C9R-4 GOO
1 625
1600
3000
1520
1540
25
25
33.00
0 306
5.11
CDR-5 7 8
8-3 CIG
0 306
10 75
CDR-6 Wama fnr
er 3542
1332
CDR’7 9 15
1.2
1200
1440
1344
25
88 00
0 306
3.61
CDR-8 104
14
1000
1380
1343 5
25
88 00
0 306
3 26
ft
1D
11
12
13
14
15
16
17
16
CDR-9 11.5
9.6
6500
1640
1043
25
BB 00
0 3QB
11 21
CDR-10 53 38
4.025
3200
1560
1342
25
BB.OO
OJOB
0 90
CDR il 17 2
3 275
2800
14 B0
1342
25
86 U0
0306
5.61
CDR-12 19.55
375
1700
1480
1341 5
25
88 00
0 306
9 65
5 981
1342.13
COR-13 2245
57.6
195O0
2300
1339 5
50
98 00
0 306
74.00
4 780
1341 49
CDR-14 24 65
10 13
13500
1BB0
1337
25
08 00
0 306
6 51
4 249
1341 1
COR-15 260
10.67
11500
1740
>340 5
25
MOO
0 306
9.04
4 043
1340.79
CQR-16 26 5
22
1900
1360
1336.8
25
MOG
0306
3 40
4.043
>340.68
CDR-17 27 65
27 15
15500
2460
1336
50
98 00
0.306
35 5/40 1
3 863
1340 42
CQR-10 29 7
13 87
11000
228G
1330 2
50
90 00
0 306
10 90
3 644
1339.94
t&
20
CDR-19 32 i
40.25
13500
2300
1338.5
50
98 00
0 306
55 3/62 4
3 188
CDR-20 33 0
1339 26
0B
1200
1360
1336
25
88.00
0 306
1 45
2 990
1339 1
m’fe         (m)
11                12                   13
7 023          1346 14         Canal Syphon
7.028          1345 71         Syphon Aqueduct
7 028          1345 5           Syphon Aquedud
7.028          1345.09         Syphon Aquedud
7.028          1344 77         Syphon Aquedud
7028           1344 38          Aquedud
7.02B          1344 23         Syphon Aquedud
6.658          1344 00         Syphon Aquedud
6.650           1343.78         Syphon Aqueduct
6 650           >343 41         Syphon Aqueduct
632             1342.56         Syphon Aquedud
Syphon Aqueduct
Syphon Aqueduct
CDWorx.canal m earthen sector Syphon Aqueduct
COWorfc.cdnal m earthen sector CDWofK.canal m earthen sector Syphon Aquedud
Aqueduct
CDWorK.canal in earthen secUor
Water Works Design & Supervision Enterprise
In Association with Intercontinental Consultants and Technocrats Pvt Ltd.
34Arjo fledBssa brig adon Project
Hydraulic Design of Canal Structure
Maj 2OD7
21
CDR-21 33 45
1.38
2000      1400
1330 5
25       B0OO       0.306
2 32
2.900
1330.96
Syphon Aqutttad
22
CDR-22 34 4
7 53
5000      1900
1335
25     99 00      0306
9.02
2 044
13386
CDWork.canar in aadhen sedior
21
CDR-23 30 5
1 05
1200      1360
1341
25     66 00     0.306
220
1 510
1338 13
CantH Syphon
2-a
COR-24 37 0
2.4
1500      1410
1337 5
25     00 00     0.306
5 24
1 510
1338
Syphon A^ucduCl
25
CDR 25 30 21
154
13500    2200
133? 7
50     90 00     0.306
16 90
1 410
1337.74
Syphon Aqueduct
26
CDR-26 39 9
8
6400      1740
133?
25     86 00     0 3OB
10 76
0 994
1337 37
Syphon Aquoduci
27
CDR-27 41 4
3.3
4300      1620
1336
25     00 00     0.306
5 39
0 735
136 92
Canal Syphon
26
CDR-20 42 4
33
17400    2480
1330
30     96 00     0 305
39 1/44 1
0 624
1330 73
Canal Syphon
Waterworks Design & Supervision Enterprise
in Association with IntenctJotiiiEauil Consultants and Teciumcrats Pvt Lui.
35Hydraulic Design of Canal structure
ANNEXURE 3-5B
ARJO.DE DESSA PROJECT
B-l elt bank primary
Caict’.ment Stream Max
Delate far setcctTon erf lype of structures
Mm           Reiurn Rainfall Coeff Of Pea*
dischaige
Name
suucMe drt lance
S.No
12
I CCX-1 0 60
2 CDL-2 3 95
CDL-3 4 7
arc) Area
aixf
Length ElevaboflEfavaHon Perron
(nt)
of 24 Hr
R24         RF            Qt>
{m 351) 1 years) (mm) CV M*3/S
3
l 95 5.6
29 6
4                5                6             7            8            9               10 lflGG     1400        1346       25          BB 00     0 306        5.50
6000      1680       1346       25          8BO0     0.306        12 05
9000      1780       1340       50          98 00     0 306
Discharge Bed
of canal elevanon of canal
or ca^al
m3/s 11 0.960 8 931 0.931
(m)
12
1345 75
1345 79
1345.74
3
4
43/48 5
CDL-4 5 26
1.2
I30G      1420
1344
25
88 00
0 306
4 92
8.863
1345 54
5
COL-5 6.53
1 15
1400      1425
1345.6
25
86 00
0 306
4 54
0.740
1345.20
6
CDL-6 7 99
055
1000     1430
1345
25
88 00
0 306
1 85
8.701
1344 90
7
CDL-7 0 14
i 85
1900      1480
1338
25
30 00
0 306
4 46
B 701
1344.88
»
CDL-6 0 51
1.65
1000     1460
1344
25
88.00
0.306
4 26
8.701
1344.81
9
CDL-9 9 23
0 45
1100     1460
1344
25
00 00
O3O6
1 64
8,701
1344.66
10
CDbl0 12 36
9 65
4000      1640
1344
25
88 00
03OG
16 56
8 455
1344 07
it
COL 11 15.35
375
2000      1400
1340
25
B0 00
0.306
6 12
0.32
1343 60
12
CDL-12 20 09
I. 7
2000      1440
1341
25
88 OU
0 306
337
0.275
1342.53
13
COL-13 20 65
43
3560      1460
1341
25
03 00
0 306
6.19
0.198
1342 43
14
CDL-14 24 14
II. 5
4500      1540
U38.e
25
08 00
0 306
15 22
7.567
1341.64
15
CDi-l5 25 5fl
18
1900      1430
1339.5
25
00 00
0306
358
7 587
1341.36
16
CDl-16 26 88
1 45
1600      1420
1339
25
88 00
0 306
3.10
7.587
1341 30
17
CDL-17 27 93
0S4
09
70
1300      1387
3 340
25
80 00
0 30b
1 96
7.334
1340.92
10
CDH8 28 04
1300      1360
1339
25
88.00
0306
1.49
19
COl -19 34 10
7 292
1340.74
3000      1400
1337
25
88 00
0 306
061
2D
COL-20 36 B6
0 53
6.261
1400      1440
1337
1339 S3
25
08 00
0 306
1 46
5 322
1330.66
Water Works Design & Supervision Enterprise
Type of SlruCtufD Proposed
13
Syphon Aqueduct
Syphon Aqueduct
Aqueduct
Syphon   Aqueduct Syphon   Aqueduci Syphoo Aqueduct CDWork. canal in earthen Syphon Aqueduci
Syphon Aqueduci
Syphon Aqueduct CDWork,canal  in  earthen CDWark.canal  in  earthen Syphon Aqueduct COWark.canal  in  earthen CDWork,canal  in  earthen CD  Work.canal  in  earthen Syphon Aqueduct
Syphon Aqueduci CDWork.canal in eaithen CDWork .canal in earthen
36
In Associative with Intercontinental Consultant* and Technocrat1; Pvl Ltd.Arjtt-Dtdtssa Irrlfauon Project
Uyd.ra.ullc Design of Canal Structure
May 2WT
21
CDL-21 38 25
0.5
1000
U40
1330       25
88 00
0 306
1.85
5 286
1330 51
Syphon Aqueducl
22
CDL-.22 35 59
0 48
1000
1440
1338       25
08.00
0.306
i 78
5 265
1338 43
Syphon AqutiduCL
23
COL ‘23 38 73
0.6
1100
1341
1337       25
88 90
0-306
0.99
5265
1330.40
CDWortc .canal in earthen
24
CDL-24 39.40
254
2500
1400
1338       25
68 90
0.306
3 05
5 231
1338 25
CDWwKcanai m ca/thtr
25
CDt-25 40.28
300
44000
2450
1334 5    100
108 00
O.3D6
147.fi/l66 6
5 151
1336 00
Aqucd'-vd
25
CDV26 40 59
1.23
1750
1440
1337       25
0BOO
0.306
2.76
5 161
1338
Syphon Aquedutl
27
CDu-27 41 84
1 40
2000
1440
1334 5    25
88 00
9.306
3.02
5013
1337,75
GDWork.carpai ir. earthen
2$
CDL-28 44 81
61
27000
19DC
1335       50
96 00
0 306
40 8/40 0
4 821
1337
Aqueduiii
29
CDL '29 48 53
3 98
1800
1380
1334       25
88 90
0.506
8 42
4 303
1330.24
CDWork.caAal in earthen
30
CDl-30 50 01
1 43
1800
1380
1332.5    26
08 90
0.306
2 36
4.303
1335.07
CDWork,canal in earthen
31
COL-31 52 52
21
TODD
1380
1335       25
88 00
0 306
3 17
2 778
1335.26
Canal Syphon
32
CDL-32 54 13
7.0-5
3500
1400
1333 5    25
85 90
9.306
10 20
2 741
1334 87
Syphon Aq-jcdudl
33
CDL-33 54 48
70.0
175OD
1990
1330       SO
96.00
0.306
GG .8/75.5
2.664
1:334 79
Aqueduct
34
CDl -34 55 04
2 45
2100
1460
5335       25
88 00
0 308
5 10
2478
1334 60
Canal Syphon
35
COL-35 56 76
2.65
2200
1460
1333 5    25
88.00
0 306
S.33
1 982
1334.15
Syphon AqueducL
35
COL-36 58 48
87
5700
1920
132S       25
88.OC
0.306
1340
1.961
1330 78
CDWork.canal n earlhen
37
CDL-37 59 00
2.3
2400
1440
1332       25
88 00
0 306
40?
1.9G1
1333.65
CDWork.canal m earthen
Waler Works Design & Supervision Enterprise
37
Ju AssocJatton wtut ]u[6rcontirieiit;il ConsuJUinLs anii T«taucrats Pvt. LlJ.ArJo Dertess a Irrigation Project Eydrantic Design of Canal Structure
May 2007
--- --------- —
ANNEXURE 3-6
List of Aqueduct Structures
A= For Right Bank Primary Canal
s.        Details of          Distance of       Cauhment Na      Structure          structure           area  in  sq.
from origin        km
in km
1        Across                      B.4                  3542
Wama
River COR- e
Maximum           flood    Discharge
discharge                In
of        canal
m’fsec                             m*/sec
100 year -584
500 year = 776
7.028
2
GDP?-19                 32 1
40.25
SO Year = 55 30
>00 year -62.40
B.ias
B “For Left Bank Primary Canal
1 CDL‘3 <7 29 6
I
50 Year = 43 0
100 year - 40 5
8.931
___
CDL-25
40.20
2
SOO
SO Years 14t.fi
i00 year - 166.5
5.161
3
CDL-28
-
61.0           50  Year  -  40  a 100 year = 46 0
4 B21
4
L_
CDL-33                   54 *h
70 00          50 Year = 43.0
100 ^ear = 4S„5
2 664
Water Works Design & Supervision Enterprise
lo fesHtatloi nib [Qte,carton ratal CoDsuJtarlS anfl Ttctioocrain EM Led.ArJoDedessa trrlf atioc Project
Hydraulic Design uf Canal Structure May w
ANNEXDRE 3-7
List at Syphon Aqueduct Structures 
A = Right Bank Primary Canal
s
Ho
Details of         Ois lance          Catchment        Peak    floc-d   Canal
CD work          From origjn       Area  in  sq     discharge   in   discharge m in wm               km                     m:/sBc              m3/sec
t
2
2 90                  0 875                4.75
7.028
7.028
3
CDR- 2
CDR 3
CDR- 4
7.020
4         CDR- 5
3 95 2.65 5.62
600                 1 625                5 11
7 60                  5 84                  W 75
9.15                  12                    361
7.028
5
6
CDR- 7
CDR- 8
7.028
10 40                1.4                   3.26                  6 658
7
CDR- 9            11.50             9.6                    11 21                6.658
a
9
10
C DR-10           13.38               4.825               8.90
6656
CDR-11 17.20 3 275
CDR-12           19.55                3 75
5.61
6315
9 65
5.981
11 CDR-li 3 22 45
12 CDR-15 26 00
57 6
10.67
74.00
904
4 78
4.043
13      CDR-18           29 70                13 87
14 CDR-21 33.45 1.38
1890                 3 644
15
CDR-24           37.00
2.4
2.32 2.99
5.24 1.51
16      CDR-25           30.21                154
■ C ‘Zl              1.45
17      CDR-26           39 9(J               8.0
10.76                0 994
B= Left Bank Primary Canal
S.
No
i-------
Details of
CD work
Distance (rem o rigin in km
Catchment Area Ku sq. km
Peak flood
discharge
In ma/sec
Canal
discharge
in mVsftc
11 CDR- 1 0 60 1.95 5.50 8.960
2         COR- 2            3 95                  5.6                    12.05                8.931
?        CDR’ 4
4         CDR- 5
&             CDR- 6
6         CDR- 6
5.28                  1.2                    4.92                  0 863
6.53
,1\5
4.54                  0.746
7.99                  0.55                  1 85
8.51
l 85
4.26
7 CDR- 9 .523 045
8 CDR-10 12 36 9 65
9         CDR-13           20 65                43
1.64
16 56 6 19
8.701
8.701
6 701
& 455
8.1&8
10 CDR 17 27.93
11      CDR-18           28 84
12      CDR-21            38 25
0.94
0.90
1.98 7 334
1.49 7 292
13 CDR-22 38.59
14 CDR-26 40.84
15 CDR-32 54 13 7.05 10.20 2 741
16 C0R-35 56-78 2 65 5.33 1 982
0.5 1.85 5 286
0 48 1.78 5 265
1.23 2.78 5 161
Water Works Design & Supervision Enterprise
Id AisuClali-un wlLh Ln tercon Haemal ClmsultanH and Tecbnocrait Pvi |.[flArJoIMesia lfTl£:idos project
Hydraulic Design of Canal Structure
May 2W annexure 3-a
List of Cross Drainage Works, with canal In earthen section
A = Right Bank Primary Canal
S Detail of CCi Distance
Mo I Wort
I|
SlrtKture
from origin
km
Catchment area  m  $q km
1 Pea* flood discharge in mA/iec
| Di&tnargft of car-id* In m’/seo
1
COR-14
24.65
io 13
L2
25 year =6.51
' 4 .249
| CDR ■ 16
265
22
25 year - 3.4U
4 043
I3
CDR - 17
27.65
27,15
50 year = 35.5 / year = 40.1
3.863
4
1 CDR-20
33 0
0.6
25 year = 1.45
2 99
s
TCOR - 22
344
7.53
25 year - 9,02
2.044
0 = Left Banti Primary Canal
T     .1C. ADL.1- —  7    ■!    & 14
i 85                 25 year ■ 4 26           8.701
L 2       i C« Oi ■L——f     -11  a—   15,35              3.75
13
l<
CDL-12 20 09
CDL-14           24 40
17
11 5
5         QDL-T5         j 2554
25 year = 6.12             8.32
25 year = 3.37           8.275
23 year = 15.22         7.587
l 9                    23 year = 3.58           7.587
f
6
7
COL’ 15 25 69 145
CDL-19 34.10 7.0
0
CDL-20
36.66               0.53
&        COL-23
110      CDL-24
11           CDL-27
18.73
39 4d               2.54
os
25 year = 3.10 7.587
25 year a 8.16 6.261
25 year n 1 46           5 322
25 year = 0.90           5 265
25 .ear - 3.65 5.231
c4
1.46                 25 year = 3.02           5.161
12 * r-
COL-29
—-— t-
49 53               3.99
W4 I 15 t
;
13 CDL-30 50.01 143
CDL-36           SB 49
2DL-3?            59.00
.
25 year ■ 6.42            4 303
25year- 2.38               4 303
25 year -13.40        1 961
2.3                   25year* 4.07              1 961
-tn
Water Works Design & Supervision Enterprise
Ju Avsccliitloii wllb intwcoo Linen tn I fiotsuli&nis and reebnocrats Pvt LtdArjo-Dedcssa IrngaLlijR Project BydrauLLc Design of Canal Structure
May 2007
ANNEXURE 3-9
List of Canal Syphon Slruclores
A = Riy bl Ba nk P ri mary Can a I
Location           Distance from o ri gi n km
s
Nd
Catchment area   is   sq. km
Peak     flood     discharge in mW
Canal
discharge in rr?/sec
1
CDR-1
2 CO km
250
25 Year = 10.0
7.02B
2
CDR-23
36.50 km
1 05
25 Year = 2 20
1.51
3
CDR-27
Ji 4
33
25 Year = 5.39
0.735
4
CDR-28
42.4
33
50 year'39.10 100 year = 44*10
0.624
B = Left bank Primary Canal
1
CDl-31
52.52
2.1
25 ytar= 3.17
2 77S
2
CDL-34
55.C4
2.45
29 year * 5. Ki
2.478
41
Water Works Design & supervision Enterprise — [a Assadulft! with Ultron denial Consultam and ftciiBwrau Prt. UJArjo-Dedessa Lrlgfitton Pr&jcci Hydraulic Design of CanaJ Sinjcturc
May 2007
ANNEXURF 3-10 A
List of Road Bfirides
A = R'ghi Bank Pnmaty Canal
s.
Nd
Details of Bridge                          Distance
Discharge      Bed   width
from              of canal in
in m
origin In
km
m3i'sec
Depth of water irUTi
Widlh     □< canal at FSL
1
Road Bridge No.1 for
Access Read
5.50               7.023            6.25
1.35
_________ to. 30
2
Road    Bridge    1or    Katkelo Hol spnng to Wama-Adere
15.00
6.576
6.00                133            1D.00
l~3 Road Bridge No 3 for
Access Road
4          Road Bridge No. 4
access road combmed with
head Regulator for RS*27
and cross regulator
24.50
3D 8
4.249               45                   1 16
r ae
3.234             3.5
1 00
“I
6.74
5
Road Bridge No. 5 for
Access Road
35 re
1.649
2
e.w
4.as
-__________ I
B ■ Left Bank Primary Canal
—
1 Road Bridge No.1 for
Access Road
11.00            8 455             7.5
2 Road Bridge No. 2 for
Access Road
3 Road Bridge No 3 for
Access Road
8.275
7.5
-
41.50            5-013            5
4 Road Bridge No 4 tor
Access Road______
5                 9d Bridge No 5 for
Access Road__________
46.50            4.617            5
1.36               ii se 1 35             “iTw ' 21                0.65
l 16                e 5d
53.00            2 770
I—________
3.5
10                650
Is
Road Bridge No 6 for
Access Road
59 50            1-961            3.0
—--------------- 0 69               5.70
-------- -- -------
1
1
Water Works Design & Supervision Enterprise
m AUHhlitta wi th InrenrtiaiinPDlal Conjij Itants and T«lu*Qcnta Fin. Lid.
U>
O'
■-
11Arjo-Dedesia Irrlcaiian Project
Hydraulic Design of Canal Structure
May ZW7 AhINEXIJRE 3.10 B
List af Foot Bridges (Cattle Crossings} Provided
A = Right Banfc Primary Canal
(i) Independent - Soot Bndges (cattle crossings)
8. No     Detail
Distance          Canal             Bed                Depth     of    Width      of from origin       discharge      width m          water      in    canal
in km                in mS/sec                             m                   FSL
1           Foot fSrici-jje No 1                          2.5                   7.028             6.25               1.35             10 JO
.2 Foot bridge No 3
.3 Foot Bridge No. 4
12.00
19 00
6.658             6.00               1 33
10.00
5.951             6.00               i 26
9.70
B= Left Bank Primary Canal No independent foot Bridges are proposed for Left Bank Primary Canal
(ii) Foot Bridge combined with Other structures
A Right bank Primary Canal
1           Head    regulator    f<x    RS-17
21.7B8
cro«   regulator   A   foot   Bridge
No.S__________________
2            Head regulator 1or RS-22 and
25.063
Foot Bridge No.6
0/S 4.969       5G0                1 24
3 72
Dis 3.063       4.00               1 13               7 40
3            Ifcud  regulator  for  RS-31  and
35 216
Foot Bridge No 7
4            Head    Regulator    for    RS-38,    42 085 cross     Regulator     and     Foot
D/s 2.044      25
0 90               5 44
D/s 0.735
13
0.72               3.46
______I
Bfldge No.J _
43
Water Works Design & Supervision Enterprise
In Association with Interconclneutal Coflsultants and Technocrats Pvt. Ud.Atjn DndfiFsa fcrigatfctl I'filjCt!
Hydraulic Design of Canal Structure
May 2007
ANNEXURE3.10 C
B - Left Bank Primary Canal
1           Head regulator tor LS-6
and Foot Bridge hto.1                15 084 2           Head regulator tor LS -9
D/S 8.746         7.5
1.39               11.79
Cross regulator and
Fool Bridge
3 Head regulator tor LS - l 1
10 486       Oi's 8 455         7.5                  1.36                11 60
and Foot Bridge Nd. 2              15.9M        D/s 8.275         7.5 4            Head regulator for LS 45,
cross regulator & Foot
l 35                11 55
Badge No. 3
5           Head regulator for LS -23. cross regulator.
Fool Bridge No 4
6           Head regulator lor LS -26, cro&S regulator,
Foot Bridge No. 5
7           Head Regulator tor LS 33, cross Regulator,
Fool bridge No 6
23.115 D/s 7 663 7.0 1 34 41 00
32.44 Djs 6.378 6.00 1.27 0.80
35.673       0/5 5 322         5
1.25               8 75
41 313       D/s 4 897        9
i 20              &.60
a           Head Regulator l&r LS         - 39, cross regulator and
Fool Bridge No 7
9           Head Regulator Im LS          7
44 cross- regulator and Fool bridge No B
51 649       D/s 3 149        3.S                 1.07             6 7Q
57.64J1 D/s 1 982             3
0.89               5 70
Water Works Design & Supervision Enterprise
Id AssotlaUun wich LatsreoaUiieomlC»D3uUAim and TnbqwraLS Pn Ltd.Arjo-Dedess a JrrigaCinn. Prdj CCL
Hydraulic Design of Canal Structure
way
ANNEXVRE 3-11 A
ARJOD- DE&E55* PROJECT
LIST QT ALL STRUCTURES
A-
S No
RIGHT SANK PRIMARY CANAL
Name tlruc^jri"
[>5Ch3r9<i erf           OischarQft or
flood Discharge ol        Remark®
'tom
Primary canal
Secondary carat
Slr-oam pr Rrw
ihKM
in fTkVsec
n m3.'sec
in m3/ pec.
1           Heja RewsKr rar                        0 555                u*=7 «t                       0 057                                 0
Secondary wo^-RS-1 i          Escape Slruclu/a-
dfe3?464
t so                   7.358             Escape Discharge 700
3          cd w&m CDA-*                           200                   7 356                                                                  10
4           F&al
rtfl-1                        2 50                   7 358                                                                  0
N5l(fn)
1347
5 CD work COR‘3
6 CD Wort CDR 3
2 KJ
7 358
3.95                   7 298
7          Road             no It                       550                   7.298
4 7S
5K
0                        NSL(m) 1347
8          CgWortuCM-4                            600                   7 087                                                               5 11
9          CD Work CDR.5                         760                   7 030
10.75
10        CDW(Xk CDR-E
8*0                   7 030
1M 7tar= 534
Aqueduct W«ma River
500 yvar = 776
ii
CD War* CDR-7
9.ES
7030
J 61
12
H&aci Requ alw rar
10 14
U^“7O3C
Q077
$#cqnd3fy SfliVii RS 8
drs-6 953
0
and Foot Bndge ru>2
13        CDWarkCDR-5                           104                    S«3
U         CO Wort CDR-9
11.5                  8 925
3 2fl
11 21
is
fcun Sftdge ro-3
1200
6 925
n
-•
0
NSMm)
18
CD War- CDR-10
1338
5 803
1345
8-9
17
Head RcfiAarkM* Fqi
15 010
ufc=« 903
0 227
Swoncar) canal RS- • 1
576
18        RlMlj              lor Knfceia             154                     «7fl Spnnga la wlagi*
Wdrnw Artere
fl
0
NStim)
13*5
Water Works Design kSuyerrisIon Enterprise
45
Is AshOulanon wlLbtibnwbttil CwMJlints uATechUcntl PvL L[dArj d Deflessa JrrifitlOB Project
Hydraulic Design of Canal Structure May 2(W7
1? Head Regulator ier 16 393 li^»5.576
0.135
Secondary canai R$-!2
qL»s >8.447
He=d Regulator for
17 185
iA=6447
0132
Secondary canal- RS -13
d^6 3l5
21        CD Work CDR*1>
17 2
6315
0
5 51
22        Head Regutow r«y
1? 75€
lP5"431S
0 12
Secondly canal- RS - 14
d'i-6.207
23        Head Rcgtratar lor
18 8B4
Uft=8 JOT
ft 237
Secondary canal- RS • 15
QMS=5.WI
24        Foci Brdfie nc-4                         1500                  3W1                                                                    0                      N5L(rn> 1343
23        CD Wtxk COR. 12                     19.55                  5®1
28 Head Reguax;t for 21 327 tn'5=596l
9.05
0.470
Secondary canal- RS • 15
523
27        Head Regulator for
21 7-Sft
u^=5 523
0.50
Secondary c*nj'- RS 17
SH=4 969
end ckm Regulator
and Fool Hedge no-5
25        Head Regular if*
22 762
Lk1=4 A®
0 IDS
Secondary cana RS -10
to-4 ra
29        CD Work COR-13                     22 4S
M Head ReqUakx lor 23 797 U&=4 71
40.43
0 2®
Secondary zjnai R$-1*>
d*=4 524
31        Head Resu-akx hx                   24 842           U^S=4 524                    0 280
Secondary            rs -20
H>5=4.249
32
Ro*a Bridge n©3
25 390
4 249
0
NSL<m|
33
CD Work CDR-14
25 *>28
4 249
134’ 5
OSI
24
Head Rcgj-aiw lea
ufr=4.Z49
Secondary carx>i RS -21
26 347
d^-4.043
O21Q
33
CD Work CDR-J5
26 912
di?-4 043
9w
38
CD A'ok COR-15
27.4Q
OT=4 043
34
3ijr
Head RcgUator lew
27®
UJ&-4.04J
Secondary canal R5 -22
cUi*3.9fi3
0.187
Water Wurits Design & Supervision Enterprise
lu A^jOdaUon wtUi [lliercondflenlaJ too-mluuis andTechnocrats Pvt LtdArjo Dtdtssa Irritation Project
Hydraulic Design of Canal Structure
rH] Frteil 0 •idjff na-«
13 CtJWffk CUR- ' * 23 60 d s *3 363
.May 2007
5£ fW ■ 35 5
100            *3
30        He« AffMltor
5ttC0«dary canal DR 23
29 669             us* 3 M3 *5*3 7T
0099
40        CO Wort CDR ’0                        29 7                   3 77                                                                169
41        hmU Regirauy StCWKla^ wrjil-14$ -24
42        Hoad Regulator 4w Sfrzordjr^ tana! RS -25
29 701              IP5--3 77 d&=3 693
30 235              ulfc*3.«3 *6=3 S54
0.09
0.04
43        CD Wert COR.-.j                           M 456                 3684 44        Hud Rcnv jio» lex                     31 332             u^=3 664
5C          =55 3 100ytir = 62 4
5«coMa!y ww- RS 36
45        H+atl Regjialc* io* SecDTdjry Wrttt- RS -27 drd O&ll RtrtpjiaiO1 ard ROM              rx>4
4S        CD Wort COR.2O
*s=3 5Z
31 Etas              *5=3 52 *s=3.2l4
013
03
32 ?5                 3 234                                                               1 45
47        Hwd r^l'w io*                           32 960            i>%=3 234                    00*9
$*conaary cana - RS 20
d*=3 189
40        CDWcrt CDR-2!                        33 13                  3199                                                               2 32
JS        Heail RedjIaiC* -ar SKondiry ca^i- RS -29
13 S13             ws-3 108 <tfs«2 99
0.207
50
CD Wort CDR-22
34 151
299
9 02
51
CD War. CDR-73
3i 512
2 99
22
5?        Head Rcgu'akx Iqi                         34 019 $mn3.iiy                RS -30
*>•2 99
*1*2 33
53        He^n Regulars fai                     35216               l-*=2 33
SlK.frXljry  i.  ,n.ii  RS-31 jnd F«X BitOyfrn^ ?
*1=2 044
089
0 296
54        CD Wort CDR-24                     35 5Z3                2 044
5 24
55        HMd
II ■■              35 922             u- i»2 044
Secorttji> caiKi’ RS J?
d'V 1 M2
0 753
Water Works Design & Supervision Enterprise
In AssorLatLou uk[h Inlfwonllneutal ronsuliajiLs and Tecbnotnia hi Ltd.Af];d BefteREa Irrigation PrijjEcl Hydraulic Design of Canal Structure
May 2007
3*         Has a Regulator For Secondary cjikH- R5 -33
JfitM
Irt-l w? OtfcFi G*9
I6i9
ait
57        Rod-J Bridge noS                    36 975
D
1339
M         Head Requ        far Secondary c*mi RS -34
37.4IS             urt-1549 O'J-l 11
n 14S
59        CO Wert. CDR-25                    37 53                  1.51                                                               16 9
GO      CD Wort CDR 26
MU                      1 51
ID ns
51        Head Regulator for                  36 537             Lrt=i Si
Secondly canaiDR-35
G2 CD Wo* CC-R-77 39 269
dJ'5=l 41
1 -il
0 104
539
-63       Hoad Regulator lor                  39 555             ufc*l.41 Secondary carv/- RS 35                                            199
O^J
■54      HwJ Regulator Io                    40 207            ius= i m                        0214
Secondary cdfa'- RS -37 AS       CO Wgrtc coRza
4i apt
£ftsft£S4 D9*M
50 year =39 *
1€0 year- 44 i
Mead Reiju'aitX For                40 983            ufts =49*34                  OJFI
Secondary <-arw - RS -35 di-d CrpSS Hogtfwr
nod Fwt Eb'dip? nc-H
d/s-fl 735
57        Heac Regulator lor                  43 109            u*t*0.735
Secondary tahi RS 33
df»rD624
o ns
M         Mud RagaMor <or             44 146             uft-0624
Setondnry tana! R5-4Q iM Eno Slrwlure
W=D 563
L! Ot3
Water Works Design & Supervision Enterprise
rn AiKfiltUiHi ni tto lalcntutauiU CftutHnntj ud Tech Dicta ts Pvt-Lid.Arjo Dedtss* Irrigation Pro Jett Hydraulic Design of Canal Structure
May 2007
ANNEXURE 3-11 B
ARJPQ- OEDESJA PROJECT
LIST OF ALL STRUCTURES
&■ LEFT BANK PR MARY CANAL
$,NQ Njhw fil $bPUGlu*A &!5!3fTCf
■tDTi o’kgin n KM
1          Head R*gi4?lpr toi Sen&fttfary carul LS>1
2          CD WoACDL 1
3          Head Regulate* far Secondary canal* LS -2
*,107
*.B0
Oiscba.-ge tX Primary dAfll
•n mSJsew i>'5=9 03i
96* *96*
Oscharga cX
Secondary '■-anal
in ml'ift
*040
3 126             iKS-B 956- CUWI.MI
0.U39
flood D^charpc pl
Stream or filler
-n M3.' mc
0
05
&
*
Escape Sifuciuffl
3 25
5931
0
Escape Dtwhsrge
5
00 Wwfc CDt-2
3 45
SW
0
a
1205
6          Head Refljtaiaitu
Seco *da--y cana- LS -3
3 ua
r
ufc*B.W
dfc«B.M6
0.647
0
7
CO WOih CDL-J
4 -M
5 686
0
50 year =43 0
1*0 year = 45 5
&
Head RvgwUHX Ten
4 6M
u..s = H Mv 
*029
0
Secondary rarui LS -4
dfliM-W
9          CO Wort CDL-l
10       H>ad Re&dlaiCF1 to' Secondly CSWL LS -5
11        Hears Regulator to* Secondary canai- LS -6 and foci Bring? no-1
5.2a                  6 363
541t
5 034
u'S'BBoB
*'S^6B1fl
i.i'S-6 Blfl
d'S-B 7*6
*
* 042
*075
4 03
0
*
12
CO Wort CD&..5
*53
6 240
*
4 54
13
Head Regulate* tor
*553
Ld's-0 746
0047
SecD’hlAfy canaU LS 7
*
d^-8 7*1
14
COWcwH ClX -5
?W
0 701
*
1 0$
IS
COWo-k CtML-T
014
0*71
4 46
15
COWndiCDL-d
5 St
8071
0
4 26
■39
Waterworks Design & Supervision Enterprise
la Association umUi laKrcontiaenQl Consnltants and Technocrats Pwl Ltd■I rjoDEdessa DrJgauon Project Hydraulic Design of Canal Structure
May 2DO7
17       CD Wort COM4                        123                  9.071                          0                                1 54
IB        Head R«guialEf tor 5«w<wy tahji- LS fl
9B9              uft=B 071
0094
19
Hflfid -RegUator Ox
11430
u1"S.61
O 162
Saponcivy pir^'- IS -9.
a1*B.<55
CJOtt rtgutoO
20
Road Buc-gc no* 1
11 W
6455
0
0
1346
21
CD Wart COL- lO
*2 35
0455
fl
is 36
32
Regulator for
1190*
^i=6455
0 141
Saccrdary uno* 15-10
d1=®32
23
CDWortCOL-H
15.34
4,32
0
8 12
24
Head ReqiJaKr Ita
16. SOB
iXS'9 32
0 047
34CfrM*ty  tana^  tS  -11
dj?=fl 275
and Foot Bi#rtje^c-2
25
fltkad Bridge no 2
IBS
6275
D
O
N5L(in>
1345
26
CD Work COL-1?
9.273
B
3 37
27
Head ftc^uififor for
20.16
liMUTB
o.oei
SMOnftvy canal- LS -12
H'u=B I’M
26
CD Wort COL J
20 05
0 ’95
0
6 19
30
Head RugLlata' Ifci
2Q71B
i*1«=9 190
ooai
Secondary cam'- LS -13
d1*0.l2
31
Head Re^uUiiw iw
21 693
1*1*0.12
0.061
Second Jr/ cafifll OL-M
4*'Btei2
32
Hud Rtfflu -itar tor
23 ns
j.'S-HC62
0417
Secondary c^nai-lS 15
<H=7 663
ifidCw Reflutotar
j-id fee* Brtjje no.3
33
Heid Regjlalw Io
23.11
uH= 7.663
SeCtrftoary canjf- lS - IS
0«
01=7 567
34
CD Work COL-ta
24 14
7 Sa?
0
1522
35
CO Woo* CDL-15
3554
7M7
0
3 50
36
CD Work COL-16
25 96
7M7
0
3 18
Water Works Design & Supervision Enterprise
(n Association with tatercotiLinp.ntal Consultants and Technocrats Pvt. LtdArjo Bedessa rrrlffJtlon Project Hydraulic Design of Canal Structure
May 2007
37        Head HeguLilfi* to Second*^              15-17
26 66              uXS*7.5fl7 ^-7 413
OlSi
33
Head RepulakX ’tx
27 553
i/$=7 413
0 033
Secrridary CMI- l5 -1&
d.1«7 334
39
Head Rcgdatii kir
29 8*39
4^*7 334
0&44
Secondary canal LS 19
dft*7.292
40
CO Wort COL-17
79-090
7 292
a
1 49
41
Hc*d Hfbgisialrw to
29 we
w*=7 792
00*7
Set<i!-ea-> canal- LS -20
^■7267
4?        Head Ftey iai(x to
u
30 333             ^■7 267
te»7Jl9
21OS€              i*V7 2l9
d-t=7 058
0.05
S^wrr^ry canj- LS -21
43         Head Reg uia I lx to Smndiiy ca^K- LS -22
44        Head ReguUiitx to Seconds^ caml LS -23 and C"M-> regulator and Ftw              no-4
32 «
l-*=? dia
d* =6 376
0 169
0711
45         Huge
to
Secondj ■> zanj* IS -24
33*6*                        378 dfa=6262
0121
45         CD Wenk COL-19                     34 1                    6362                           0
8.61
47         Head
lor
IA-&2A2
SecE-idary canal-15 -25
35 266
4^=6 164
O.1O3
48
head Reguattx to
35573
1*5=6 164
9iai
S&ccrdHry -jfidi-LS 26
d/s*5333
and Gruss Regular
3rd Fool Sr-dge na-5
49
CD Weak CDL -20
36 66
5 372
0
1 46
50
Head Rngu^HX let
ifci-5322
Secondary candi- |_S -27
35 716
dM-5386
0 038
51
CD Work CDL -71
37K
5.2M
O
1 fts
52
Heard Rtrguato to
M.O76
iA-5.2te
Sscuroar^ ^inj! LS >24
tFi=5 265
0022
S3
CD Work CDL -22
30 39
52905
O
i ?a
54
CD Arxk CDL-23
19 71
5 265
0
0 75
5$
Head Reyua-jcx lor
36 912
u’5=S 265
'A'ater Uiorlts Design & Supervision Enterprise
In Association Ubdl* Intercontlntnlal Couahuts and Technocrats Pw Ltd.Arjo Dednssa IrrlEAlln n Project Hydraulic Design of Canal Structure
May 2M1j
Secondary anal- L$ -29
drt.t5.231
0.036
56        CD WtXk CDL-24
35 48
5.231
0
3 55
57         Head Regela’zr far
3&7J?
urt^S 231
0 073
Secondary cairql- LS -30
drt 5.16l
s
CD Wort. 0CHL-2S
40 633
5.161
0
-> Cryear- 147 5
’00 year = 168 5
54         Head Rr^jUjirw tar                     40 137              urt«s 151
Secondary canah LS 31 60        CDWwfc COL-25
drt-5 125 43 5&                  5 125
0.038
O
2 78
51         Head Re^ -aio; kw                     40 818              liIs*5 125                     0.118
fiaooadary canal- LS -32
drt>5C13
67        Ri>.»ri B*idQ&nc*3                     4.1 5                  5.013                        0                                     0
**SL(m]
1337
63
CD Wirt CDL-2?
4 I 84
5.013
0
3.02
54
Secord^y wfig'- LS -33
41 91-3
u'S=5.ai3
012
and Crau Rsguatar
dfc=4 597
ar-d Fool Brrifle no-8
65
Head RegJUiqt *or
41 31J
urt=4.B97
088
Second nr, cans’ L$ -34
tfrtM Ml
56
CD Won. CDLZ3
44 61
4 821
0
50 year =4D H
1C0 year = 46 0
ST
Head Ret>jialo  ar
--
•15 0LB
urt=4 eji
0.033
Secondary Lanai- IS 35
drt-4 TO
56
Head RftQrttar *w
46 236
u/l<4.7tt
015
Seconotry eitul- LS -M
d*t *4.617
sa
Read BnGQc no 4
AS
4 517
0
0
NSL<ml
70
ritaO' R-*jU-#l&r ta"
47 563
1337
irt" 4 fil7
0 207
StKomXary «nH- LS -37
fc*&=4 41&
n
Head Regulator tar
•1B2D4
uis-d 419
012
lj-'j- LS 3B
drt*4 303
72
CD Worn CDL-29
48 63
4.303
0
6 42
n
CDWmLCDL-30
soot
4 303
0
2M
HmO Reg.jiax>f ’tw LS
74
3»
51 649
■J5-4 303
1 706
and Cross Regulator
drt =3 149
------------------------ ---------- ---- ---------------------- --- ------------  _______________________ 32 Water Works Design & Supervision Enterprise
In AsMdatlco witu iBlcrcimtjnental Consultants and Technocrats Pvt LidArJO-Dcdessa IrH^Uon Project Hydraulic Design of Canal Structure
and Fccri fii-dge no-?
May ZW7
75
COWwiCDt-ai
52.52
3 145
0
3.17
76
Mfl»d Rfcgmialar Ux
54.124
149
0.3M
Secondary CBTIBt LS -40
77$
77
Road Bndpn r»4j $
53 00
2 77*
0
0
NSUmJ
1335
75
CD WortCDL.32
54 13
2 77*
3
102
Head Reg Jal?* kjr
54 463
li^=2 7 70
0.037
SBCOMaiy zanai LS 41
d'S-2 741
H-1
CD Wnrt CDL 3 J
2 741
0
50 year = 66 S
100 year *75 5
M         Heard Regjaxx (Qi
5««ftdwy canal- L.5 -1?
StBW uta«2.741
664
0.081
83        CD Wart CDt 34                         55 04                  2664                             0
5.1
B2        Hnad Regular faf                       55 382            U/SM2.664
3 194
Secondary mv»l> LS -4 3
drt«2 47S
05
CD Wert. COt 35
56 76
2 478
0
5 33
6*
Head RflQiMitOf
57FA4
UJ&*2 4 78
0.519
Secondary can^-LS -*4
dfs“ 1.W
C tT5s R-qulalcri
r
and F«yi B-rJipe no y
86        CO Wort CCT.-36
56.J8
!W
13.4
68         CDWd«iCDL-W
M
1 982
4 07
89        Rr^n Bndye no 6
595
t 962
0
N5L|m|
90         H*>d Regulator
60.1 fl
1334
U/Ml 382
SecOrtSai'y cama. ■ IS -4 5
dni=O 515
1 067
J k| End St’uclurn
Water Works Design fit Supervision Enterprise
m AasQcbaUQD wlLb InteroonUDtutal Consultants and Technocrats Pvt. Ud,Hrju Deflmt IrTigaltQi? Project
HycLrau IJc Design trf Canai Structure
4. STRUCTURES UNDER DISTRIBUTION
4.1 General
May ’DOT
For feasibility slud*/ two secondary canal systems are selected lor Cfetafl planning and design
The selected secondary canals are RS-f6 and RS-17 of Righl Bank primary ca-nar. taking olf
from primary canal al km 21 327 and km 21.785 respectively
in dated planning and design, (he planning and design has been done for tertian/ canals taking off from secondary  canal and quaternary  canals  taking from Ifrrtiawy  canals, and drainage tor command The details  ot the area proposed m each secondary  canal, its  discharge at head, number of tertiary canals taking off are given in Table 4.4
Table 4.1 Length, Command Area, Discharge and Number <rf Tertiary canaLs proposed for secondary canals of sample area
s.
No
Secondary Acea proposed     Discharge
canal*
in Ha
In m’feec
Length,
in km
No of tertiary 
Total
canal reft /Right
1
2
RS-16               339.9
RS-17 , 414.75
0.48                  2 1               8/7      -                        15
0.58                  3.00              11/11
22
The  tertiary  canals  are  planned  (a  take  olf  approximate  at  every  300  rn  distance  of  secondary canal.
The maximum discharge for tertiary  canal D.042 m^sec  is  for RT-17-15 of the secondary  canal RS -17. The minimum discharge is  of the ordur O.WmVsec  for tertiary  canal RS-17-1 d secondary canal RT -17.
The maximum ienglh pf tertiary  canal is  1.321 km for RT-17-15 ol secondary  canal RS-17, whereas  lhe minwium length is  only  179m (0.179km) for tertiary  canal RT-17-1 of secondary canal RS-17.
4.2 Canal structures
For lhe secondary  canal, ternary  canal the topography  ,s such that the ground stope Is  steeper than designed canal bad slope Therefore there snail be number of drop (fall) structures  along lhese canals Beskfe the lalls, following canal structures are planned in distribution system
1.  There  are  no  streams,  wnrch  are  crossing  ihew  canals  there  fore  mere  shall  he  no  CD work struclure designed for sampte area.
------------ —----------------------------------—------- -     _ -
_
54
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May 3007
2,   The control structures for every Tertiary canal taking off from secondary canal shall be
provided
3.   For control gf waler level in secondary canal, at tail of secondary canal a duckbill w&ir is 
proposed.
4     For flow measurement flow measurement structure for every secondary canal al bead
shall bo provided (Parshall flume)
5    There are no access or existing roads are crossing the canal distribution system
However for movement of food grains cattle or human beingsP a road Bridges or
footbridges shall be combined with fan structures No separate bridge structures are
proposed in I he sample area
G. The qualernary canals are proposed to lake off from t ertiary canal generally at 50m
■Nervate For every quaternary canal, turnout structure is pfoposed
For   feasibility   report   following   structures   are   proposed   and   type   design   and   drawing   of   each type of sKudure are prepared and attached in design and drawing volume
1, Control structure
1             1 Adjuslable proportional modute (A P MJfor tertiary canal RT-16-9 taking off from RS- 16 secondary canal at 1,20km.
Toial structures required m sample area, are 37 numbers
1.2Division Box nr turn out structure to* quaternary cans! taking oil from lefliary canal RT-16-9 of secondary canal RS-16
Total1 numbe required in sample area are as per table 4 2
r
Table 4 2 dumber ol Tertiary Cabal, lheir length and number of OiviSkwi bo* requ-red
s.
No
Secondary Canal
Total no of tertiary 
canal
Total length of
Tertiary canal in km
F       w-
Left      Right
■ ■ — ■■ -1 ■■ 1
Total        Left           Right         Total
1
" ” T”
2             RS-17             11          11             22          7 323        7 747         15.070
RS-16              8       -1..       L5          7 729       3 341         >1 570
Total
18            37
Total no of division box required
225
—i_____ - --STS.________ 281
----------------- --
TheralOft total 506 d'vision Dox structures are required m sample area
26 64          506
1.3 Duck bii> Aerr-Ai the tail of every secondary canal, <j U<A bill weir is proposed to control rne walar level For sample area (hare shall be two slnjdure of duckbill weir
For whole project. the number of secondary canats proposed are
55
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Hydraulic Design of Canal Structure
FbrRBPC For L B.M.C Total
May £007
"40 r_45
55
Therefore total number of duckbill weir tn prOfSCl shall be 05
1.4       Few measurement of flow in canal *t is proposed IQ provide Par shall flume al lhe head of every secondary canal
So far sample area number of structures shall be For project area number of structures shall be
=2
= B5
4.3 Ocop or fall structures
Fur secondary  canals  m sample area, drop structure as  per L-SeclKWi prepared lor RS-1B and RS-17 are 15 and 17 respectively  Total 32 numbers  of falls  shall be there in secondary  canal pf sample area
4.4      F all on lertia ry c an als
Discharge of tertiary  canal is  very  small From tertiary  canal quaternary  canals  are proposed to olf take generally  al every  50m interval For efftcient, supply  of water for irrigation lhe FSL in tertiary  canal IS required to be kept above ground level, so those quaternary  canals  are capable tu Supply  water to held at ground level The drop m ground level in 50 m c* even 100m interval is  very  lass  say  0 2 lo 0 3 m Theielpre fall drops  m tertiary  canal shall ateD be small As  such a rapid tall or cascade type laII is  designed and drawing prepared lor Gumera irrigation protect, which shall be used lor Ago Project.
In   lhe   sample   area   37   tertiary   canals   are   planned   and   provided   Oul   ol   37   tertiary   canals,   V Section, the lengln and number oi falls structures required are given m table 4.3 below
Table 4.3
S, No
Terlial canal
Length ol tertiary
Number of (alls
canal in km
proposed
1
RT-17-lti
1 3D
16
2
RT .17-8
055
B
3
RT-1G-3
0 B5
7
4
RT16-1
0 65
7
Total
3.35
38
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Hydraulic Design of Canal Structure
Majfj!QOT_ _ _ _
For 3.35 fcm Ihsro ace 3B Ko of falls for sample area length of tertiary canal as per (able no 1 11.57 and 15 07 km 1cx Rt-16 and RS-17. So total number of falls on tertiary canals in sample
J I 57
area shall De f(X RS-16 ■- x3S 3 131
J?5 17 = y^ J = 171
Total 302
it Is proposed in tertiary canal wr»ere fall is provtfted Oivsion Boxes shall not b-e provided Therefore net division box required Shall be
RS-16 - 225 - 131 = 94 RS-17 - 281 -171 = 11Q
2U
So net 204 Division Box shall be provided
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Hydraulic Design of Canal Structure
List of reference books, and codes
1       Design of small darns by     USBR
2      Standard Books
3       Indian Standard Cedes
h)     Is code Na 12331 - 1988 - General requirements for canal outlet
■)      Is - code No 5186-1934 - Design of chute and side channel spillways - criteria Ui}      is coae No. 11527-1985 - criteria for structural des ign of Energy Dissipators iv)       Is code No 4997 -1968 • Catena for design of hydraulic jump with stilling basin
wilh horizontal and sloping app/on
May 200?
v)         Is code No 7114 - 1995 ■ criteria for Hydrautsc design of cross regulators for canals
vi)         is code No 6531 ■ 1994 • canal Head regulators criteria for design
viit is code No. 6936 ■ 1992 - Guide for location selection and hydraulic design of
canal escapes
viii} Is code No 7704 pad-l - 1993 - Design of cross drainage works code of practice
(General features>
ta) Is rode no 7784 pari 2 sed ■ 1995 - Design of cross drainage works rode of
practise aqueducts
*)   Is   code   no.   7784   Pari.   3   sect.   2   -   2000   -   code   of   practise   for   design   of   cross drainage work super passage
xij xii)
Is code No. 7784 Part. 2 sect. 3,
t
lL-i:d6 ■ coda nf practise for design of cross 
drainage works canal syphon.
Is code Nd. 7784 Part 2 - sec 4 . 1999 - D  > practice
e5   gn of cross drainage works code of
xiii)       Is code No ?7M part 2 sec 5 - 200 code of precise fw design of cross drainage works syphon aqueducts
xv) Indian Road congress code - 70 - 2000
xiv)       Is code Mo 1233.-1998 - General requirement for canal Outlels
58
Water Works Design & Supervision Enterprise
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HYDRAULIC DESIGN OF CANAL
STRUCTURESArja DedEMa InifitlflB Pt&|bcI
Hydraulic Design of Canal Structure__________________
TABLE OF CONTENT
'I ! Ci O NTR'OlL STRUCTURES . .. ..uiiiui imbhiubibi 11 IBI nnrisi iBi-i-re-! ■
li 0€SK5n Of RtGuiATM 8OR RS-16
1 2 DESIGN Of HEAD REGULATOR FOR SECONDARY CANAL RS-17 13 DESIGN OF ESCAPE REGULATOR ON RIGHT-PRIMARY CANAL
1 1 “1 ‘
11
-*
7.             CROSS DRAINAGE WORKS...................... . ............................................................................... -............... 1
Ji        Df SiG" Qt AOuEOjCt Oh RiGhT Primary CANAL .................. 4'
J 2      DESIGN OF SYPHON AQUEDUCT FOR JEJEDA RIVER CROSSING W'Th RiG hT PRIMARY
CANAL AT 22,0 Km
................ ........................... .. 6J
2.3        DE SIGN OF CMMfc S*PwO Foa Right B*ak Canal At Km 2.CM
2 4        DESIGN Cf AOtJEOuCT (WlTM NORMAL CaHAl SECTION) AT KM 23 S4 QF LETT PRIMARY CANAL
3.              ROAD BRIDGES/FOOTBRIGE .
3.1       De sign of Rdao Bhime at Km -15 O right Primaav Canal
3.2       Desigh of Road Bahme Aril 50 Km gf Left Primary Canal
3.3       Design of foot bridge f OR C* rrie Crossing at Km i g.oo of
8$
97
jd?
jq*
4.             STRUCTURES UNDER DISTRIBUTION SYSTEM......................................................................................  114
4  i  DESIGN  C*  apm  -  out  Let  for  Tertiary  CNN,  Ri-16-9  Of  Dr  -  iS  of  R.cht  ua,mj,™  caaial  i  i  4
42 OfSKiNC* (>a:k Bih WEiRf or 5cCcaoar Canal RS-17 of Right Primary Canal
iu
4 3 DE T A<3 f OR Turn Out ST AucTJt£(D'/isioiN Box] FOR Ou^iERNAftY Canal (Field Channel) 12$
4 4 DtSiGNOf Vertical Fall t .SUANO Road BR-tWE AT KM I 05 qf Slconcahy Canal RS-Tfi
45 1 OMWELL TYPE FALL ON TERTIARY CANAL RT-1E-9
4.6 DESIGN OF PARSHALL FLUME FOR SECONDARY CANAL RS-17
IV
1.,
LIST OF TABLE
Table  3 1 Total  Pre  sslire  along  length  of  floor
Table 3.2 Balance Pressure along length gf Floor
Li ST OF ANNEXURE
ANhfxijfiE   •   I
AnhEkuSE-   2
ANNEXING-   3
4e
Al
ANNEXURE - 4
A^Me      ■     5s
ANNE.XUKE ■ 5
i:2
123
124
ANNEXURE■7
Annexlire - S
I4S
149
AMCXWE ■ 9
150
AmmExuRE ■ 10
IM
I <2
I
Water Works Design & Supervision Enterprise
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Hydraulic Design of Canal Structure
1. CONTROL STRUCTURES
1.1 Design of Regulator for RS-16
Taking Off At Km 21.327 of Right Primary Canal
May 3D07
Arjo-Oedes&a Irrigation Project rs  planned to provide irrigation fadlily  lo 13565 ha land The project consists  of constructing an earthen and nock  fir dam acroii Dedessa River a1 latitude 80-31'12" N and longitude 36-40-04 E
The maximum light of dam is  proposed to be 40.6m from over bed elevation The Surplusing arrangement i e spill way  is  proposed in saddle No. 1 on ngh1 flank. For purpose of irrigation two canal Systems  are proposed to takeoff |he left bank  primary  canal, is  proposed 10 lakeoff from abutment of dam at a dislance of about lUm from 1ha end of dam. Another canal right bank  primary  canal is  proposed to lake&ff from saddle No. 2 on right bank  Both the primary canals  are canals. The F$L of both the canals  at off take poml is  proposed lo be kepi at EL 1348.00.
The  lengths  of  left  and  right  bank  canal  and  number  or  secondary  canats  taking  -rf|  from  them are given below:-
Pri ma ry canals Right  bank  canal Left bank canal
Length in km
42. BO
60.10
No. of secondary canal
40
45
From the right bank primary canal, a secondary canal RS-16 takeoff from km 21 327 For providing regulaled release of water in secondary canal RS-16, a head regulator is proposed to
be proved. Since at km 21 788 km a cross regulator, along with head r
egu atw
|(
Dr Rs.l7
proposed, cross regulator is not proposed at Km 21.327
The details of canals are as below
A Right Bank Primary - Canal
1)   Full Supply discharge e _ 1211 s„
D/S 5 523
2)   Bed writh
3) F JI supply depth = 1-1 -
= LJ? =i .„ £> 5 3.5 t>'S 1 25
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Hydraulic Design of Cana] Structure
May W
4)   Velocity
5>  Canal bed slope
6)   Side slopci
7)  Full supply elevation Canal bed elevaton
6)
V/S 0 604
------- = --------- r?j SK J> ‘ 5    0.596
0.0002
D/5
^4     =     1     5:I(W:F) £)/S
y.'j D.'S
L f.'S
as per calculation 1343.23
"     * -- as per calculation 134198
9)
Ground etevaiiOn
■ 1343.50
B Details of RS-16 secondary canal
1)  Fui supply discharge
2)  Bed witflh
3)  Full supply deplh
4)   Vetocity
5)  Beef slope
6)  Side slope
7>  Full  supply  elevation Bl Canal bed elevation
= 048 m^sec
= 1 00m
= 0 62 m
= 0 396 m/sec
= 0.0003
-  1.5:1 (HV)
-  1343 .08 as per calculation = 1342.46 as per calculation
Fixation of FSL of primary and secondary canal
A) Primary canal
The   FSL   of   right   bank   primary   canal   a1   off   take   point   from   dam   is   proposed   to   be   kept   al 1340.00 m
From head to 21 327 km the Slope proposed is 0.0002
Therefore FSL al regulator i e at 21.327 km
= FSL at olf take - 0 00020 x 20350
= 1346.00-4.07= 1343 93
From 0 km of canal 1o 21.327 km anticipated head loss in structures is considered as 070 m
Therefore FSL al regulator pomt i e 21.327km
= 1343.93 -0.70 = 1343 23
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Hydraulic Design of Canal Structure
May 2W
Since  cross  regulalpf  i$  not  proposed  on  primary  canat  th$  upstream  and1    downstream  FSL  of primary canal shell remain same
Ute Bed elevation = FSL - u's depth of waler
- 1343.23- 1 26 = 1341 97
0's Bed elevation = FSL - Dte depth of waler
= 1343 2B - 1 25 = 1341.9ft
it   is   proposed   to   provide   0   15   m   elevation   difference   between   FSL   of   primary   and   secondary canal.
FSL of secondary canal
= FSL of primary canal - 0 15
= 1343 23-0.15 = 1343.09
Canal bed elevation of secondary canal
= FSL - Full Supply deplh
= 134 3 Oft - 0.62 = 1342.46m
Desrgn for waterway of Regulator for secondary canal
The details of secondary canal are as below
1)   Bed width = 1,0 m
2)   Full Supply depth = 0.62
3)   Area = 1 21 mJ
4} Welted perimeter = 3-25 m
51 Hydraulic mean deplh = 0.37
6)   Slope of canal = 0 0003
7)   Velocity = 0.39S mi'sec
It   IS   prapo&eij   In   keep   crest   elevation   of   regulator   0.15   m,   above   bed   elevation   of   secondary canal
Crest efevaiton = canal bed ela vaticm * o. 15
= 1342 46+0 15 = 1342.61
The  walerway  1or  regulator  is  determined  from  trie  formulae Q = Csfle H “
(
Where. Q - discharge of secondary canal
Cs = modified coefficient of discharge for submerged weir
3
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HyflrauDc Design of CanaJ Structure
Be = Effective waterway
He = u's deplh of water above trfrsl elevation
Cs = shall depend on degree or submergence which is g*ven by   —
wtWft.  Hd   =  Difference  between  lPs   and  D'S  FSL  of  canal  -  0.15  m He = U/S FSL - crest elevation
■ 1343 23- 1342.61 = 0.62 Degree of submergence =                 = 0.242
May 2007
■
3
//„
J
From    the    graph    between    degree    nJ    submergence    and    rabo    of    modified    coefficients    of discharge. coafficieni (Cs/c), for value of degree of submergence of 0.242 is 0 90
—  =  0.90  C  =  value  of  c  =  1.82
C
Cs = 0.92 c ■ 0 90 x 1 B2 - 1.64
In the formulae
Q = Cs Be Hew
Substituting values Q - 0 46 rn i'sec
Cs = 1 64 and He = 0 62
0 45= t.64xBe(0.62)”
= 1.64 x 49 x Be
= 0.30 Be
Be =         ’ ■ 0 blbir
0.841
Height between FSL of secondary canal and crest elevation
1343.06 - 1342.61 = 0.47
Provide linear waterway of canal = O.sq m
Provide vertical lift gale of size 0.90 * 0.60 m
The width of cresl shall be kepi as 1 .DO m with upstream slope as 1 1 downstream slope as 2 1
• Level and length of downstream impervious floor for secondary canal
Q = 0 40 irkJi'sec and Length L - 0 0 m
Discharge intensity = —                    a 0 6 mJ .'w L U.S
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Hydraulic Design of Canal Structure Head loss HL ■ U/* FSL - D/s FSL
- 0 15
Ffpm blench curve for above Ef? is 0.52 Fhxx elevation = D.’s FSL - Ef?
* 1343.00-0.52 = 1342 56 Since canal bed elevatjon is 1342 46 cm Provide fkxsr efcvtfion al 1342.40 m
Ef. = Ef? + HL
0 52 *015 = 0.67
From graph for Efi = 0.6?
Di = 0.25 and D? = 0.66 Length of Cistern = 5 » (Dj - Di)
May EDO?
= 5 x (0.66 ■ 0.25}E 5 x 0.41
= 2.05 m
Provide 3 m length of cistern
Depth  of  u/5  and  D/s  cul  off  is  proposed  1q   be  k*pt  as  1.5m  Mow  u.s  bed  elevaiion  and  bee elevation of secondary canal
Elevation of ui's cut c>1f lor primary canal
= 1341,97 - 1.5= 1340.47 m say 1340 50 m
Dte cut ott elevation for secondary canal
134246- 1 S - 1340 96 say 134100m
• Floor length and Hoar thickness
ITJS  floor  -  ufe  impervious  floor  of  cement  concrete  shall  &e  provided  in  primary  canal  for  entire ped width of 6.00 m and for 3 m length on tfher side of centerline of Regulator
Cutoff on all the three side of impervious  floor shall be provided Since u/s  floor is  not Subjected io any  uplift pressure pruvide floor thickness  of 0.45 m consisting o» lop 0 15 m thick CC M-20 laid over 0 30 m ihick co M-15
For  negotiating  difference  between  upstream  canal  bed  and  crest  elevation  provide  slope  of  1  i (H:V)
Length for slope
Crest elevation - uffi bed elevaiion)
■   (1342.61 - 1341.97) ■ 0.64 > 0.64 Provide 0.70 length
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May ’out
For    negolialing    difference    between    downstream    bed    elevaikJfl    and    crest    elevation,    rl    is proposed 10 provide 2:i slope
So length for slu0S - 2 (crest elevation - Bed elevation Qi secondary canal!
= 2(1342 61 - 1342 46}
= 2x0 15" 0.30m
■ Thickness of downstream floor.
Downstream   floor   s   subjected   Io   maximum   uplift   pressure   when   "he   primary   canal   ■&   al   FSL and secondary canal is dry
There shall be two heads acting on cistern floor
1. Static head
2 Seepage head
1.   Static head - It is a constant head acting on entire floor
Assuming the sub soil water shall be at downstream bed elevaflon.
And assuming thickness of floor 0 45m
sial*; head on cistern floor shall be
= D's canal bed elevation - Botlom elevation of floor Bottom elevation of floor e cistern floor elevation - C 45
“ 1342.40-0.45 = 1341.95
= 1342.46 -1341.35 = 0.51 m =0.51 v
Sq m
.
2.   Pressure due Io seepage head
Pressure due to seepage head.
Pressure due to seepage shall be variable with minimum pressure at I he end of cistern floor and incjeasing on the upstream end of Floor with maximum pressure being at ihe upstream end just beidw the gate of regulator.
Seepage  head  =  u/s  FSL  -  Downstream  bed  elevation  ol  canal
= 1343.32 - 142.55 = 0 77m = 0.7? IM?
To   find   od   pressure   on   different   points   of   ftaor   firet   total   path   lenglh   shall   t»   wotted   out (Skeich for palh length is enclosed!
Total path length = 1.5*1 5+6.6*1+0 3*3+1 $*i 5
■ 18.90m
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Hydraulic Design ol Canal Structure
WfLy jw
The saepagE pressure at any point is found  out by 1he equation
Seepage head = (1-
1
jccpa^tf Path length upto tAe point Terra/ .T-riL'pog-r path length
Tc’al seepage oaih length upto end of floor j.e. before cut off wall = 10 9-(1.5*1.5)* 15.9 m
Uplift pressure due to seepage head
■ 0.77(1*15.9/16.9)
= 0.77 (1-0 B4J
= 0.77 *0.16 = 0.12m =0.12 tW
Tots: uplift = slake pressure * seepage pressure
- 0.51 * 0 12= 0.63 Um2
063
Thickness required a----------- = 0.28m
2.25
Thickness  considered  0.45m  is  sufficient  at  the  end  of  floor Thickness of floor just below lhe gale
. Length = 1,5 * 1 5 + 9.6 + 0.5 = 12.1m
Seepage pressure = 0.77
= 0 77(1-0.64) = 0.77x 0 36
)
= 0 27m y 0.27 UmJ
Total uplifl pressure = slal»c pressure + seeoage pressure
= 0.51 * 0.27 ■ 0.76
0
Thickness required =----------- = 0.34m
2.25
Actually thickness prqvioed is 0.45
So provide 0 4$m thickness of dslern floor for entire lenglh
• Upstream and downstream protection
Previous protection of cc block or stone pdching over gravel shall be provided beyond impervious cc floor lo upstream floor on both ends, It is proposed 1a provide 0 45 thick pervious protection conartlmg of 0 30 « block or starve pitching laxJ Over 0 15 thick gravel The length of upttream protection shall be
depl/t ft/ u ■ j rw a i?         I 5
r&rftaess of ft<wr 0.6
Water Works Design & Supervision Enterprise
in Association wliA I DtcreDDani-Diad Cffl idtanis and TechfioefW Ki. Ltd.
"TArjo-iJf dess! Eirif atlon Project Hydraulic Design of Canal Structure Provida pervious protection ref 3m lenglFi.
Way J0O7
f
A  toe  wall  31  the  ar-d  of  per^ou?  floor  qhal  be  provided  with  tap  W«lh  Of  0  5m  and  0  8m  al foundation    elEvaten    Foundation    elEvaten    shgtl    be    kept    1.0    m    below    t>pfa»m    canal    oed elevation.
Tfte length of (tow Sire am protected to read regulator
= 2 x depth of cut off
= 2 X 1-5 = 3.0m
Provide 3 CO meter length beyond astern floor. A tee wall at the end of protection shall be provided with top width 0.5m and 1 00m at foundation elevation Ths  depth o4 Toe wall shall be kept 1.5m below lhe downstream canal Ped etevalian
» Fixation of elevation or operating pteleform and road Bndge.
lt i& proposed to provide one iifl gate o 0 9m h 0.6m
Therefore Lho bottom elevalicm of operating plate form For gate shall be
= Cre$t elevation * 2 x height or gate + 1 Cm
= 1842.B1 * 2x0.6 * 1 00
= 1842.61 * 1 20 * 100 = 1844.81m keep a1 1844 80
Considering thickness of RCC stab of platform as D 20m
Top of operaling plate form ■= 1844.8 * 0.?0 ■ 1045 .00m
For Road Bridge
For Right faink  canal a iervtce (Md ol 5.0rn width iq proposed On left bank  The secondary cawl alsfl Lakes  off on Ie1l llda of pnmary  canal irheretoe a road stob ■ihali Os  provided across Di'S abulments of regylaior
The Bottom elevation of Road slab shall be kept 0 5m abo^e FSL of secondary canal
Bottom efiew^iton of $lab should be above
- 1343.08 * 0.5 - 1343.58
Considering 0.30m as ihickness tj1 road slab.
Elevation of Road stab - 1343 67 * 0.30 = 1343 97m
Thfc ground elevation at regulate* = 1343 50
So sfimce Road elevation shall be 0 50m above Ground efcvaltort = 1343 50 * 0.60 ■ 1344 10
St> provide Road Slab etevalion al 1344.1 Gm
Wa»r Works Desigu & Supervision Enterprise
Ln AasocladoD. wift totercoo d«f ml tints it I Um ttd TttllDocfqCt p-,i J.tf.ArjoDedea* frd£il>0B Project
Hydraulic Design of Canal Structure
Bottom Mvaton = 1344 w - 0 30 ■ 1343.80
So free board above FSL of secondary canal
= 1343 00- 1343 08 "0.72 m
Which, ts more than 0,5 m,
• Top and Bottom width of Abutments wmg and return wails
May 2M7
For  abutment:-  Abutments  shall  be  provided  be  taw  operating  platform  Road  slab,  and  any  load bearing slabs which shall be supported on abutments
The top width of abutment shall be 1 00m. The bottom width shall not be less  Shan 0 50 times the height measured from lop elevation of abutment Io foundation eleva lan The lace on waler side shall be vertical and w>dlh shall be increased on other s*de of abutmenl
*    Wing, S*de and relurn walls
The lop widlh of all walls that are not supporting any slabs far itaad shall be kepi as 0.50m
Bottom widlh shall be kepi not toss than 0 50 times the heighl of wall measured from top
elevation of wall to lhe foundation elevation The face of wall shall be depl vertical on
waterside and widlh j& increased on other side &1 wad.
The   foundation   of   Abutment   and   wing   wall   shall   be   *ep1   1.5   m   below   primary   canal   bed elevation
Foundation elevation = 1341 97 - 1.5 = 1340.47 keep at i 340 40 m
The drawing for this structure is available al drawing no AD-F-Canal-D-01 to 03.
0
Water Works Design & Supervision Enterprise
in Association wlCh IntercontlneBUl Consultants and TecUnotrats Pvt Ltd.■■■■1
_______________JArjo Dedessa Irrigation Project
Hydraulic Design of Canal Structure
May 2007
1.2 DESIGN OF HEAD REGULATOR FOR SECONDARY CANAL RS-17
AND CROSS REGULATOR ON RIGHT BANK PRIMARY CANAL AT KM
21 .766
1. Arjo-Dedessa project consists of providing irrigation facility tn a command area of 13 BnS hn
(approximately)
The  project  proposal  consists  erf  constructing  a  Earthen  and  rock  Fill  cam  across  Dedessa  river el location Latitude B°-31 -12“N and longilude 36:-40'-04" E the height of dam It proposed Io be
40,6 m from the river bed. Dirierent elevation proposed for dam are
River bed elevation 1320.0m
TBL 1360 0m
FRL 1356.00m
The   spillway   is   proposed   1o   be   located   n   saddle   no1   m   right   flank   The   minimum   draw   down elevation for Irrigation purpose is proposed as 1350 0m
Two cenat Systems  are proposed 1o lake off from Dam, one from leh Hank  and other from right flank  The nghi bank  canal i$ proposed to take oH from saddle No 2 in nghl flank  Where as left bank  canal is  proposed to lake off from left abutment of mam dam at a distance of 10 0 m from the end pewit at left bank of Cam
The  full  Supply  elevation  for  both  the  canal  systems  at  off  take  p&rnt  is  proposed  to  be  kepi  al 1346.00 m at off take po+nt of canal
The left and right bank primary canais are contour canais for their entire length The total
length of left bank pnmary canal is 60 1Skm and that of right bank primary canal is 42 60 km
For irrigation to command area secondary canals are proposed to lake off from Primary canals 
From left bank primary canal. 45 no of secondary canals are proposed to take erff whereas 
from right bank primary canal 40 secondary canals are proposed to take off
From the Righl Bank  primary  canal al km 21 786 secondary  canal RS-17 ,3 proposed to rake oft. Fur release of regulated water from primary  canal to secondary  canal Head regulator is required to be constructed To mamlam required supply  level in secondary  canal even when there is  low Supply  in primary  canal full supply  elevation in primary  canal is  required to be maintained For maintaining full supply  level in primary  canal, it is  proposed 1o provide cross regulator on primary canal
Water Works Design i Supervision Enterprise
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Hydraulic Design of Canal Structure
The delays ar pnmary and secondary canals are as telow - Right bank primary canal km 21.708.
May 2007
1   Cte$*gn discharge
2    Full supply elevation
3  Bed width
4    Full supply depin
5 CanaJ bed elevation
6.  Bed slope
7   Srde stopes or canal [H V) 6.  Vetooly
9  Ground elevation
t5 DS
L5 D5 I- 5 D5
c s
<52lffi' see 4.<M>W
5 5 ffi S.U F?l
I 35 — 
*i
C_S
£) 5
£5
DS
I 24
I Ml K6 1341 77 0.0002
—-— 
0 00022
= 15 1
0.596 or see 0.584 M
= 134370
Details of secondary canal RS-17
1.  Design discharge                   - 0.50 mS/sec 2   Full supply elevation         = 1343.01m
J   Bed width                         = 1 Om 4   Full supply depth             = 0 68m
5-  Bed eievai*on &   Bed slope
=1342 33 m = 1 m 0.0003
7   Side slopes ol canal          H V(1.5:1)
5   Velocity
= 0 41&54C
■ Calculation of FSL at Regulator site
Thfl FSL Of Hight hank primary canal al Oft take pant I rem Dim i$ kepi as 1 Jjfi 00m
From  heart  to  21  788  km  the  slope  propped  >$  0  CM2  TlMMfore  FSL  at  regulator  i
21
km
Waler Works Design i Supervi5ioq Enterprise
Ib AssdcIiUob wim Inureoadjrntaj cwuitMfc ua Ttchuflcniw Pvt luJAr J© Dtfem Irrigation Project
Hydraulic Design of Canal Structure
Mi; 2007
> FSL al o4f lake p&nt . 0 0002 x 20350
= 1340 00 -4 19* 1343S1
From 0 km of canal Io 21 700 km anticipated head loss in structures is crjrsidered as 0 70 m
Therefore FSL at Regulator poml
= 1343 01 - 0.70 = 1343 11
BED elevation w's - lull supply elevalxjn - FuN supply deplh
= 1343 tl - 1 25 - 1341.06
it  is  proposed to provide  difference  □*  0  1m between u<s and Ch'S  FSL O? Primary canal for cross regulator
Therefore D/S FSL of canal
= U.'s FSL ’ 0 1 - 1343.11 - 0 T * 1343 01
D.'S bed elevation = DS FSL - Full Supply depth
-1343.01 - 1.24 ■ 1341.77
• Design of Head regulator for secondary canal RS-17 fixation of crest level and water way
It  i$  proposed  to  keep  width  of  opening  equal  Io  bed  width  of  secondary  canal  i  e  1.0m
The delays of secondary canal are
Area = A = 1 39 <ti;
Wetted perimeter 1 p = 3 47 m
Hydraulic depth R = 0 4
S -0.0003
Velocity in canal 0 410 m/$ec
il   is   proposed   to   provide   difference   between   FSL   of   canal   and   FSL   ci   secondary   canal   as 0 10*b
Therefore FSL of secondary canal = FSL of primary canal 0 10
= 1343 11-0 1 = 1343.01
Bed level of secondary canal = FSL - Full supply depth ol secondary canal
= 1343.01 - 0 65 = 134 2 33
H is proposed to keep crest elevation 0 15 meter above downstream bed elevation Cresl elevation - 1342 33 + 0 15 = 1342 40m
The waterway is determined by formula (for secondary canal} Q-C BeHk 1' Q - Discharge ol secondary canal
Water Works Design 1 Supervision Enterprise
In AssolUlUch with Icidrccndnrntxi rcnsultuis and Techaoerau Pn LtdArJ p Dedcssa IrrlgiLion Project Hydraulic Design of Canal Structure
Way 2007
C- Coefficient of discharge for submerged weir Be = effective bed width
He = Depth of u/s water above crest
Q =0.50 m3/s
C“ Shall depend on degree d sufexnergonoe. which giv&n by *
Where. Hd ■ difference beiween u/s and 0/S FSL
■ 13*3,11 . 1343.01 =0.10 He - Us FSL - crest elevation
a 1343.11 - 1342 48 = 0.63 m
fi. H.
Degree of submergence =
= 0 158 day 0.16
For   value   of   degree   of   Submergence   0.10   from   graph   between   ratio   of   modified   coefficient   01 discharge is = 0.02 (                         =0.82
For broad crested weir cd is taken as 1 02 0. = 0.82 x 1 02 = 1 47
From formula
Q = C» x Be x (He)w
Where O = 0.58m3, Ci=1 47, He = 0 63 0 50 = 1,47 (0.63)” x Be
■ 1 47x0.50x06 - 0.74 Be
B* =
So provide 0.90 width and height = 0.60 m of opening
Provide werticte sluice gate al size l OOm x 0.75 m {Height Hor Head regulator
• Level and lengl.' i of down stream floor Q = 0 58 m3Jsec L = 1.00 m
Discharge inlensrly q ■ y - — - - u
Head loss = FSL-CMsFSL
Hj = 1343.20- 1343 10 = 0 10 m
4^
Water Works Design t Supervision Enterprise
to MskIxUos wlti In irrcoinijuntil CedsuJtaflis and TechOMraw EM Ltd.ArJ nllcdtssa SmgsrJou Project
Hydraulic Design of Canal Structure
From blench curve
EFZ for above value's of q = 0-50 and HL - 0 10m is G 5
Floor elevalibfl - D/s FSL - Ef?
= 1343.01 ■ 0 50 = 1342.51 m
Since canal bed elevation is 1342 33
Keep down stream floor level as T 342.30 m
Ef, = Ef7 + Hz
= 0.5 * 0.1 = 0.6
From graph (or Ef 1=0.5
D-=0.25 and D? = 0.60
Length of cistern - 5(Dj-Di)
* 5 (0.6 - 0.25) = 1 75
Provide 3m length ol Cistern
LNS cul o1f depth of 1.5m is proposed to be provided from u/$ t>ed el-evalicn So UZS cut Off frlevalion 1341.86 - 1.50 = 1340.36
May 3007
O/s cut off depth in proposed 1.00m below Dfs cistern elevation. = 1342 33-1 OO = 134: 33. so keep at 1341.30
Design of Cross Regulator waler way
• Fixation of crest - elevation and waterway
The crest elevation of the cross regulator shall be kepi at upstream bed elevation of primary tanal i e at elevation 1341 86 m
The water way for cross regulator shall be worked out from formula Q = C&e (He)i2
Where, = Discharge downstream
C = Coefficient of discharge a constant worked Out from degree of submergence =
6e = tffeclrve lEnglh
He ■= Head over cresl
Hd = Dftterence between u/s and Di's FSL - 0.10m Hera Hd= 0 10m
He = u/5 FSL - cresi elevation = 1343.11 - 1341.66 = 1,25
Water Works Design & Supervision Enterprise
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Hydrautlc Design of Canal St
ructure
May am
Degree of submergence *
= 0 0806 say 008
From lhe curve between degree of submergence and <a?io of modrfied coefficient to free fall Coefficient for value 0.081 is 0.65.
/■
— = 0-65 . Cs = c x cd
Ctf
Value of cd for broad crested weir = 1.82
Cs = 0.65x1 82 = 1.183
The waler way from formulae
Q -a Cs Be (He)17 where, Q = 4 gftSm^sec
Cs= 1.125
He = 1 25
4.969 - 1.1B3 x Be (1.25)M
= 1 65 x Be
4           969 t
Be »-------- ' 3 .01 say 3m
1 b$
So provide two bays of t SO each with peir of 1 00 m width
Total length Bl = Be +2 (Nx kp+ ka) x He
Where, N = No of peifS
Kp = for pei/s w4h a rounded nose i.e. ease and cut water = 0.01
Ka = for square abutment -wilh head walls at 90° to direction of
flow = 020
Bt = 3.00 + 2 (1x0.01*0.2) x1 25
= 3.00 *2x0.21 x 1.25
= 3 DO x 0 525 = 3.525
So assumed width of 3.6 m with iwo bays of 1.6 m each is sufficient to pass discharge Total width ■ 2 x 1 B + pe>r widih = 36*l=4 60m
Provide veri»cal lift gates two No of size 2.00 m x 1.5 m each
* Level and length of downstream floor
0 = 4 969 m'.see and length «s 3.6 m
Discharge per m length q = —   = 1 36 mVsec 
3.6
Water Works Design & Supervision Enterprise
la As.so-cl3i.Llon with luterccQUncoiil Consultants and Technocrats Pvt. Lui.
9
16Arjo-Dtdttsa IrrigatlM Praject
Hydraulic Design of Canal Structure____________________________
Head loss - Ufa FSL - Dfa FSL
HL= 1343.00- 1342.90 =0.10
From the blench curve for discharge per meler length tjf 1 36m3Jssc and
HL = 0.10 the depth Efj help™ Downstream water level - 0 80 m Therefore.
OiStcn elevation
= D.i$ FSL -0 80
= 1343 01 ■ 0.80 = 1342.21
Down stream canal Ped elevafon « 1341 77. Therefore astern elevation shall be kept al
1341.75 m
El, = Efj * HL =0.00 * 010 = 0.90 few value of EL =0 90
D. = 0 40 8 D =0.9
r
CrStem rength = 5(D?-Oi) - 5(0- 90 - 0.41
= Sx 0.5 = 2 5m
Provide length of 3 m impervious ftatx tjf cemanl concrete
* F lour renglh and floor thickness
H is proposed 1o provide upstream floor for 8m length Irom consideration of secondary canal and downstream floor for 3.00 m length Fo* drop in ufa and D.'s bed elevation provido stope ol 5:1, Therefore length of drop portion shall be
- 5 (ufa bed elevation-cistern elevation)
= 5 (1341.86 - 1341 75)
■ 5 x 0.11 = 0.55 say 0.50
Total f1«M length = ufa floor length * length for drop * Ofa Noor length
■ 8 * 0.50 ♦ 3< 11.50 m
Provide ufa impervious IHxk  thickness of U 45 m out of which lop 0 15m thick floor shall ba ni cC M-20 laid over 0.30 m ol cc M-15.
Total creep length (As per enctosed sketch)
=15+15*5* 0.50 *3* 1.5*151
= 17.51 m
So Tolal creep length of flow ol palh is = 17 51 m
Downs Stream Hour s hall b e s ubjecied I o maximum uplifl pressure w hen m upstream canal waler 'S> al FSL and downstream i$
I"
Water Works Design & Supervision Enterprise
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Hydraulic Design or Canal Structure
Maximum seepage head = u's FSt ■ Downstream oed alevabon d canal = 1343.11-1341.77-1 34 m
Assume 1h»cknesa of ostern Hoar as 0.60 m
Bottom elevation erf cistern floor a 1341 75 - 0 8© = 1341.15
There shall be two heads acting on cistern Roor
1, Static head
2. Seepage head
r
bed elevabon.
Therefore static head on cistern floor shall be
■ 0/4 canal bed elevation - Bottom elevation of floor = 1341.77 -1341 15 = 0.62m = 0.62 tonsW
May 2507
1  Sialic head:- Assuming the sub sol water shall be al the elevation of downstream canal
The seepage pressure shall be vanable with minimum pressure at the end erf D fa floor and increasing on the upstream end erf cistern lioor -rtrfh maximum presume being at the upstream and just below the gales of cross regulator
Maximum seepage head = 1 34m
The uplift pressure at D.'s end o1 Floor shall be
1 34 I ■ _             Jeepdfrr’ paih vpr& lAeewd1
Total creep length
Seepage length uplo down stream end of floor
= 15 + 1.5 ♦ 8 + 0 50 * 3 = 14.50
'14.50
Seepage pressure = 1 34 {1——)
17.51
= 1 34 (1-0.83} = 1.34 x 0.17
= 0.23 - 0.23 Vsq m
Total uplift pressure = Static pressure • seepage pressure = 0.62 * 0.23 = 0.85
Thickness of floor required = —- ~
Uirrr HrtjfJiJ or CoUtgete
U.B5
= — - = 0.36 m
2,25
So thickness. of 0.60m conferee is sufficient at end of floor seepage pressure al ufs end ol floor
Water Works Design & Supervision Enterprise
Id Assudafloa with 1CIcrt0QilnsEi*j Consultants JUUlT*cbric.crai£ Pvt. lidArjo-Deilessa [rrlfaLion Project
Hydraulic Design of Canal Structure
Seepage path Fength upto the pomf
= 1.5 + 1.5 + B = 11.00
So seepage uplift pressure
= T 34 (1.1L2) = 1.34 (1-0.63) 17.51
May 2007
= 1 34 x 0.37 = 0 50 rtf - 0 50 t/m!
Total up*f1 pressure = static pressure * seepage pressure
= 0.62 ♦ 0.50= 1.12 0m7
Thickmsss required a1 u/s end ol floor
= LE-0,50
2.25
Sd assumed thickness of 0.60 m for entire length of 3.50 m foe downstream floor is sufficient Provide top 0.15 cc of M-20 laid over 0.45 in 1hick cc. M-15
■ Vertical cut offs
The minimum deplh of upstream and down stream cut off shall be kep! as 1 5 m below canal
bed elevation aL lhe end ert impervious cc. floor Foundation elevation of upslream cutoil
= Upstream canal bed elevaiion -1.5
= 1341.86 • 1,5 » 1340 36 keep at 1340 30
Foundation elevation of downstream cutoff
= Downstream canal bed elevaton - I 5
= 1341 77-1.5= 1340.27 keepal 1340.20
< Upstream and Downstream protection
The upslream and downstream pervious  protection shall be provided beyond impervious  cc floor The pervious  prelection for upstream shall consist of 0 45m thicket blocks  or stone plchfcng laid over 0.15m :h>ck  gravel wrth total thickness  of 0.60m DownsVeam pervious pntodwi Shaw consists of 0 6dm thick cc. tjFpck ar slona pilchmg laid over 0 30m thick gravel layar, thus total depth is 0 90 m
This  pervious  protection  shall  be  provided  beyond  upstream  and  downstream  impervious  cc floor.
Length of upsUeam pervious protection
Dv/rfA of apairvam cuf off iiuckwss or Impmoxs floor
1
10
Water Works Design & Supervision Enterpris e
lb Association with IntmoDtannxj Coosunanrs and TtCimocnts Fix UdArjo Dedessj [rrlgaUen Project
Hydraulic Design of Canal Structure
May MW?
■ — = 2.5 m provide pervious protection for 3m Length beyond upstream
0.6
CC. floor
A toe wa'i al the end of pervious floor shaH be provided with top width as C 5 m and width at fouodalion Q0 m and ihe foundation elevation shall be 1 OOm below upstream canal bed elevation.
Downs  stream pervious  protection for protection of downstream scour and csiem floor. The
length of downstream proiedran shall be provided far twice lhe depth of downstream cut off = 2
X 1 5 = 3.02
Provide 3 m tenglh of 0 0 m deplh out of which depth of cc block or stone pitching shall be 0 6
m laid ewer 0.30 m gravel
A loe wall at the end oi protection shall be provided with top width =0.5 m. bottom widLh al foundation  elevation  0.6  m  and  foundation  of  toe  wall  shall  be  taken  1.00  m  ba*ow  1he downstream canal bed elevation
Thickness of Downstream floor tor Head Regulator
The ufe impervious floor length is same as that of cross regulator with cut off 1.5 m depth
Canal bed elevation of primary  canal is  1341 85 and that ol crest of secondary  canal is 1342.40. a slop® of 1:1 is  proposed to negotiate difference in elevation Similarly  for negotiating difference between crest elevation and D/s cistern elevation al regulator a slope o!
5  1 is considered
So sloping lenglh
U/s = l * (crest elevation u/s bed elevation >
= 1 x (1342.43- 1341.36}
= 0.62
Drs = 5 x (crest elevation - D/s Cistern elevation
■ 5 (1342 4B -1342 30) - 5 x 0.13 = 0.90m
Th# u/> floor is HM subjected tu any uplift pressure in any oondihon. Therefor* the iw's Floor is proposed to De of 0 45 rn thickness with Top 0.15 m with cc. M-20 bid over 0.30 wilh cc M-15
20
Water Works Design & Supervision Enterprise
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May ZBO7
Dowr.streani floor is Subjected to uplift pressute. and maximum upfiH pressure is exerted when /rater level in u.'s is at FSL and downstream is dry
In Ibis cpndJlion Iwo types i>1 pressure are exerted
) Stare
ii> seepage head
Stahc pressure is constant head Seepage pressure s variable manmum at down stream end of door and maximum at upstream end This pressure is applicable Cfl bottom of Hoor
Assumrzj thickness o* down stream fkxx as 0.45 m
Bottom elfivgnon ol floor = cistern elevation - 0 45 m
= :34Z3O *0.45 = 1341 85
Seepage head = upstream FSL - Downsrraam bed elevation of canal
= 134j.11 > 1342.33 = 0 7B m
Static hetd>
Assume sub so.f water elevation al downstream canal bed elevation. Ihnrafore Static head = D^s canal bed etevalwn - Bottom elevation cd cistern floor
= 1342.33.1341 85 - fl 48 m = 0 48 Cm'
Seepage pressure
Totai seepage path creep tenglh ■ 5.5*0.52 KO* 1.9CI* 3* 1 +1 Q7 * 14 09 m
(As per -.ketth enctesed)
Seepage pressure at any point
weptiw path >\‘rt#th Seepage pressure at l.ne end pl floor
Seepage pate length upto and pl floor 3 5 50 *1*0.62 *1 00+i 90 * 3,(jq = 11 52m
■ 0.70 (1-0 82} -0.70 X 0 18 = 0 14m =0.14 rym'jiTjnD(iJes$« IrritaUon Pro]feet
Hydraulic Design of CunaJ Structure
Total uplift pressure = static head * seepage fiead = 0.48+0.14 = 0.62 l/mJ
Ms/ upfr/r Thirtne-ss of flew regurrtd ■------------- ——-------- -
unit i^rA a/ concrete = 2^. 0.28
2           25
May 2007
Thickness of floor ronsidaFed as 0.45m is sufficient Io meet lhe raquiremenl al end of floor
Seepage pressure al ufs ■ u pelcwgace Seepage pain length - 5,5 ♦ 0.62*0 5
= 6 62 m
Seepage pressure - 0 7$ (1- I
6           62
= fl 76 (1-0.47) = 0 76x0 53
= 0.41m say 0 41 t/ma
Tolal uphli pressure - sialic head * seepage head
» 0.4B * 041 = 0.89 m " 0 89 t/mJ Toldf up/ifi 0TCJJOT
Thickness required a —-- -----— —------------ wjijj uvigffl or concrete
So assumed thickness of 0 45m i& Cunsfdered suitable
Provide cc. m-20 (or 1op 0 15 m thickness resl 0.30 shail o« cc M-15
Upstream and downstream proledion
Pervious  protection of cc. block  or stone pilch mg over yravel shall De prodded rieyond upstream and downstream impervious cc floor. Upsiream protection for head regulator shall be same as already proposed to be provided for cross regulator downstream prelector.
Downstream protecton is proposed io the provided for twice the length of downstream cut oft depth ■ 2x1 07 K 2.14
Provide 3.DO length of pentous protec ton, consisting of 0.45 m thick cc ttock or stone p,lchmg laJ over 0.15 (hide gravel.
AL the end pl protection a Loe wall 0 5m wide at top. i.Dm deep with DBm width al foundation ihad oe provided
Water Works Design & Supervision Enterprise
io Association urtdi lotBrcoEUneatal Consultaeis and Technocrats LtdArjo DtdEssa IrrljaUon Project
Hydraulic Design of Canal Structure
Fixation of elevations of operating pfatform A. Cross Regulator
May 2007
Il is already proposed to provide 2 lift gates erf size 2 0D m x 1.5 m tor cross regulator
Bottom el«val ion ol operating p latform is  proposed lobe kept at upstream Bede'evation oi canal i e. at EL 1341 75 The boltorn elevation of operating platform shall be fixed m such a way  that, after lifting the gale fully, there shall be a clear difference of l 0m between bottom elevation of operating platform and in condi kon when gale is lifted fiiltyr.
Bottom elevation of slab of operating platform = crest elevation + 2 x tasighl ol gate + 1 00
= 1341.06 + 2x15* 1.00
= 1341.86 * 4,00 = 1345 86 m
Considering 0..45 m thickness of RCC Slab far platform
Top elevation al operating platform tthall be
= 1345 66 ♦ 0 45= 1346.31 m provided at 1346 3 m
Writh o1 operatmg platform shelf be 2.5 m
Foot Bridge
A foot bridge is proposed1  across main canat far crossing from one side to another and also for easy approach for operation and mamtenance of gales.
This foot bridge shall also serve as crossing for cattle's and residents of area
The width or fool bridge shall be 2.00 m clear
The Bottom elevation of Foot Bridge shall be
= Dfs canal FSL ♦ 1.00
■ 1343 01 * 1 - 1344 01 m
Top atovation of Bridge slab shall be
Bottom elevation + thickness of RCC slab
Assume thickness of slab as 0.40 m.
Elevation of service road slab Top elevation = 1344 Qi + 0.4 = 1344 41
The ground elevation considered as 1343.70 Upstream FSL of canal is 1343 00
Free board is 0.60 m. Top or oank RL = 1343 60 m
Since  ground  elevation  is  1343  70.  embankment  ol  0.6m  height  above  ground  elevation  shall be provided for service road.
Service Road elevation = 1343 70 + 0.6 = 1344.30
23
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Hydraulic Design of Canal Structure
May 2007
So top of foot bodge slab shall be a1 kept al sarwe etevalion as that of service road.
B = For Head Regulator
The gaie Size proposed for head regulator is = t.Om »0 75m
Bottom elevalton of operating platform Is fixed as
= Crest elevation + 2 * height gale * 1.0 m
= 1342 48 * 2 X0.75* 1.00
=• 1342 48 * 2.5 = 1344.9G m say 1345 00
Considering 0.30 m as slab tfw*ness
Top elevation of operating platform
a 1345,0 * 0 30 = 1345 30 m
There is a service road 5 Om wide on left bank of canal The secondary canal is also taking ott on Ie1t Side Therefore a bndge slab shall be required to bo provided across secondary canal near head regulator The elevation of Road 1$ 1344 30 keeping elevalran of top of Road slab
aS 1344.30 and considering slab Ihickness as 0 45 m
Bottom elevation of slab ■ 1344 30 - 0.45 = 1343.85 m
The FSL Of secondary canal 13 1343 01 m
The clearance between FSL and bottom Of Road slab
= 1343.01 - 1343 01 ■ 0.84 m
For secondary canal, free board required is 0 50 m. Since clearance is 0.84 m, which is more than required.
Top & bottom width of Abutment, wing and return walls.
For Abutment: Ailments  shall be provided below, operating plailarm. Road slab, foot bndge slab, i.e Where lhe wais has to bear loads. The top width shall be kepi as 1 GOm |hB bottom Width shall be 0.50 limes the height from ewvalian pf top al abutment to foundation elevation The face an waler side shaH be vertical and width shall be increased on other side
Wing wall: AH walls which are not supporting any load, lap width shall be kept as 0 50 m
Bottom  widlh  calculation  and  face  on  walei  side  shall  be  m  the  same  manner  as  that  of abutment.
Based  on  1he  above  design,  a  detailed  drawing  has  been  prepared  which  is  available  al Drawing no AD-F-Canal-D-004 lo 06.
2-1
Water Works Design & Supervision Enterprise
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IMUt
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Hydraulic Design of Cajal Structure
May_2O0ff_____
1.3 DESIGN OF ESCAPE REGULATOR ON RIGHT - PRIMARY CANAL
AT Km 2,00
Arjen  Dedessa  Imgalion  Project  envisages  oonsLruclion  &1  earth  and
rock  HP  dam  at
tel
8*-31’12" N and lang
The sile has been satect&d niter reconnaissance visit to
aflernalrve sites identified earlier in pasl studies The height of dam is proposed 1o be 40 6m Two canal systems are proposed to takeoff from dam for Irrigating command area downstream of dam One canal is  proposed from kift flank  and another from nght flank, The right bank canal is proposed to take off from saddle No 2 located in right flank The minimum draw down levs? is proposed to bo ai 1350m elevation The FSL of canal al off take point m proposed to be 1348 Omeievgiion
The right bank canal is proposed Io be a contour canal The canal cresses the river Wfwna at about 8 00 km from off take point Near WAMA RIVER Canal Shall be in neavy filling m both the Hanks of proposed aqueducl An escape is essential on mam canal to release water suddenly tex safely of canal, when canal in downstream is breached or canal is required to be closed for maintenance or due to sudden closure o* outlets by cultivators
Therefore Escape structure is In be located in India1] reach and suhseijuenfry m other reaches at intervals depending upon the importance of ths channel and vicinity of suitable dram
Il is proposed 10 provide an escape for Right bank main cangt about 2.00 xm downstream from off-take pomt of canal Near escape site at km 2.00 there is  drain having catchmem area or about 2 5 km . This dram joins WAMA River alter about 500m downstream from the cross, ng point of drain and canal. Canal near the drain is m culling.
The escape shall have following components
1         Sluice lor Escape from left   bank of canal
2
Fall u1 about 6 to 8m wirth sluice and lift gates
3
Cross regulator
4
Escape channel
Canal FSL and bud elevation at location of structure canal data Right Bank
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Water Works Design & Supervision Enterprise
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H
ydraulic Design of Canal Structure
May 7007
1
Canal full supply discharge
including 10% ftexibiMy factor
7 52 mVs
2
Bed width
=
6.25 m
3
Fun supply depth
s
1.40 rf|
4
Longitudinal stope of canal
=
1 in 5300
5
Side stope
=
1.5 1
fi
Location or Escape
=
2 km from off take point
7
Velocity in canaJ
-
0 643 m/sec
6
Ground elevation
=
1949.00m
Str
eam details
1
Catchment area
■
2 50 $Q, km
2
a} 100 year peak flood discharge
As per hydrology report
a
10 00m4/sec
b) Add 30 % extra fo* design
=
3 00 rrP/sec
c) Total design discharge
=•
13.00 m3/$ec
3
Slope of river 20 m in 1000 m length
frc*n 1350 to 1330 m
3
1 in 50
4
River bed e'evation at canal crossing
'■
1347 00 m
Calculation of FSL and Canal’ Bed Eievalion
FSL o* canal a-1 offtake ponts is 1346.0 m. The stope ol canal is i in 5000. therefore drop =n 2 2000
km (2000 m) shall be ------------  = 0.4 m
5000
FSL of canal a1 Escape is                = 1340 0 * 0.4 m
- 1347.6 m
Canal bed elevation = 1347 6-1 4 = 1346 2 m
Dtechwgt far «capa can be considered up» 60% of Ofc 
or main canal
since  ttw  escape  is  lotaled  En  ihe  initial  rush  ihe  discharge  m  the  escape  -s  canutatf  nearer
fa   Ihe   iuH   supply   discharge   Th*   full   supply   discharge   df   canjl   «   7«   mW
fllcap9     Sha|(
De Jesigribd tor 7 UC rri :.'sec only
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Hydraulic Design of Canal Structure
Design of cross regulator
May sou?
Th& cross regulator is required lor diverting 1he discharge through escape slrudure to escape channel There shall be difference oJ  0.15 m between upstream and downstream FSt of primary right bank canal Bed width, discharge, full supply depth shall remain same for u.$ & dte canaF.
1
FSL elevation
l- y
/DS
1347.6/
/1347.45
2
Canal bed elevation
W/
/D,S
1346.2/
71346 05
* Fixation of cresl elevation and waterway
The crest elevation of fhe cross reguFator shall be kepi at the upstream canal bed elevation The crest elevation = 1346-2 m The bed width i e linear waterway shalr ba calculated from formulae
Q = C .Be He11
C is modified coefficient, depend: ng upon degree of submergence
Degree of submergence is given as ','-
Where., ti.3 = Difference between ufs and D/s FSL of carnal 0.15
He= Head = u/s FSL - crest elevation
= 1347.6 ’ 1346.2 = 1.4m
Degree of submergence ■           = 0 107
From graph between degree o1 submergence and ratio of modified coefficient to ftee coefficient is 0 70
So miXPlaed coefficient ■ 0.70 x 1 705 = 1.18
Where. 1.707 is coefficient for broad crested weir SubsliiuUng values of Q = 7.52 He = 1 4 and Cd = 1 19
7.52 = 1 19 Bfr(1 4)lJ
7.52                  7.52
Ijy ----------------- —    =-------- -----
a
1                  I 19x166 >3.81
■------------------------------ --------------------- ---------------------------- - ------------------------ 2H Water Works Design & Supervision Enterprise
It) Association will lutermaUiirn Lal totuulUfi u and Tecbnttra ts ITL LtdArJoDedessa Irrigation Project
HydrauU c Design of Canal Structure
Assumed 2 bays of 2 25m each with dne peir of 1 Mm width
Total length Bt = 8e * 2 (N x Kp + Ka) He
■ 3.81 + 2 (1 xO.Ol * 0 20) 1 40 = 3.81 + 0.29
= 4.10
N = No. oi Pairs
Kp = for rounded ease water = 0.01
Ka = for square abulmenl wdh head waits al 90° = 0.20 Thug assumed width for water way is suitable
Total waler way 4 5 + peif width = 45*1.5 = 6.00m
• Level and lenglh ol downstream floor Q-7.52
May 2007
Head loss HL = uJs FSL * D.'s FSl 1347 6 - 1347 45 = 0 15m
EL from blench curve Downstream floor level
= 0 90m
= D/S FSL - EL
= 1347.45 ■ 0.90 = 1346 55
But the canal bed elevation is 1346.05 so adopt cistern level » 1346 00
Er. - EL * HL = 0 90 + 0.15 ■ 1.05 from graph
O. =0.4 Dj = 1.1 m
Cistern floor length required = 5 (D;-D,) = 5(1 1-0.4) = 3 5 m
Provide 5 m = length of cistern
Gats size and Elevation of operating platform
For operation of cross Regulator, 2 gates of 2.25 m x 1.5 m shall be provided Gales shall be vertical lift gales with side roller and hoisting arrangements For hoisting arrangement a
operating platform shall be provided Tup elevation shall be Fixed as  such that when gale is fully opened there shall be clearance of 1 0 m between top of gates and bottom of operating plaliorm
Top etevalion = crest elevation + 2 X height of gate platform + 1,00 *
ihickness of slab
Assuming depth of slab as 0.60 m
29
Water Works Design & Supervision Enterprise
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Hydraulic Design of Canal Structure
Top elevalKjn = 1346.2 + 2 x 1.50 + 1+0.6
■= 1346.2 + 4 6= 1350 6 Keep lop elevation at 1351.00 m
Vertical cutoffs
Mir 3W7
■
The minimum deplh of u/s and downsircam cut off shall be provided 1.5 m below bed elavahan
Bottom elevaion of upstream cd off = upstream bed elevation -1 5= 1346 2-1.5= 1344 / m bottom Hevation of downstream culoff
= DIS bed elevabon -1.5
■ 1346 05- 1.5 = 1344.55 m
Ttjp Vrtdth 0 50m Bottom widlh 1.00 m
Total floor length and floor thieknnt
II is proposed to provide upstream and downstream floor for 1C m length
For difference m Poor elevation a slope of 5 1 is proposed
Length for drop = 5 x 0.15 == 0.75 m
The  thickness  of  upstream  floor  is  considered  as  D.8  m,  On  ihe  upstream  there  shall  be  no uplift pressure, as the column of water shall balance the uplift
For downstream floor minimum thickness of 0 6 m shall be provided The floor thickness shall be kepi aS 0.60 al the end of cistern floor and 0 8m at Ihe beginning of cistern liDor
TqHaf creep length (As per enclosed sketch I
= 1.5 + 1.5 + 5+ 0 75*5.00+1 5+1.5
= 16.75m
The maximum uplift pressure on downstream floor shall be there when 1ho  upstream canal is at full supply elevation and downstream canal <s dry
There shall be two type of pressure working on bottom of floor pressure duct
1) Sialic head end
2) Seepage head
11 Slant Mad = DrS canal bed eievalton - Hottorti elevation of floor
u.e floor thtekness considered]
= 0.90 m =■ 0.8C UmJ
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Water Works Design & Supervision Enterprise
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Hydraulic Design of Canal Structure Seepage head shall vary from point la pcwnt.
May W ————-
The minimum seepage uplift head shall be at end of Cistern floor and it shall increase in the upstream with maximum seepage uplift ai upstream end of floor Maximum seepage head = u.'s FSL ■ Dawnskeam bed elevation
= 1347 60 ■ 1346.05 = 1.55m
Calculation  of  uplift  pressure  al  different  point*  and  thickness tjp'ill pressure at end of downstream floor
Total creep lenglh upto the poani
= 16 75 3 * 13.75 m
Uplift pressure = 1.55 (1 -
) 16.75
■ 1.55 (1 002)
= 0 2B m
Tol&i head = stank head * uplift
= 0 60 + fl 28 = l 06 m
= 1 OS tfm’
I 08
Thickness required = -------= 0 48 m
2.25
Therefore 0 60 thickness of floor at end af Root shatl be sufficient
Total uplift at 2 m from downstream
= Total creep length upto the point = 13.75 -5-11.75 m
Seepage upufi = 155(1 -
-) 16 75
■ 1.55 (1-0.70)
= 0.465
Toldf head = stalk head + 0 465
= 0.8 + 0.465 = 1.265 m = 1 265 Um' Fiber thickness = -         - 0 56 m
2.25
So thodtness o1 0.6m is suffocant upto 2 m from end
JI
Waler Works Design & Supervision Enterprise
Lb Association mth letcreei«Lnea[*L [onsuitanw and Technocrats Pn Ltd.Ar]© Dedtssi fnigitfon Project
Hydraulic Design of Canal Structure
Al 3 S m From O'S endl of floor
Total creep length ■ 16 75 - 6.5 = 10 25 m 1025
Seepage  uplift  =  1  55  (i  ■  ——) 16
= 1.55 (1-0 611 - 0 60 rrt
Total head = 0 60 * 0.50 = 1 4 m = 1 4 Um-
M*y zoo?
Thickness reqmred = *
■= 0 62 2           25
$0 thickness q1 0 S m shall be provided
Al 5 m from D^S end ot floor
Total creep length = 16 75 - B 75 - &m Seapag© pressure - 1 55 11 •
16.75 = 1.55 |1O 4$| = Dfli
Total head = OS * OBI = 1 61
Thrckness required - *
= 0.72 m 2_5
So 0 8 thickness considered shall bo sufficient So provide 0 6 thick finer far 3 OOm length from downstream end and provide U flm thick Ikxx for length Irum 3 0m downstream end CO 7 00 m Irom downslream end or floor
Upstream floor shall be 0 6 m thick
The floor shall consists of cfimtml concrete of Itjdlrwing rnir - skhmijUi
For 0.60 m thick floor ■ fop 015 m thick of OC M-20 and 0 45 m thick cc M15
For 0 00 m thick floor - Top 0 15 m thick cc M-20 and 0 65m thick cc M1$
Upstream protection
Upstream protection shall be provided to protect lhe floor li s proposed to provide 0 6 m thick ec block or stone pitchi ng over 03 m thick gravel
The length Of protection required =   St  "Nr  .AprAi  .j/  -  fj,'  ■■ jfari wifj.v pfrjjtbptii-J ik g
= 1 67
So provide length ol 2 00 m ol loose protection beyond upstream lloor Water Works Design £ Supervision Enterprise
I"*
In AHSoeUdon with InierronUnrotil CtoMiraDls and Trclmocnns Prt. I,idAtJd- Drftssa IrrlfaUflB Project
Hydraulic Design of Canal Structure
Launching apron
May 2007
It is proposed to provide boulder 0.6 m thick over 0.3 m filter or gravel The total cubic contents of the appron shall be = 2 25 limes depth of cut of!
□ = depth of downstream cut off = 1.5 m
Volume ■ 2.25 x 1.5 = 3.37 cm
Thickness of appron provided is 1 00 m.
3           37
Length required shell be — = 3.37m
Total length ot protection and launching apron required = 1.67 + 3 37 = 5 04 m In upstream it is proposed to provide protection of 2m length so provide launching aopron ■ 5 04 - 2 = 3 04m. provide 3 m
Downstream protection
To  protect  down  osiern  floor  and  scour  ol  1.5m  deplh  of  cut  off,  down  stream  floor  shall  be provided for a length
= 2 x depth of cut off
-2x15= 3.00 m
Provide 3.00m protection of 0 60m thick cc block or stone pitching over 0.3 m graded filler
• Toe wall
Toe wall al the end of upstream and downstream protection work shall be provided The top
elevation of toe wall shall be a1 upstream and downstream canal bed efevalton respectively 
The toe wait shall have following dimensions.
Top width a.5 m foundation wioih Q.$ m and depth of 1.0 m
Design for Escape sluice and Escape channel
The escape sluice shall be located on toft bank of canal near Manbo stream, catchment area of wh-ch is 2 5 sq km and peak flood discharge for 25 year relurn period is 1Q m^sec and design discharge consideong wdh 3 0% extra discharge is  1 3 0 nr/sec  The peak  flood has  been computed based on rational formula given in hydrotogical report The bed elevation of stream al 200m downstream of the crossing * 1335.0 m. This stream joins Wama River at a disiance of about 500 m downstream ci crossing The discharge through escape sluice and e scape channel >s proposed to be 7 00 m’fsec Therefore the Maribo stream is quite suitable to take discharge The stream bed etovation al canal crossing point is 1345 m. where as rhe river hed
_______________ _______ —____ ____ _____ ______________ _____________________ 33 Water Works Design & Supervision Enterprise
In Association with InterrontinMital fonsnltants and Tficbnocnts Pvt l idJtJd Jtedtssa Mfitinn Project
Hydraulic Design of Canai Structure
May soot
elevation 100 m downstream of crossing ts 1340 0 m The bed elevation o' canal upstream of Structure « at elevation 1346.2 m. So escape Sluice Shall be comNned with approximate 7 25 m fall
Design of Escape channel and determination of tail waler level
Ti^e e$caj>e channel «a proposed lo be earthen channel with cc bl&cfc or stone pichiftg tor 15m length near junction of channeF with stream C.C btocfcs or stores pitching is atee proposed tor 10m length after the downstream appron.
It cs proposed Ip provide 0 8 mi’sec velocity in escape channel
Discharge 1o pass = 7.00 m’/sec
Velocity proposed = 08 m/sec
Area of charmer required = — = 0 75 sq. m
0.8
Assume bed w*dth of escape channet as 5 m, w ater depth as 1.3Om and side stopes 1 5:1 (H:V) Chen area - (B * nd)d Where, B = bed width of channel
- (5 * 1 50 11.3) 1 3                      n = Horizontal component of s*de slope
= 6 95 *13“ 9.035 m“
J
d - Cteplh of waler in channel
Required area ts 8 74 m  so seciron adopted is appropriate and is considered suitable
O7
Acluai velocity = =■     ------ = 0 78 nVwc
.4    9.035
P-5+1 80 x!3 = 7.34
R= rW/=123*‘”’’5
v  =  -  V  :   where  n  =  0  025
a
0 7b = 46 S' '
s' ■ P C'2  =0 017
s
46
S “ 0 00029 I m 3500 Appox
Bed  elevation  of  Escape  channel  at  junction  wih  5(ream   aboul  10G  m  downstream  of  cross^g point of canal is propowd as 1339 m (i.CO m t>ai™ stream river hed elevation] of 13400
Waler elevation shall be 1339.0 * 1.30 m - 1340 30 rn
34
Water Works Design & Supervision Enterprise
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Hydraulic Design of Canal Structure
May 2QG7
The  length  of  escape  channel  is  proposed  io  be  200  m  Water  elevation  at  downstream  of appron of fell Shan be
1340 30 + 200 X Slope = 1340.30 + 200 x 0 1X1020 = 1340.30 + 0 050 = *340.356 say 1340 36
Tati water level al junction of Escape channel and appron of
escape fall shall be
1340.36 m.
Bed elevation = 1340.36 - 1 30 = 1339.06 m
Desrgn of escape sluice
Escape Slmce has to pass discha ge of 7 00 m^'sec. The FSL of canal «s 1347.6 m. Where as 
r
canal bed Is  1346.2 rn The Tad wafer level is  1340 36m Therefore lhere shall h~ a fou of 1347 6 - 1340 36 = 7 24 m Therefore escape sluice is proposed Io be combined wKh 7.24 m fall It is proposed Ip provide glacis fall with gale.
Water way and cre*( elevation
The upstream canal bed elevation Is 1346.2 m and FSL elevation is 1347 6 m. Normally crest elevation Qi Escape channel is  kepi al canal bed ulevalron. Since Escape structure ■& combined with fall, Iherefore for better flaw condition it is proposed fo keep crest elevation 0 15 m above canal bed elavalion T hB width of crest proposed is  1.00m, from consideralton of providing vertical lift gale at crest elevation
= 1346.2 * 0 15 = 1346.35.
Linear water way required n calculated from ionriuJae
Q = 1 64 La D**
Where, Le ■ linear water way
Q - Discharge considered -70 m ;sec
D = Depth of water over Lhe crest
= u/s FSL ■ cresl etevalion
= 1347.6-1346.35 = 1.25 m
O= 1.64 La D‘ ’’
7 = 1.84x Le (1.25)^
= 1 84 x 1 40 x Le
7
So, provide opening ol 2 60 rn
Water Works Design A SupenrtsfonEnterprtse
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Hydraulic Design of Canal Structure
Gate and £ leva lion <jf Operating Plarf&rm
May 3007
* For conlrql of
from escape sliiice a vertical lifi gaie of 3 Oflrn x 1 5 shall he
provided. Gate shall be vertical gate with side roller and hoisting arrangement Fcx  fixmg hoisting arrangement a operating pFarfonm shall be provided Top elevation o f a per sting platform s hall be fixed in such a way 1 hat when the gale is fully opened, there shall be clearance of 1 00 m between lop of gate and bottom olavalion or slab lex operating platform
Top elevation of operating platform
= Crest elevation + 2 k height of gate * 1.00 m * thickness of slab
Assuming thickness of slab as 0.60 m
Top elevation ■ 1346.35 + 2x1.5 + 1 0+060
= 1346.35 + <60 - 1350 95
So keep elevation at 1351 OD m
* D/S Glaoes
Il is proposed to provide 2:1 slope m downslream gtecies to be joined tarngenliafly to the cistern floor with radius equal to 0.6D
0 & x 1 25 = 1 00m.
Approach;-
Upstream glacies - upstream slope ol glaoes is proposed to be kept as 1/2 1 Joined tangentially Io the aest with a radius equal to
D/2      ’ ”J“
Say 0.6 m.
Side wali&> (he side walls shell be splayed al an angle of 45° from ihe end of upstream and to be extended by 1.0 m into the earthen banks Irom the line of FSL The top elevalion shall be 100 m above upstream FSL.
Calculation for depth downstream for energy dissipation.
It is proposed to provide a glacies fan with slope of downstream glaci&s as 2 1
TWl  1340  36  and  IM  bed  elevation  of  downstream  Escape  channel  is  1339  06  Considering Datum elevation al U3S 0b I Reffer enclosed sketch)
Lbs TEL aoove 1339.06 sh&J| be = iZ’ + d + ha
3ft
Water Works Design & Supervision Enterprise
Id AssntHUoii with iBIcrcontlflcntaJ f» sultanu and TOciuwetits Prt. Ltd
nArjQ Dcdessa IrrlgiUoD Project
Hydraulic Design of Canal Structure
Where        dZ ■ cresl elevation - D-'S canal bed elevation d - depth of waler above crest elevation
ha - velocity head of approach AZ = 1346.3S - 1339.06
= 7 2® d =1.2$
May 2007
ha = head due 1o velocity of approach =
F*
2g
Vi£ j - considering rectangular sector*
7
VTTis
= l.K7m-'sec
3962       19.62
u/& TEL = 7.29 * 1 25 * 0 16 = 8.69
Down steam TEL a1 jump neglecting all olher losses
= d + head due to velocity at junction of Glacies and D/S Itaor = ha
t
Where, di * d&pLh at pump and V’ = velocity at jump
„ Q      ?     2.33
>. =     = — = —— ^placing value ol V.
x     3d, d,
na =         . -(233}J - .. 5 43                 _ °222 ' 19 62 d,1        19.624/ ’ d,:
Equalling U.’s TEL = D-S TEL
8.69 -
. 0.277
d. * -——
8.69       = d ' - 0.27? solving this equation =0 1B1m
Water Works Design & Supervision Enterprise’
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Hydraulic Design of Canal Structure
r e 2.33 _ 2 33
1 d t 0181
May 2007
Frffljd No = -^=L= = 9.76
Energy dissipation
= 12.88™ sec 112 M
V^si .t o’m " 132
It  «  proposed  Io  pr&vfoe  hydraulic  jump  wfo  hcwizDnlal  apppn.  Since  Froude  number  is  more than 4,50 sliding basin Type II shall be adopted
D2 - the depth of water adjacent to D, is calculated as per formula
2
= o,s(i a/ -i)
+
-0.&L/]*
= 13.31
D. = 13 31 x 0161 = 0.72m = 241m
Another formula
i)  =0.5(27  02-1)
w 0.181
2x5.45   O.lf
+
tt3
2
*V0 181x9.81*
4
<6.11 I 0 m2
<6.1182
= 0 09 * 2 473 - 2.363
Therefore adopt Dj = maximu«n ol two values i.e 2.41 m
Cistern elevation - D/S TEL • 2.41
= 1340 36 -2.41 = 1337.95
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Hydraulic Design of Canal Structure
So cistern shall be depressed by
= D/S bed elevation of escape channel - cistern elovatron = 133B0C’ 1337.95 = 1,11 m
Iky 2007
The difference between cistern elevalwn and bed elevation erf’ escape channel shall be joined by slope of 2.1 (H:V)
Length of Cirstern required is  determined from Graph between Froude number and ratio of length of cistern <Lb) and downstream deplh of waler fd2) (copy  of graph is  enclosed as Ann*xure -1)
The value of — for Frauds Mo 9 76 is 3 95
= 3.9 Say 4
o■
«
L, = 4x2.41 =9 46
Length of cistern can be determined from another formula
Length = 5(d -cii)
z
Where. <32 = Depth of wgler adjacent to jump
d1 = depth 01 waler el jump
= 5(2.41 -0.18)
= 5x2.229 = 11 15m
Since maximum length out Df two formulas is 11 1$ m
SO provide length of stilling basing as 12.0m
Basin Appurtenants; -
As  per  Froude  Mo  9.76,  Hydraulic  jump  with  honzonlal  appron  basin  Type  h  is  selected accordingly the Das<i appurtenant are desired (Refer Annexe re . 1)
Chute Mocks  - Height wdlh and spacing of lhe chule block  shall be equal to ,/ = 0 iB1m Say  0.2 m The chuia block  shall be prided al junction of facing and horizontal appnon The chule near side waits shall he at U 1m from wall
«)
Basin block
Sr ail be provided al a distance of 0 8 O; from eoge or chuie- btocks = 06x241 = 1 92& Provide at 2 m.
39
Water Works Design & Supervision Enterprise
In AssOclition wlUi iDlereondaKnu] Canjuluints and Tficbnocrate Pvt. LtdArjo Dedessa Irrigation PToject
Hydraulic Design of Canal Structure
May zoo?
Height = hD. lhe height shall be calculated from graph between Froude no and For Froude number 9.76 value of — is 2 25
it=225
h -2.25x0.161 =0 40
a
Provide height af 0 40 m
Width at bottom and spacing = o 75 Hh
= 075x0.40 = 030 TOO width shall be - 0.02 h  = 0 02 x 0.4 = 0 06
t
iii) End sill
At  the  end  of  floor,  dented  sill  shall  be  provided  Upstream  face  shail  be  vertical,  downstream face shall be wi1h slope of 2:1
Height = 0 20 dj = O 2 x 2 41 = 0 482
Provide 0.5 m
Top width = D.O20J “ 0 046 provide 0.1 m
Spacing and bottom width = 0 1502 = 0.15 x 2.41 = 0.36 m
Provide 0.4m
The end dent «& proposed to De adjacenl to side wall and shall have no yap between end dent and sidewall.
Upstream protection and cut off
in u/S impervious floor of cc for 5m length is Reposed to be proved At th* end of floor a
curtain wail to act as Cut off to a depth of 1.5m below lhe u/S canal bed elevat™ shall
proved. The cut off wafl shall be of 0.5 width ai top and 1 0m at foundat.on eleven
Though there shall have no uplift pressure on upstream floor, however ih-ckness of upstream
floor shall be kepi as 0.60m The bottom of upstream cut off = u/s caca, be(J e| , '
depth ot cut off
40
b
Provide 0 1 m
Upstream face shall be vertical and downstream (ace shall be w4h slope of 1 1 Spacing from side wells shall be kept = 0.375 H = 0 375 x C.4 = 0 IS m
Water Works Design & Supervision Enterprise
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= 1346.2 -1.5 =1344.7
May 2007
Beyond impervious floor, for a lenglh of 5m pervious protection of D.6m thick cc block of slane pitching over 0 3m gravel shall be provided in bed and side slopes ol canal A LM wall 1 Om deep Shall be provided al the end ol pervious protection: with 0.5 top w d1h a1 top and D 0m a1 bottom
Down stream cut off and protection
Provide  cutoff  wair  20m  helcw  (hecrslern  revel  wuh  top  widlh  of  0  5m  a  nd  bottom  wvllh  ol 1 00m 31 foundation
Foundation elevation of curiam wall = cistern elevation - 2 00
= 1337 95 ■ 2 a 1335 95
Downstream protection
Impervious  floor beyond downstream floor shall be provided for 6m length, consisting ol co block or stone pitching 0.6m thick lard Over 0.3m thick gravel A loe wall al end o1 imperious floor ol 1 Om depth with 0.5m top width and O.Bm wirf|h ai bottom shall be provided
Thickness o< Downstream floor
7he maximum uplift pressure on downstream floor Shall be when in Lhe upstream Canal waler is al FSL and downstream tu dry Considering floor Lhickness of 1 CKJ m and assuming subsoil water level at D/$ bed elevation
The static head - D'S bed elevation - Bottom elevation pf cistern
= 1339 06-1336-95
= 2 11 m
Total seepage head = u/s water etevation - d/s bed elevation
- 13476 -1339 96 = 8.54 m
Creep length for stoping appron = 2,24 (134B.2 ■ 1337 951
= 2.24 x 8 25 = 18.48
TdISI creep length from U/S to D,S (Refer sketch No i!
= 3*3*5 + 1075+18 48+12+2*3.11 = 47 865
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Hydraulic Design of Canal Structure
The uptift pressure a1 different pornls 0? floor shall be
___ ____________ May 2007
The weight of concrete shall counteract uplift pressure
Total uplift head = Static head + seepage head al that point
The  floor  shall  be  designed  as  RCC.  The  floor  shall  be  designed  for  uplift  pressure  as  Galante head i.e. = Total uplift pressure - 2.25
Uplift pressure and balance head for which design is to he done is given m following Table
Statrc head 2.11 m Total creep length = 47.665 m Seepage head= fi 54
Table 3.1 Total Pressure along length ol Floor
s No
1 1.
2
|3
i4
Ll
Point considered
2
Ai er>d or fluor
2m from end of floor
Creep length
upto point
Uplift pressure
head
0.54(1.
47.66$'
CO' 3 )
■ Static
head
Total
head
m/t
Total
pressure
in Vm*
3
4
42.565
5e7
40.665
4m
36.665
6m ’               "
36.665
am
6
17
iOm -
12m     ’        "
34.655
32,665
30.665
0 654 2 11 2 964 2,964
1 23 2 11 3.39 3 39
1 62 2 11 3.73 J 73
1 96                2.11         * 07            4 07
2 31                 2 11         4 42            4 42
2 65                2 11         4 76            4 76
3.07            k'2.’n
tsL
5 ia
Provide l.m RCC floor upto 2m length. 1 25 RCC floor from 2 to 6m and 1 5m thick floor from 6 to 12 m from end or floor So balance pressure foe design ot RCC. floor shall be
■4?
Water Works Design & Supervision Enterprise
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Hydraulic Design of Canal Structure
Table 3 2 Balance Pressure along length of Floor
May
s. j Poml
NO
1        Al end of floor
Total uplift pressure
t/sq.m
2-964
Thickness       pressure     due    Balance  pressure  for
of          stab   to   self   weight
which  RCC  floor  rs 
proposed         df floor 2 25 k     Io he designed thickness        of
floor
1 0                  2 25                    0 714
2        2m trom end            3.39
1 0                   2 25                        1 14
3        im from end              3 73
4 6m from end 4.07
1.25                  2.81                        0 92
1_25                  2.81
l 26
5        fim from end
4 42
1.5                 3.375
6 .      10 m "
15
k 1.045
3.375
f 1 385
12m "
4 76
5.18
15
3.375                      l 605
Th* width of fall is 3.00 m and bed widm of Escape channel ■& 5 m The transition length shall be provided with splay oi 1 in 5
Length required = x 5 = 5m
Provide db'S previous protection for 6m length
D/S  sidewalls  of  «lem  shall  be  for  length  of  12*2  -  14  m  with  lop  elevation  equal  to  1  Sm above downsUeam Tail water level
= 1340 36 4 1.5 - 1341 36, provide upto 1342.00 m
Return walls shall be at righL angle to sidewall al the end with lop elevation ait 1342.00 m
Length shall be 1 5 {Top elevation - D-'S bed elevation ] + 1 &
■ 1 5(1342 - 1339.06) * 1 5
= 1.5 x 3 + 1,5
= 4,5 * 1.5 = 6 m
The foundation elevation is proposed tc be kept 1 5 m below cistern elevation i.e. 1337.95 -1.5 = 1336 45 keep al 1336.50 m
Top width of sidewall and return wall shall be 0.5 m
Bottom widlh = 0 .55 x height up to foundation
= 0 55 x 5.50 = 3025 m
Provide 3.00 bottom width front face shall be kept vertical
4?
Water Works Design & Supervision Enterprise ‘
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Hydraulic Design of Canal Structure
Road
May 2007
Provision of service road of S 00 m wttflh on canal is made on r«fl ban*: c-1 Right bank prwnary canal. The escape structure- is also proposed on left bank of canal, therefore a slab for road bridge across escape structure is necessary.
Jt is proposed to provide 5.00 m wide road slab adjacenl to tower lor lift gate of escape
Il is assumed thal thickness of RCC slab shall be 0.B m and top ^oad slad eleven snail be same as that of service road i e at EL 1340 60 m
The Beta led drawings of the structure, based on above rtesign calculations, are available al Drawing no AD-F-Canaf-D’O? to 10.
44
Water Works Design A Supervision Enterprise
Id Inodadofl Mrtth [ntercoDdoental Coasuliaots jmd Technocrats Pvt. lid.r*OUD£ HUM9ER [F>| RECOMMENDED length FOR U 7/1
MSIN ilOCrt
»-W ft 2
h*
C£hTCO
Sill
JlOFE 111
SlQ*I 2!l
tb
-
Dimension Sketch for Bajcn 11SKETCH POft HEAD LOSS IN AQWDUCT 4 DIFFERtNT ELfVATCN*r)o Bedcssa Irrigation Project
Hydraulic DesLgn of Canal Structure
2. CROSS DRAINAGE WORKS
2.1 Design of Aqueduct on Right Primary Canal ACROSS WAMA At Km. 8.00 RIVER
General
May M07
rt
Fcx development of irrigation in Eth*opiafc 0 lue Nile River basin is considered as one of the potential area In Blue Nile nver basin Dedessa nver is one of lhe important river Yield from the catchment of river is considered suitable fo<r harnessing far ’rrigatKXi purpose.
In the past, studies were conducted by different agencies USSR, WAPCOS. ano BCE DM for locating different dam sites on river Dedessa for the feasibility study. After reconnaissance visit to site and studies of alternative proposal the dam site location at lat S 31 ’-12'N and loog-iude 36°-4CX-0* G is tentatively selected The dam site is approximately 1 5km upstream of function of Dedessa and Wama River.
The Project Proposal
In 1M project proposal it is proposed to irrigate 13665 ha [approximate) of land on both flanks Of dam The dam rs proposed lo be earth and rock fill dam The maximum height of dam is proposed 10 be 40 6 m from riverbed elevation of 1320 00 m
Canal Proposal
For irrigating area on both flanks, two canals are proposed 10 takeoff from dam, one on the left bank and other on right bank Left bank canal is proposed to take off from teft bank abutment o1 dam In the right Rank, there are Iwo saddles adjacent to each other, saddle No-i and saddle No 2 In saddle No 1 spillway  structure is  proposed to be located, where as  outlet fix  nghi bar-k canal is proposed to be provided in saddle no 2
From  Ihe  consideration  oi  elevation  of  command  area,  the  elevation  al  outlet  from  dam  wdh m-nimum draw down elevation is lentauvely fixed al elevation ol 1350 m-
The   eievabon   in   saddle   ft   approximately   13575   m.   where   as   the   elevation   of
(et     ,s
proposed  to  be  kept  at  1350  m  elevation  The  FSL  in  canal  down  stream  of  oollet  .s accordingly fixed at 1340 m elevation
The area ft proposed to be irrigated by two canal systems, left and r.ghl bank canals taking off from the dam and saddle no. 2 of righ; flank The lengths and U-schgrge of canals at out let jx>mt for two canal systems are as below
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Hydraulic Design of Canat Structure
May aw?
Canal
Area of                  Approximate                   Discharge al irrigation            length of Primary             Head in m^sec
in ha                canal in km
1
Left bank canal
7450                     6019                          9 015
2
Right bank canal
6215                      42.00                               7 521
Total                         13665
Topography
102.98
16.536
The topography of command area is very undulating, as such the primary canals far left and nghl bank  are la be afigned as  contour canars. Since canals  are contour canals, number of drainage channels or streams shall t>ft required lo oe crossed, tor which cross dramage woras are to be constructed In right bank  there is  major fiver Warrm which is  a major tributary  al Dedessa river and is  funning very  near t& dam area Warns  river joins  Dedessa rrva- approximately 1 5 Km downstream of proposed dam The right bank primary canal has to cross Wama river m ils initial reach
The nghl pr-ma<y cangf is aligned to cross Wama river at about flkm from outlet The location of crossing al Wama rrver with canal is al Vacation 2S1325N 9460ME with river bed elevation at1332 0 m The crossing point is  about B5 km upstream o< |unc!ion of Wama river and Dedessa nver.
Hydrological Detail of Wama-River
< Data for Wgma River at crossing point
Since WAMA River has very large Garment and structure across river shall be vwy important therefore flood value fix 100 years return period is considered for design
The hydrological data for Wama fiver IS Detained from 1 m 50000 maps, available survey maps in scale! 10, 000 and hydrology draft repori
i) Catchment area approximately li) IM year peak flood discharge in i 500 year peak Hood discharge i vj River bed elevalKin
v) Average river slope
. Hydrological data for canal
3542 km2
584 m’/sec
776 mJisec
1332 CCm
1 in BOO. i.O 00125*
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Water Works Design & Supervision Enterprise
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Way 2007
Hydrological data are oased on tongl duigrt carried Oul tor eommantf area of right bank canal computed from survey maps.
il Fufi supply discharge
< inclusive of 10% flexibility factor) ii) Canal bed width
in) Full supply depth
iv) Longitudinal slope cf canal
v) Length or canal from ongm up1o crossing
wi) Valocly m canal
vii > Side slopes &f canaf
7 52 m^'sao
<5 25 m
1.40m
1 m 5000 (0.0002)
8.00 km
0 643 m/sec 1.5.1 (H:V)
2:1 (H V)in rilling
Since FSL of canal al head is proposed to he 1340 00m The rSL at cmssir'g shall be
FSL al head - loss gf head due Io slope uplp crossing po.nt
- Loss of head in structures upstream of crossing
-   1348 - 0,0002 x 8000 - 0.10 m {assumed head loss in structures i
-   1340 -1 6-0.1
-   1346.3 m
VII) FSL of canar ai crossing
viii) Bed elevation of canal at crossing Calculation for high flood elevation
1346.3 m 1346.3’ 1 4 1344 0 m
For evaluating high flood elevation in river. value of peak Hood discharge of 100 year return period shall be considered For free board purpose peak flood value of W0 year return pe>«d shall be considered
As per hydrology report the peak flood discharge values are •
i) For 100 year return period h) For SOD year relurn ponod
= 534 m%ec
-          775 mJf&ec
Water Works Design & Supervision Enterprise ”
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4UJArjd Dedess* [rrlfiLtfon Project
Hydraulic Design of Canal Structure
May am
For evaluating high flood elevabon of river follcwng topographical details are considered
i. Cross section of river at crossing povit
it Longitudinal stupe c-f river
nt Rhrer bed material
Detail topography survey and geological investigation are yet to be compteted In absence of detail survey  and investigation, which may  lake some time, data available from different available records are considered for design.
Cross section of river has been c umpuied from contour survey map of command The nygr slope compulation is carried oul from 1; 50.000 map. It is reported that exposed rock out crops are available at crossing point
On the basis cf above information, highest flood elevation has been computed
For calculating highest food elevation following formula has been used
Q = A xV Where Q ■ Peak hood discharge io n' sec
A = Area erf river below flood level elevation considered
in m2
V = Velocity of river during flood in m sec
The velocrfy is calculated by Manning’s formula
i* = ks' -
rt
Where, n - Coefficient of rugosity depending on nver bed material
R = Hydraulic mean depth = A/P
A - Area erf nver below l ’ood etevation
P = Wotted parameter of river below flood elevation
S - Longitudinal slope of river
As reported, exposed rack out craps and boulders are available at crossing $<te therefore value ol n is  considered as  0.03. The longitudinal slope u4 river upstream and downstream of crossing is  obtained from 1:50000 Map. The slope >s  evaluated by  considering two contour points crossing Ibe it ver and the distance between them The slopes worked out are
Up slrea m of crossing = 1 700 {HDD 143)
Down stream of crossing = 1:800 [0 001251
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Hydraulic Design of Canal Structure
May 2007
*F(x computation of high flood etevation slo&e of i: -500 has. tree-n consjdered Based on above daLa and cross section o1 river, values lor area, wetted perimeter, discharge and velocity for different e levation f rom 1336m to 1338m a re computed far every 0 .25 m interval. From the computed values a ruling curve for discharge and flood eleva lion is drawn The detail values and rating curve is enclosed as anm&xure 2 From the rating curve lhe highest flood efovahons are worked oui for flcod values of 100 and 5OC years return period
i- For 100 year peak flood of 584 wt' sec flood elevation is = 1336.66 m
il For SOO year peak flood of 776 w' sec flood tfevSison l$ ■= 1337 08 m
lii Width of nver a1 1366 6 m elevation is = 155.90 m - 156.00 m
Area a! high flood eievalion of 1336.66 m ■ Ji 6 79 m2
Weited perimeter = 163 57 m and velocity - 1 83 mfsec
■ SefociBon of type of structure
The canal discharge is  only  7.52 m’/sec  and bed elevation at crossing is  1344 9 m fhe discharger in WanM river is 584 m'*sec and highesl flood elevation is 1336 66 lor IM year flood and 1337 05 lor 5OT year flood Ctear difference of more than 7.5 m u available between HFL cf river and canal bed. Ihorefore box type aqueduct structure is most Suitable for crossing
* Water way of drainage
The width of river g| HFL is 156 m and 1here Is drfierence of approximately 7 5m between H FL and canal bed elevation, therefore the river waler way can be restricted al crossing pomi
The width of river few regime condition «s given by Lacey's equaliQn
F 4.«3^g
Where,             Q = Total Peak discharge n m’/sec
> 584mtaec
P = 4 S3 y 5R4 = 4 93x24 1? m /6ec
= 116.7 2m say 117.0m
Il is  proposed to provide peics  at IQ m c/c  interval Pens  shall be of remforcM oemem concrete 1 0 m lint*. with peir cap oi 2.0 m wide and far T.5m heigln The p^, cap Shali Lie prcwided 10 accommodate I he bearings Delwean super structure and fteir, necessary for moving
._______________________________________________________ _____ _ _________ ____ 5 I Water Works Design & Supervision Enterprise
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f
JArjo Utdeita IrrtjratioD Project
Dydraulic Design of Canal Structure
ham sot?
-■■■
.-
-
-_
________ mm.
vehicular load The cap shall also provide ttvs support far supftrstruclure trough of canal Tne
1
cut and case wafer of peir shalr also be provided  2.0 m wide with semi circular shape
Length of river a1 HFL elevation of 1336 6$ Is 156.0 m if the length of structure is reduced from 156 m canal m flanks  of river shall be in heavy  filling. Heavy  filling section shall be uneconomical and when ihe canal is ffowing there shall be always danger of heavy losses and breaching of canaf any ferw during running of canal
To avoid such occurrence, rt is proposed to provide 200 <n length □! aqueduct structure with 20 bays □( TO m each center Io cenler So there shall be 21 parrs al 10m center lo cantef. Peirs al enlry and exit end shall be hurried peirs Due to provision of more length, of structure there shall t>e reduction in length of heavy filing reach, and reduction of •waterway of fiver ai HFL shall be also minimum
■ Canal Water way
The fuB Supply discharge of canal « 7 52 mW with bed width rd 6.25 th  waler depth 1 4m. and velocity 0.643 m/sec
Assuming velocity 01 1.35 m/sec in trough. Area of trough required for massing ih® discharge
4 = _______ _________ 752 Monty trough
| J5
Assuming depth nf water in barrel same as that of canal i.e H m 4       5 57
Walerway required shallbe = ’
—— 3 9s Sav -4 0m 3 4     1.4                 7
Assuming free board of Q 5 over waler depth for trough
Height of irough required is = 1 4 * 0.5 - 1,9 m provide 2 0m
Therefore required size of barrel is 4.0m x 2.0 m Provide twin ducts of 2 0 m x 2 Dm wrth < vertical divide wall o1 0.30 m thickness
The l#n duels shall be pt reinforced cement concrete w>lh. fop, bottom slab and mfodle wall shall have ItaltoMfi o1 0.3 m The outer sfoe walls shall be 0 45 m thick. It is proposed to lake redd over toe duel. For easy entry and exit pi vehicles Irom carat to reap over duct lhe earth work erf canal shatl be provided io cover lhe end peir for about 6 m lengih ol duel on both side oi structure lns*de width of duct shaN be i 3 m and outer width 5.2 m
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By rtraulic Design of Canal Structure * Transitions
May 2007
It i$ proposed lo provide 4:1 splay in conlraction al entry and 5 1 splay in expansion at exit
Provide 4 m
Provide ftenflth of 5 .00 m
Shape a1 entry and exit poinls shall de belf mouth type
■   Head loss and bed levels at different sect>on
1
■   Head loss fs calculated! for different sections (Refer scotch enclosed )
Sections considered are -
1-1 At Ute enlry point from canal 1o strudure
2-2 A1 the entry poim of duct
3-          3 At lhe exit poim of duct
4-          4 A1 the exit pornt of downstream of canal Considering section al 1-1
Canal bed width 6 25 m. Water depth 1.4. stae stapes r 5 1
Area at FSL - (B 4- rre/Jr/ Where. B = Bottom width in m
d - depth of water in m n = side slopes of canal Q= Discharge in m /$ec
J
A = Area Inm*
V= velocity in m/sec
A = (6.25 *1 5k 1.4) 1.4 = It.69 m2
Q - AxV V = Q/A
r
Velocity = 7 52 /11.69 - 0.64 3 m/ ec
S
2
Vttacfy head = V I 2g =
2*9.8!
= 9^12 -
19 62’
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Pvl Ltd.<LrJo Dcdess-H irrigation Project
Hydraulic Design of CanaJ Structure
Canar bed elevation = 13d J 9 m
CaAarfFSL ■13463m
TEL » FSL + vekwiy head = 1346 3 * 0.021 = :346 321
At Section 2-2
Area oJ trough i 2 x 2 x 1 4 ; 5.6
V2 = Velocrty ■ Q/A ■ 7 52/5 6 ■ 1.34 m/9ec
VekxMy lead ■ ■ 1 3*^962 = 1 80/19-62 ■ 0 092 m
0.2 fa’-F,*) Lass of Lead in contraction =             ~g
May 2007
=
Elevation ot water surface = TEL al section 1 -1 - 0.014
= 1346,321-0.014= 1346.307
Elevation of waler surface = TEL- Vetooiy head
= 1346.321 -0.0902 = 1346 217
Bed elevation » 1346.217 -1.40
= 1344.817m
Bottom elevalion of though slab and top elevation of peir
= t344.8l7 - D.30 ■ 1344 517 m
Al section -3-3
Head loss from section 2-2 to 3-3
m this section 1he RCC trough barrel shaft continue tram section 2-2 iq 3-3. therefore area
velocity, wetted perimeter, and velocity head shall remam constant at both sections 
The head loss in this reach shatr be calculated from Manning formula
Vj = 1/n R20 S
Vj= vetoed)' between section 2-2 10 3-3
Where  n  -  Coefficient  of  rugosity  dependmg  on  surface  material,  taken  as  0.016  tor  concrete surface
R = Hydraulic mean depth = Aj'P
A = Area of trough upto water elevation in trough
P - Wetted perimeter of trough
54
Water Works Design & Supervision Enterprise
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R
R
R
R
R
4
I
4
4
9
9
I
I
I
I
I
I
I
I
Arjo DeJcssa Irrigation Project Hydraulic Design of Canal Structure
S = Slope m trough
R = 4//’ = ——— = 5.6/96 = 0.58 4-014
Rr 1 =0.70
V3 = 1.34 = 1/0 016 x 0 70 S *
May 2007
1.34 j Q,n16
0.70
■' S =.90094
= 0.03]
Head loss Irough = Lftngln of trough x stope
= 200 X 0 00004
= o.ies
EJSvation flf TEL = TE L elevation at 2-2 0.1 SB = 1346.307 - 0.1 B8= 1346.119
ElevaliOrt of water surface = 1346 119 •’Velocity head
= 1346 119 -0 092 ■ 1346 027
Bed elevalion = water surface elevation - waler depth
■1346.027-1.4 =1344 627
B-ntlom elevation of duct stab and top of of pair l4n 21 (downstream pe«r>
= 1344 627 - 0.30 (thickness of bottom slab of trough |
= 1344 327 m
Section 41 4-4
The  section  from  3-3  to  4-4  is  expansion  transition  portion  The  canal  section  al  4  4  is  same  as at seclion 1-1, therefore vehocily, velocity head shall remain same as ihat of section 1-1
V4 = 0 643 m.'sec and velocity head 0 021 m
Loss of head in expansion between seclwn 3-3 and 4-4 i$ 0 3         ■»?) _ U.3[(|.J4)? -(1).634)‘|
2g
0.3(180 0.413)
= 19-62 = 0.021
19.62
Elevation of TEL at 4-4 = TEL ol section 3-3 - head loss =1346,119 - 0.021 =1346.096
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Ib AssdcIsUdo with In termtinea lai Consultaries and Teehtrocrais Pvl Ltd.
55Ajjd tedtssi Irrigation Project
Hydraulic Design of Canal Structure
Etevat+on or water surface TEL al 4-4 -Valocrly bead = 1346.095 - 0.02t = 1346 .077 m
Bed elevation = water surface elevation ■ waler depth = 1346 077^1.40 = 1344 677
Total head loss m structure
May 2007
• Upstream FSL at section 1 -1 - Downstream FSL at section 4-4
■ 1346.30-1346 077 ■0.223 m
Foundatten elevation
Foundation  elevation  determination  is  dependent  on  the  scour  depth  mn^sured'  from  Highest Hood level
Scour  depth  is  calculated  py  two  farmulaje  One  by  Lacey's  formula  and  another  by  Unwin’s formula
Lacens formula
Scout depth Di = 1 35
q - discharge per unit length
f = S4I lacier depending upon bed matenal
(Toraf dterfrnTgg) Ef/tcrnr I'uie’ijr w.i4* fiigy
c
Propose J length o! Structure is 200m between enlry and exit pair. but effective langlh at HF L is only 156m.
There shall be 15 pslf of 1 m thicknass a! H.FL
So aifactive waler way ■ t56 - lx 15 = 141 Q = 5B4 m3/sec
Therefore discharge per meier lengin q = -22 - 434 ,n
Di= 1.35
= 1.35 (4.14J/1),a
= 1.35x2.58 = 3.4Sm Fpundaiion p1 peirs are l<j be kepi 1.50 O, Below h h
ig ast fi^ atewat Dn
j
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Jn Assodauon wllh |
i
B moa[b(mal
t
Sasu[LllQts M(| TeftlD(J( rau
,ArJoDedes&a, IrtlfitJcD Pre jecl
Hydraulic Design of Canal Structure_________________________________ May ~.oo;
The H.FL of river is 1336.66 m Scour depth lor p&irs should be 1.5 X 3 4$ = 5 22 m below HFL
• Scour depth fey Unwin formula
According to Unwin formula = normal scour depth = £T - R(Wi'L)
Where R - Hydraulic mean depth of river below H.FL
W - Lacey’s regime width = 4.73
Q = Maximum flood varne
L = Obstructed width of water way of river
R = For River when H FL at 1366 66 m from Table available al Annexure - 2
= 1.65 * 0 09 of (difference between 1366.50 and 1366 66)
= 1.94
W =4.73 v'584 = 114.31m
L = Obstructed width = 141.0 m
D' = 1 94(114.31 / 141 J05'
-1 94 x 0 87 - 1.69m say 1.70 m
The maximum scour depth for pen* is taken as = 2 X D‘
= 2 X 1.70 = 3 40m below H.FL.
For    determination    of    foundation    elevation,    maximum    scour    depth    calculated    shall    be considered
The scours depths a*a
Scour depth as per Lacey's formula As per Unw»m formula
5.22
3 40
Scour   deplh   values   by   Lacey's   formula   being   higher   15   adopted   for   Fixation   of   foundation elevation
The H.F Elevation is 1336 66m
River bed elevation is 1332 00m
F&undahon elevation for peirs = 1336 66 - 5.22 =1331 44m
Depth below river bed >s only 0.56m
Therefore. Keep minimum depth of 2 0m below river bed ie >330.00m
Foundation level of peirs located in river portion below H.FL Shall be 1330 00m
PBtfS   located   above   H.FL   elevation   foundation   elevation   shall   be   kepi   2   0   m   befow   jrG;j,1cf elevation al peir location.
Foundation elevation of wings a transition walls shall be kept 2 OCm below ground level
• Afflux >n drainage
57
Water Works Design & Supervision Enterprise
Id Assuciilfon wim Jotercinidflcatai LonsvlLaris 4Dd TechuDcrits fn LtdVJo Dtdftm Irritfadoa Project Hydraulic Design of Canal Structure
May 3007
Dug  Id  contraction  of  rwer  flow  area  at  structure  sie.  there  shall  be  rise  in  High  Flood  water elevation which is Afflux, which is calculated by formula
Afflux = h a {/fl 7 85 * 0.0152} (A% - 1)
Where, v ■ Is velocity in unobstructed stream .n m/sec
A = A/ea of unobstructed stream in m'
A = Area of obstructed area of stream in m2
Where, V = 1 83 nVsec
A 3 318 50 sq.
Area of obstructed stream = Area of stream unobstructed upto HFL - Area of pairs 
There shall be 15 peir& in enlire length of waterway at HFL
The average area of peirs shall be for 3 peirs only m river portion {for height between elevation
T1h3e32r1e0m1a3in3i6n.g661) 2i.ep. a4i.r5s 6 shm all  have  average  height  between  elevation  1332  to  133.66  i  e  4.66  m and 1 0 m.
Therefore area of pe*r
-3x1 X4.56+ 12x1 x
= 13 90 * 33.6 = 47 58 sq.m
j
2
Obslrucled water way 316 50 - 47.59 sq. m = 270.92 m3
Afflux ={103 H7S5 *0.0152] {(310.50 270.92)* 1}
= (0 168+0.0152) (1.38-1)
= 0 1628x0 33         = 0.062 m
Afflux HFL = 1336 66 + 0 062 = 1336.722
Free board
Free  board  in  drainage  is  the  d.flerence  between  Kjwesl  botlom  elevation  of  slab  oi  troLKjh  arw afflux HFL d river
Free board = 1344 327 - 1336.722
= 7 605 m
Minimum tree board required *s 1 0m
Therefore    ihera       suffice    free    board    oi    7.6m    available,    which    is    much    than tree board o1 1 00m
Water Works Design & SupennsionE^rMs?----------------------
required
IE Association Wffl, lB(f
« u «u, emdiou and Twliwcuu
Mn
Llx]ArjoU-cdessa irrigation Project
Hydraulic Design of Canal Structure
Loads and forces to be considered for design of box
Loads and forces to be considered for different components of trough are -
Top slab -        (i} Serf weight
(ilj. Combination of Moving load of vehicle on road which shall create maximum moments
Bottom slab • (i). Seif weight
fii) Weight ol waler
Middle waH (i). Sett weighl
S»de walls (i) Waler pressure from inside fii) sett weight
The whole structure shell be monolithic structure and shell have fixed (rigid) joints
May 2M7
The   stresses   apling   on   each   member   due   to   load   and   forces   acting   shall   be   oblained   by moment distobuton melhod
Length ol Petrs
The total outer widlh of dud IS 5 2 m Adding fax  cut water and ease water oi sent circutof type which shall continue up to lhe ground elevation Tne radius  of cut and ease water shall be taken as per dimension of peir cap i.s 1.0 m.
Therefore lotal length of pers Shall be 5 2*1.0+1 0 - 7 2m
Waler seals or slops
There shall be jDrnts  al every  junction of trough between two consecutive bays  The joints  shall De located at the center of per For preventing leakages  from jo«nis, either copper metal water seals  made ot copper plale or corrugated synthetic  sheets  snail be provided The shape and width or corrugaled synlhelic Rubber water stops shall be as below (Refer sketch enclosed)
Bearings
It « proposed 10 provide road on top or trough. Therefore, suitable bearing shall be provided for transferring movements  of m&v.ng load from Superstructure to Substructure Bearing# shall be fixed between the bottom level of trough slab and top of pev  Separate bearing* shall be provriftd krf eacii trough ot bay
Unmg:-Cafial  adjacent  to  aqueduct  «  in  filling  □!  aboul  ?  m  from  bed  elevation  To  reduce he«v>. seepage Irom he®, Ming lunch ol sannl. semen, conc,„e
canal The l,~ng snail be WOrnm Hack C.C M15 casi «i sin, and wpk ol lining Etlal, he don„
Water Works Design & Supervision Enterprise
In Assoclidno with lntercondutnial ConsoJuuns and Teeimocmu Pvt. Ltd.Arjo Dettessa Irrtfatwn Project Hydraulic Design of Canal Structure
with paver lining machines.
hfftj 2W
lining shall Qe la*d ever 150 mm thick, ■corn^act&tl sub
grade The sub grade material shall b* semi pervious a^*d nOrt-SwEillng
Trie detailed drawings -or this SHudur# are available at Drawing oO’Ad-F-canal-F-^ 1 to 14
Water Wlrks Design 4 Supervision Eoternrlse
604rjo Dedesti frrttfittoD Project Hydraulic Design of Canal Structure
May 2007 Annexure - 2
Afjo Dectessa Irrigation project
Bdod LimjJ CcsTp^aiion Tor .Aqueduct Crosang ow vVarre Rw
FAtfTT.-K/s n
0.03
Average Bed Skpe -s         0.00125 1 in 500
Etav I’m?  Area i Sq.m)iP&nrreier rmj t R (ml   ’□(mS’fijfVei ns    IWdlh m
1333.00
1337 rs
133? 50
133725
1337.00 133675
1336.50 1336 25 336 CO
5S6 7&
50801
461.22
416.39
37353
332.72
29<«
257«
22237
203 T9         274   : 128487     231       186 09
19935          255     111700     220       191.12
191 46         241     976 75     2.12      183.24
183 5?         2.27     M7 18      203       175 3?
175.67         213      727.90     1.95       16750
167 33         1.99    620 92     1.86      159.03
15885          1.86     52236     1.78      150 56
For Design Peed
o            564 m^s Elev-       133666 m Wdtri=     1&5.9C6m
15037
141 08
,7t 1
434.19     1,69       14209
1
1.57     356 19      1.56 |   133.62
1
Rating Curveat Warns Crossing
•IMS
•WB
' 115 M
™ n. ««
-------- -------------
„»
.w„ Disdiar^t (mjft}
—
Waler Works Design i Supervision Enrei jS^ ---------------- ----------------- ‘Arjo Dedessa Irrigation Project Hydraulic Design of Canal Structure
Ma y 2007
2.2 DESIGN OF SYPHON AQUEDUCT FOR JEJEBA RIVER CROSSING WITH RIGHT PRIMARY CANAL AT 22,0 KM
The Arjo-Dede$sa project consuls  of providing irrigation facility  10 3 command area of 13665 ha (appox). A Dam is  proposed to be constructed on Dedessa river at Latitude 8 *31-12 N and longitude 36rl"40,-04’E The dam site f& located about 1 5 km upstream of junction of Dedessa and Wama river The height ot dam 15 proposed to be 40.6 from the river bed. River bed elevation at Dam site is  1320m. The minimum draw down eievalron proposed s  1350 m Fufi Reservoir Level is  1356 m. Twocanal systems  are proposed to lakeoff from dam, one from left ftarrt and other from right flank. The right bank  canal system 15 proposed to takeoff from saddle Nn 2 in tight flank  of dam. Spill way  is  proposed 1o be located in saddle No 1 in right Hank  The full supply  etevalran of right bank  canal Lakeofffrom right saddle No 2 is proposed to be 1348.00 m at takeoff point
The primary  canal 15 a contour canal, and has  to cross  many  river, major and minor streams. The canal crosses  the Wama River m its  Initial reach Major command area of canal lies  after crossing of Wama river The canal crosses  at km 22 fappoxj Jejeba tributary, which f6 a major Lribulary  to Wama river The catchment area of Jejeba tributary  at crossing point is  appox  60 sq. km The hydraulic data ol canal and Jejeba tributary are as follows.
CANAL DATA>
1            Distance ci canal from origin up to crossing point              22km
2.  Full supply discharge of canal 3.   Bed width
4 Full supply depth
5.  Longiludmal slope 6.   Side slope
7.  Velocity in canar 8 Free board
6 66m7sec 6.00 m
1.35 m
1 m 5000 (0 0002} 1.5;1 (HV)
0.623   m/sec 0 90m
Fixation of FSL at crossing point
The Glance of canal up Io erasing point from origin i& 22 km The canal l0flg||u|Jinal slop* lS 1 in 5000. There « head Ims of 0 21 m for Wama aqueduct and couriering 0 30 Head lQSS other structures up io JeJeba erasing. FSL of canal JS wixkeri out as follows,
FSL at crossing point = FSL at off
lake point - head lo&s d * to slope <
u
n canai
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Hydraulic Design pf Canal Structure
head loss m other strudvres up lo croSSirvg po«n1s. ; 1144- 22000 :< 0.0002 - 0.21 - 0 30
= 13J8- 4.d -0.51
= 134fi-49l
= 1343 09
Bed elevation of canaf = FSL at crossing peuil - waler depth of canal = 1 J43.09 - 1.35 = 1341 74
Stream data
May 2007
1. Ca'chmeni area
= 60 sq km
2            Peak flood cfiscfrargie for 50 years reSum period » 74 00 mVsec
Th®  discharge  re  oompuied  as  pet  rationar formula  given in hydrological report, depending upon the en|ens4y of ramfall lime period and slope &f river etc.
3            River bed elevation = 1339 50 ! assumed >
4.           Rrvef longitudinal slope a1 crossing point
Calculation of slope is done from 1 in 50.000 map Slope of 40 m re there irt 3.0 km iD.fference between contour upstream and downslream of crossing site)
S4ope = 3000/40 = 1 in 95 say 1 in 100 (0.01)
Determination of HFL
The   value   of   peak   1lood   by   rational   formula   rs   74   m]/sec   Add   10%   for   safety   purpose Therefore lhe discharge considered Tar design shall be
= 74 * 7.4 = 01.4 - say 82 m’hec Determination of HFL is worked but from lhe formula
C? ■ a * r
Where, Q = maximum flood discharge m m’.'sec
A = Area of Stream Detaw HFL in m* V = velocity m ntfsec lor design flood V is determined by Manning’s formula
I1" i ■
r = - .t a 1 5 »
n
Where, n = coefficient cd rugocrty = 0 030 K “ p T° assumed value of HFL
r
-■sssstss^EZ;
64Ar)o OedeiM Irrlgltlg n Project
Hydraulic D&sign of Canal Structure
A = area of stream upto HFL
P =■ welled penmate/ and S - river bed sJ&pe = 0-01 River bed Is assumed as 1339. SO m
Assume HFLot 1341.10 m
Area = 36 x 1 .B >2 = 29.5
P - 36.5
J?- —= 0.79 R * =0.55
36.5
Therefore, V - 1/ 0.030 x 0.55 (0.01 Jr
> 33 33 x 0 55 x 0.1 a 2,63 m/sec Q = A x V = 26 6 x 2 63 = Si 50 m^sec
May 3OT7
Required  design  drscharge  Is  $2  m^sec.  therefore  the  assumed  HFL  of  1341  1  is  adopted  Jar design.
The HFL of Jejeba tributary is 1341 1 and canal bed elevation at crossing ooint is 1341 74 m,
and lhere will be very smell free board between HFL and invert level of slab for canal
Therefore, it rs proposed 1o provide syphon aqueducL at crossing pome
Proposal of - Canal for struCluxe
The earthen banks  of canals  are discontinued and the canal waler is  proposed to be taken in concrete (RCC) trough Canal is  proposed to be flumed, service f&ad shall be taken on top slab of trough
Drainage water way
Lacey's regime perimet&r width a 4 03 s O
= 4.B3VR2
= 4 83 x 9.055
= 43.74 m
The velocity of unobstructed stream is 2 83 rrtfsec
Allowing velocity ol Sm.'sec through duel area of opening required
.1 = “ =27.33^
3
Providing 3 duct 0- 4 m x 2 25 tn
Watftr Works Deslen & Supervision Enterprise In AssorlaUan with [niertontUefliaj Considtmis mi TecEmocrjis jm Lidkrjo Dtdt ssa IrrtKiduo Project
Hydraulic Design of Canal Structure.
Total area = 3 X 4 x 2.25 m =27 m;'
Two pgirs of 1.25 width arnj abutments of 2m width ere proposed io be provided
Total water way = 4x3+1 25 x 2
= 12+2 5
-14 5m
Canal Waterway
May 2M7
Bod widih at canal is 6.00 m, water depth is 1.35 m, velocity is 0 623 ntfiec. Allowing velocity of 1.20 m?sec through trough area required to pass canal discharge will be 33 follows
r
A = — ■ - ----- = 5 m
V L. JO
Allowing water depth same as lha! o1 canal of 1.35 m, width of trough required
W = -S2=4.JbJt
1.35
So provide duel width = 4.00 m
Allowing 0.60 m free board in canal the depth of duct shall be = 1.35 + 0.6(J = 1.95 m = provide 2m
Provide duct of 4 0 m k 2.00 m size
Velocity in duct =
6 6 - = 1 23 m/see.
4            .< i.JS
Provide splay of 4 in 1 in contraction and 5 1 in expansion
Lenglh o1 convection transition -            - a 4     4^
6-4
Length of expansion transition =■ — _ r  5 □ 5^
2
in  cwnracl.on  and  expanse  trans.tions  CC.  Root   of  600  mm  wick,  shall  be  prided  w.lh  ipp 150 mm thick CO M-20 tak> o-/er 450 rum thick CC M-lS
Length o1 duct ol Hurried portion
- 14.0               -14 5 + 2 16.5 150 % of abutment width | = 16 5 m + 9 m few Hoad
= 25.5 say 26.0 m
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—ArJoBedessa Irrigation Project
HydrattHc Design of Canal Structure
Head loss and bed levels at different section [Refer enclosed sketch)
At section 1-1
Area of canal = [8 * nd )d = (8 0O + 1.5 * 1 35) 1.35 =10.83 m'
V = 0.623 rrvsec
|' J           0 6233
Vetoed/ head = — =...........— = 0.02 m
2 X 19.62
FSL elevalipn of canal = 1343 09
TEL = 1343.09 * 0 02= 1343 11
fled efevalton = 1343 09 - 1 35 = 1341 ?4 m
Al secUon 2-2
Area O1 Irouflh 3 4 x 1 35 = 5.4 m2
Velocity            " 1 23 Itli’s
Velocity head = '          = —— = 0,0U
2i 19.62
Loss of head at contraction transition from section 1 -1 to 2-2
Loss of head     _o;(1.23- -0623j
2«
0  2  (I  52 - U 39)   02x1.13   -0.012 ?it
’        19 62              19.62
TEL elevation al 2 2 ■ TEL al section 1-1- head toss in contraction transition
- 1343.11 -0.012 = 1343 090 m
May 2007
'.Vater elevalron at section 2.2 Bed elevation at serlign 2.2
= 1 43 098 - vekKity head
■ 1343 098 - 0 Gfl = 1343 018m = 1343.018 - 1 35 = 1341 668
Bonom .!»M»n ol l-oogn Mt, = ,341.66s - 0 30 = )M1J6, lessum,„u 8(0|J
0 30m)
At section 3-3
Seclton Df trough between 2-2 and 3-3 >s 1he same Therefore velocity of 1.23 m.'sec velocity head of 0.08 m shall remain the same
Area ol section is 5 4 m‘.
of
Water Works Design & Supervision Enterprise
In Association wUh Ictertonttaentai Ccnsnltonts anti Technocrats Pvt Ltd.Arjo [kdeasa IrtifUdon Project
Hydraulic Design of Canal Structure Welted perimeter = 4*2x1.35 = 4*2 70 = 6,70m
j5j
Hydr®<4ic mean depth - /? ■ - - — = 0.81 F 67
fl =0-87 Velocity is given by Manning formula
May 2007
F = 1 fl^.?': fl
11
„ V  an
S = <■ ' tf 4
n b 0 Q1B for concrete surface
ji.a>-(ooi.)1 J.H.0000S = (,,JIW6, (0.81) ■ 076
Hence head loss - 0.00065 x length of canal trough
■ 0 00065 x 26
= 0017m
TEL elevation at sec 3-3 = TEL at sect 2-2 - Head loss between section
2-2 4 3-3 = 1343.094 - 0.017 * 1343.0&1
Water surface elevation at section 3.3
■ TEL at section 3.3 - velocity head
= 1343.081 - 0 08 = 1343 001
Bed efevabon = waler elevation - water depth
= 1343.01 - 1 35 = 1341 654
Bottom level of Slab = 1341 654 - 0 30 = 1341.354
Section 4-4
Canal section at section 4-4 e$ same as that of section 1 -1 Therefore velocity of 0 623 mu$ec and V®tocily head = 0.02m Viafl remain same Tne trough velocity and velocity -lead of section
3.3 is 1 23 m.'sec and 0 08 m
k * - k 4 Head loss in expansion =0,3-------------
2«
(fl 23)/ -(0.623)-] 19.62
0.3 f J 13
- o j1152:0 ![JJ 19 62
19 62
TEL elevation al section 4-4
• TEL at section 3-3 - Head loss m expansion = 1343 081-0 017- 1343.064
= 0.017 m
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Bydray lie Design of Canal Structure
Wtter etewabwi at seclion 4-4 (FSL in canaf)
= TEL at 4 4 - wtodly head
= 1343.064 - 0.02 = 1343 044
Sed etalon at section 4-4
= Waler sudace elevation water depth = 13*3044-1.35 = 1341.694m
Tolal Mad loss from Ill’s canal FSL to C.r$ canal F SL = 1343.09 - 1343 044 e 0 046 m.
May W
The canal trough shall be havrg bollum and lop slab of 0 30m thickness and side wall, ol *J 4$ m thicftnesa Read of DS 7 standard as per Elho&ian Roads Authority sha 1 he considered and design For moving loads as per bndge design manual 2002 being used in Elhicpia sha.l be consumed
Tola I width of trough ■ 4 * 2 x 0 45 ■ 4.3 m
So oer length shall be = 4 9 * cul water * ease water
-4.9 + 2x0.75= 4 9 * 1.5 = 6 4 m
Road on Top shall have width
= 4.9-2 times width lor railing wall of 0.20 m
= 4.9-2x0.2
= 4.9-04
= 4,5 m
Loss of head through siphon Bar rel
Head toss through siphon Barrel ft calculated by Unwin's fo*niuia
Where, fi = Coeflicient of loss erf head at entry = 0 505
h " a (1 * b R.i Where value ol a and & a.re taken as 0.00316 and 0 0JO tor cement piaster of concrete si^rface
L = length or barrel in mwe* = wyilh of Hough = 4 9 m
R = hydraulic mean depth = -            _ * ~      __ P 2 i4 - 2 2S)
V = 3 m/sec
Water Works Design & Supervision Enterprise
ID fesoclltloii WIW mimdie^l Consultaau ind Tecb^mis Pw LliArjo Utdtssa Irrigation Project
May 2M7
- ('. +0.505 * 0.022)
15.62
HFL of stream as calculated earlier is 1341 1m
Keeping downstream HFL of Stream as 1341 1
Upstream HFL wiih afflux shall be = DfS HFl * Head loss
= 1341 1 + 0.70 = 1341 8m
Level difference of effective head a1 the entry
UJS HFL - head loss al entry
= 1341.8-0 23
= 1341.57 m
Minimum bottom level of slab (as calculated) for down stream end = 1341.357
Hence uplift on irough slab
= 1341.57 -1341 357
= 0.213 mor 0.2l3tonsJm' tn empty trough Condition,
Only seM-weigM of the slab 0 3m IhcK which is 0.3 x 2.40 = 0 72 t/m; shall coupler
r nce iho
Da a
uplift pressure. Self-weight of trough ,iiort lS more than prfts?ure hence
prnvtsicm inquired 1or design £>1 slab for uplift pressure
The canal trough is  proposed to be pl ngd (fixed) jo,nt Iype T herein Presses  s hail he calculated <n each member oi trough by  moment Astrftulton Uplift pfessu,e ot 0 213 w Jh. (| ateo be considered in calculating stress dwthUxton and reinforcement shaa be provided
accordingly
70
Water Works Design & Supervision Enterprise
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Hydraulic Design of Canal Structure
Upiift pressure on floor of drainage
The size of drainage is proposed as 3 duds of 4.0 mx 2.25 m
May !W
Top elevilon of bed floor of drain a Bohom elewalipn of trough sfab * «341 357 - 2 25 -
1339.10
The lowest slream beer etevaflon level u 1339 50m
$0 *lream bed shall be depressed by 133S.S0 ■ 1339.10 = Cl 40 m
Assume ihickness of Bottom of RCC Slab = 1.00 m
The Bottom elevali&n or floor slab               ■ 1339 10-1 0 = 1330 10 m
Since lhe floor or drain rs Io be depressed a sloping floc* of CC m bed for upsljearn and down Stream for 5 m length shall be provided with a cut oH wall at the end af cc. floor The cul ofl wall shall be token up to scour deoih elevation.
UpJift
Calculation of pressure on floor slab of stream
The maximum uplift pressure on floor of stream shall be when the stream is dry and canal is at full supply elevation
a) Sialic uplift l-tead on the barrel ftoor
- Bottom revel of trough slab - 2 25
■ 1341 354-2 25
* 1339.104 say 1339.10m
Bottom RL of floor considering 1 00 thick RCC. Sfab = 1336.10 m
Assc.-ning  the  sub  sail  water  level  up  to  lhe  b0Cl   e  Ift-^alion  of  st™  am  ,.he   5laliq   up|ift   f|[Mf Bed ctevaflon or stream - Bottom elevation
= 1339 50 - 1336.10 = 1 40 m = 1.40 Vmy
b| Seepage head - Seepage head shall be ma^un, when canal is running al FSL and Stream is dry.
The SQtat seepage head = FSL or canal - bed lavel of jiraam 1343 09 - 1339.50 a 3.59 m say 3 60 m
RBMua seepage heed cemer ol first sp„ q, tam!l „
seepage to- she! oe e«9 ,.a.y Negiec^ loo, depress™ (Re(eJ BncteM total length of seepage flow shall be as follows
1 Upstream C C flow fengih in canal
hy „„„*
'
Irttn cenl/e of abutment
4 nn m
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2   Abutment half vftdth
3> Half of barrel span
4   End of drainage floor from
May 2W7
1 on m
2 00 m
Centre of floor '/i erq’h * 5 0 m                        7.50
Total length
14 50m
Creep length up to cenlie of barrel = 7.00 rti
. Residual seepage head at centie pant of floor
= 3 6O{!------ —)
14 50
= 360 f1-0.4a>
■ 3 60 x 0.S2 = 1 87 m = 1 87 ten*
Thus ?oL3l uplift = Residual seepage head * state head
■ 1 87 m * 1 40 m = 3,27 m. i e 3.27 ton&'&q. m
If only CO floor is provided then required thickness shall be = - -- = I 45w
2i2 5
But « fs proposed 1o provide 1.0 m thick RCC Floor, and stfuclural design shall be done
according 10 uplift pressure
The irpafl pressure that is exerted on floor shal* be
e Total uplift pressure - sell weight of slab
■ 3 27-225 = 1.12 Vm1
So flow s-hall be designed for residual pressure oi l 12 unr
□tsign of gravity floor
RCC rafl fax  drainage ftoor off 1.00 m thick  fcx  length of 6 5 m shall be provided After ‘hat lenglh of gravity  Hoc* 8 proposed as  500 m the residual seepage head a1 the end of RCC Floor a^d start of gravity ftoor shall be
Total creep lergtr - 14 50 m and creep length up to end of RCC ftoor is 4*1*2*25 =9.5m
Residual seepage head = 3.80 (1 - 95 /14.5) 3.60(1 - 0 66) = 3.60 <0.34
- 1.224 tn
Since 1.0 m 1h»ck CC grgvny floor is proposed tame as ihai o» RCC floor i.e. l 40 m
Total uplift pressure at junction
Slate head from sUeam
elevat|m
__________________________________ ___ 72
Water Works Design & Supervision Enterprise
la JUsacladoa with UttcmaflaeotalCausmiams ud Tectoucrati Pvt Ltd.ArJfr DrdtMi Irrigation Project
Hydraulic Design of Canal Structure
= Static pressure + residual seepage ftoaj = 1.40 * 1 224 t 2 624 t/sg m
. Thickness of floor required = 2 624/2.25 = t.t6 m
M*y 2007
■
Provide 1 25 m CC gravity floor at junction of RCC ffoor. which shall be reduced lo 1 00 m at end A cutoff wall shall be provided al the end of gravity floor
Scour cfepih
Scour aeplh is cakyJated by Unwin’s formula
Soaur depth by formula
R = 1.35 fq/f)"1
q = discharge per unit length and f ■ siM factor as per bed material Total clear length ±. 4 x 3 = 12 m
q = 62712 s 6.53m■‘■'m length
Take I = 2 fax heavy sand
R = 1.35 x (6.a3J2fJl
= 1 35 x 1.51
= 2.03 rn
Scour deplh (or per shall be two limes the scour depth calculated abonre
■2x2.03
= 4 06 m from HFL
Foundalcm elevation for pier
= HFL - 4 06
-1341 1 -4.06 = 1337.04 m provide 133? Ont Fqj abutment foundation shal be taken as 1 5 times scour depth
- 1.5 k 2.03
-3.045
= 3.05 m, say
Foundation elevation of abutment =1341 1 . 3,05
= 1336.05 Provide 1338. DO m
torca.to 1337.85
ol to. slab „ 133,10 anl, o( gravjty *
So keep foundation of abutmem al 1337 05m
Water Works Design fit Supervision Ent
erprise
■1
fo
A «i.n  Wilk HrenwHtaniai
SS0         Da
TwhiscrMs M. LtdArjc Drdtssa Irrigation Project
Hydraulic Design of Canal Structure
- 007
Upstream and downstream cut off wall shall also os kept at 1337.05 m. elevation
Normal scour depth by Lacey's formula
D' = 0 79 (43.74/12)0flr
R ■ Scour depth D' = R(W/L) 0-67
R = Hydraulic mean deplh
W = Lacey’s widm
L = actual width provided
R = 0.79 (for HFL)
W= 43 74 L= 12
* 0.79x2.38
= 1 ,S8 m
Since this deplh is less than scow depth calculated by previous formula the scour depth considered and foundation elevation fixed earlier shall be provided
Free board
in Ganal free board of 0.7 m is provided
Top bank efevalron in down steam of structure shall be
FSL ol canal * 0.70 m
= 1343.05 ♦ 0 70
= 1343.75
fri the stream the upstream HFL with afflux is 1341.8 m
So the drfference between (op of canal banks and afflux HFL
= 1343 75- 1341.8 = 1.95
Minimum free board required is one meter, Ava^able tree board « 1 95 m. which « more than required
The canal trough shall be structurally designed for foltowing loading and pressure
Top slab = Self weight
■ load of moving traffic vehicle load as p&r bridge design manual 2002 to create maximum bending moment
Side walls - Self weight
= Water pressure from inside for height of 1.35 m
Water Works Design & Supervision Enterprise
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74Arjo dc dem irrigation Project
HydrauDc Design of Canal Structure
Bottom slab
i) Condition when canal full and drainage dry
- Self weight
- Water pressure of t 35m column
li) Condition when canal is dry and drainage at HFL
- Self weight - acting down stream
- Uplift pressure on bottom of slab
For Drain barrel
Bottom slab
i) When drain is full and canal dry
-    self weight
-    weight pf waler up to afflux HFL.
n When dram dry and canal is full
i             Self weight acting dawn ward
■ Uplift pressure acting upwards
May 2007
For  Piers  Sett-weight  *  max  weight  of  trough  whan  canal  is  runn.ng  full  *  load  of  one  span  for max vehicular load
For Abutment
-sert weight
- Earth pressure horizontal from back (when drainage is dry)
■ Load of 112 span tty max. vehicular road
* Upstream and downstream pervious protection for canal
Previous protection consisbng of 0.45 m thick CC block or stone pitching laid over Q is (hick gravel for 4.0m iengih shall be provided in upstream and downstream after impervious concrete 1foor in transitions. The protection shall be provided in canal bed and side slopes A Toe wall $haU be provided at Lhe end of pervious protection for a depth of 1.0 m. Top widln of toe wan shall be kepi as 05 m and bottom widln as 1 00 m for 0.30 m height from foundation The detailed drawings lor this structure are available at Drawing No. AD-F-CanahF-15 to i&
Water Works Design & Supervision Enterprise
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15-
iff
T" W*Mi
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jtaniru«?w
-UjiLSi
DuUhid
SKETCH FOR DETERMINING DEPTH AT JUMPArjo-Dedessa Irrigation Project
Hydraulic Design of Canal Structure
2.3 Design of Canal Syphon For Right Bank Canal At Km 2.00
May 2007
The Arjo-Dodess® Irrigation protect r$ am of th* identified projects  for development ol Irrigation area in Ethiopia In Iha pasl studies  w*m conducted for identificabon of dam srle tocatipn and command area After studies  lex  chHereni proposal are examined and reconnaissance visit lo different sites, dam site ar location Latitude. SO-31M2" and Longitude 36IJ 40^-04” E on Dedessa river is  considered suitable The height of Cam rs  proposed to be 40 6 m from river bed elevation 1920 m. The proposed MDDL is  1350 m for canal outlets  The preset proposal consists  of providing irrigation facility  on both flanks  of Dedessa nver For irrigation Iwo canals ar* proposed, one on lhe left bank and another on right bank. The right bank canal is proposed to lake off from a saddle No2 situated on right flank about 2.5km from main dam In 1he saddle No. 1 on right flank, it is proposed to provide spillway structure.
The right bank  canat is  a contour canal having about 40 secondary  canals  takeoff from primary canal The main structure on right bank canal is Warne River aqueduct about ri km from takeoff point OT canal from dam A Number of small tributaries  are crossing lhe canal before Wjma rrvfir for which suitable structures are fo be designed
A  v-sry  small  dram  crosses  Right  bank  canal  at  about  2  km  from  takeoff  point  The  catchment
area  of  small  tributary  or  dram  Is  abc 1  2  5  sq  km.
y
The  FSL  rrf  canal  at  off  lake  (joint  below
dam is fixed as 1340.0m.
The hydrological data of canal and stream are as below Canal Data
1         FuW Supply discharge
S:
7.52 mSfatic
2
Full supply dep<h
E.
1.40 m
3
Bed width
=
6.25 m
4
Longitudinal Slope
=
1 -n SOW (0.0002)
5
Side slope
*
1 5; 1 (H V)
6
Velocity
E.
0.643 m/sec
7
FSL at offtake painls beiow dam
=
1348.0
0
Bed elevation at off lake pwnt
='
1346 6
9
Distance of crossing of drain
from offtake
E
2 2 km
10
Ground elevation on bank (av)
=
1940.5 m (Assumed)
Water Warks Design & Supervision Enter^T ~ ' tn issoda'l'ii iMercoaitae.^ Wlani5
77AtJq Dedmi Irrigation Project
Hydraulic Design of Canal Structure
Drainage details
1 Catchment area
May aw
2
Peak flood value for 25 year flood
33
River s'ope from 1350 ip 1330 m
44
lowest stream bed assumed elevatKin
55
Bank elevalion
2 5 sq. km
tO.O m'/sec
1 m 50(0 02) in 1000 m
1346.00 m
1340 00 m
H.F.L, of Drains
The peak  flood discharge of drainage for 25 year return flood is  computed aslO 00 m3fsec  The flood computation has  been done from the ral-onaf formulas  and procedure is  given m hydrological report of the Project
The discharge of drain
The discharge as per rational formula is = 10.00 mVsec
Since the discharge computation is as per Rotational formula, and catchment area is small <k3<1 extra discharge of 30% (30 m^sec) for computation of HFL for safety 3 0 m’isec
J
Therefore Total discharge = 13 04) m fsec
The cross section of drain is such that in 10m distance elevation of 1347 .00m is available Assuming HFL al 1347 0 m.
Area at HFL ■=            = 5 m3 2
Velocity in drain - F - - #■ '51 J Consider n = 0 03 ft
jr = _ jfQ sgtogjy r
0.03
= 2.78 mrsec
Q = A * V = 5 x 2,78 = 13 90 mJ/sec
The peak design discharge considered is 13.00 m /sec
a
Therefore H FL of 1347 0m elevations considered is adopted lor design Canal FSL and bed elevation at crossing point.
The canal FSL, at off lake poinl
= 1348 0Q
Water Works Design & Supervision Enterprise
Is AssocLadon with InirrccoilneQUl Consultants and Technocrats Pvt Ltd
78fleJeua Irrigation Project
Hydraulic Design of Canal Structure
May 2007
1
The longitudinal slope of canal Is 
=
1 in fiOOO (0.0002)
The distance of canal from off lake point
■
2.00 km 2000
FSl at crossing pom!
=
FSL a? n<f lake • 20M X 0.0002
(Head loss in slrudw considered as 0.04 mJ
=
1348.0-0 40-0.04 = 1347.56
Canal  bed  elevation  al  crossing  point  =
F
SL  -  FuJl  supply  depth
=
1347 56- 1.40
a
1346 16
Since discharge of drain is  very  small and also bed elevation of canal and river bed are practically  al same revel and distance of dram is  not more than 25 m at ground elevation, therefore canal syphon slruduve is proposed at this crossing poir t
Section of drainage channel
As per Lacey's frymula the width of waler way = 4.73^’f)
= 4 73          = 4 73 x 3 63 - 17 41 m
0u( the bed widlh al HFL of drainage is only 10 m Therefore dram section shall be kepi as per natural water way
Canal Waterway
The discharge of canal is *
7.52mJ/$ec
fted width is 
»
6.25 m
Vetocity 
=
0.643 m/sec
Normal area
-
(B +nd)d - (6.25 * t.5* 1.4) 1 4
11.69 m^sec
In the barrel vetocrty proposed is 2 x 0.643 = 1 266 rrtfsec Provide velocdy of 1 35 m/sec in barrel for canal
Area of barrel required =
=5 57 m?
Depth of waler in trough is proposed Io be 1.6 m So width of barrel required ■               —7 = 3 40 m
1,6 Provide barrel width 3.25 m
Provide barrel Size
=          3.25m x 1.6m 5 2 m*
Water Works Design t Supervision Enterprise
lo AswdaUoc with latercentlnentil CoMultanhi iad Technocrats Pvt, LU.
79ArJ» Jkdesaa Irrigation Project
Hydraulic Design of Canal Stru
cture
Maj 2007
Actual vekxnty in barrel =
7
3.25x1.6
—— 
=145 mfsec
This velocity shall be checked for s ub critical flow condition. For sub critical flow condition Froude number should be less Irian one. Froude number is calculated as
F = -^= r ■ -14-— V ■ 1 45
d» 1.6
3.96
Since value of F is less than one. the flow in barrel Shalt be sub Critical
Head loss and bed revels at drftnrant section of canal barrel Width of canal syphon banal is 3.25 m and width of canal is 6 25 m Provide Splay of 3 ’ 1 in contraction and 4-1 in expansion
. 111=0.37
Length of contracbon transition =
Length of expansion transition =
625-3» 2
6.25-3 25 2
r 3 - 4.5m , Say 5 m. r4=6m
Since the wdth of drainage al elevation 1346.0m is  25 m. the length of syphon barrel of canal below drainage is  proposed to be of 25*n tosses  a1 different ■ Section are calculated as  given below. [Refer enclosed sketch)
At section 1-1
The FSL elevation at section 1 -1 Area of normal canal section Velocity in canal
Velocity head TEL at section i-i
= 1347.56
= 11.69 m*
= 0.643 mi'ser; „ v1 0 Ml1
2.?      1962 = FSL + 0.02
1347.56 * 0.02 « 1347.56
Bed elevartion of canal
At section 2-2
= 1346.16 m
it rs proposed that at entry and exit 1he depth of waler be increased to 1.9m Irom 1.6 m keeping the top of barrel 0.1m below FSL at this pomt. The level of barret at enlry and exit shall be
Water Works Design t Supervision Enterprise
In LssocUlion with Inltrco jUneota) Consulting and Technocrats Pvt. Ltd.
SOArjo Dedttsi £rri(«(kn Project
Hydraulic Design of Canal Structure
Way 2007
higher  than  ihal  ar  centra  portion  Thu  Shall  help  in  kagoing  ends  al  barret  submerged  and barref shall run full for belter syphoning
A/ea of section at entry and exit = 3 25 x 1 9 ■ 6.175 mJ
Velocity -
. 1 22 m/sec J 6.175
v^twa.L-.lUal
19.02 J 9.62 Loss of bead belwMn sections 1-i io 2-2
r■-r■ = 0.2 x ______-2-
2j>
19 62
=02t
= 0.2 x 0 048 = 0.01 19.62
Say =              0.01
TEL at section 2-2
TEL al saction 1.1 . head loss =1347.5$ - 0.01 = 1347.5?m
RL of waler surface •> TEL. - Velocity head = 1347 57 - 0 07 = 1347.50 m Efevelicxi of bed (Inven Eleuabon) = Water surface - water deplh - thickness of upper slap
- 1347.57 - 1.9 - 0.10 - 0 3 (assuming thickness of slab as 0.30 m)
» 1345 20 m
Bottom elevalicn of Bottom slab ol trough = 1345.20 ■ 0.30 ■ 1344 go m
Head loss through barret
Head loss through barrel Is given by lormula
£ K’
h = (1*fT*f2 - ) ■-
Jt 2g
r, = 0 08 for Ebell mouth entry
G = a(1 * %)
Where, a and b are constants depending upon the surface of flow, and R = hydraulic mean depth of trough
For cowete and cement plaster surface a ■ 0.00316 amp b = 0 10
r mj.is » i ti ».?
Therefore f? = 0 00316 (1* ——)
0.54
Water Works Design & Supervision Emcr^—— £n AssMlidon wllH tatiw.tlwBW CeuBltuQ <M T«tanCcr u Ki. l(d
,Arjo Dtdem irrigation Project
Hydraulic Design of Ca
= 0.003*6(1 *0 19] = 000316 k 1.19
s 0.0036
Length of barrel considered is 25 m Velocity m barrel = t 45 m/sec Subilituting values in formula
Hay 20OT
I ■> 62
At section 3-3
Elevation of TEL
Elevation of TEL it sec 2-2
• head loss ihrough barrel
= 1347.50 - 0.12 - 1
347 33 m
Elevabon of water surface
= TEL of sec. 3-3 ■
velocity head
= 1347 38 - 0.07
=         134 7 31 m
Bed elevation of floor = Waler surface elevation - Water depth at exit ■ O.3 thicken of slab
» 1347.31-1 9-0.10-0.30
= 1345.01m
Bottom elevation of bottom slab = 1345 01 - 0.3
= 134471m
The sections al 3-3 and 4-4 are similar to section at 2-2 and 1 -1. therefore velociies a, SffcU>fl 3-3 and 44 and vefocly head shall be same as per section 2-2 and 1-1 respectively
Velocity at 3-3            =1.16 nVsec Velocity al 4-4            = 0.643 m/sec Velocity head a1 4-4 = 0.02
Loss od head m expansion transitron
W^!>a00i4 ihi
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Bydrauiic Design of Canal Structure ___________________________May_ax>7
TEL a1 section 4-4 =7TEL ar section 3-3 - 0 014
= 1347.30 ■■ 0.014 = 1347 366
Election of water leva J - TEL - vefacily head
« 1347.366 ■ 0 02= 134 7 346 m
Bed efevafon of canal = 1347.346 -1 40
= 1345.946 m
Total loss of head in structure from upstream to dcwnslream
= U/S FSL - D/S FSL
= 1347.56 -1347 346 = 0.214 m
Barrel details
The barrel of syphon is proposed to be of size 3.25 m x 1 60 m, the lap and bottom slab ere proposed to be of RCC, 0 30 m thick  and sxJe wall 0.45 m thick  The slabs  and side wall of barrel shall be designed for sfresses  calculated by  moment distribution As  the velocity  m dramgge channel is  comparatively  high and drainage is  proposed to be earned in earthen section, therefore to avoid damage due to abrasion to slab of syphon duct an over burden of earth of minimum 0.6 m thickness shall be provided below the drainage channel bed elevation.
The lop of barrel elevalion in rentraf portion = Drainage bed elevation - 0 6
= 1346.00-0.6* 1345.4 m
Bottom elevation of lop slab =1345 4-0,30 = 1345.1
Invert efevali&n of bottom slab of barrel = Bottom elevation of top slab ■ waler depth
■ 1345.1 -1.6 = 1343.5
Bottom elevation of 0o1tom slab = 1343 5 - 0.3
= 1343.2 m
It is proposed to provide 0.20 thick base tean concrete of M-10 below bottom slab of barrel The foundation elevation shall then be
= 1343.2-0.2 " 1343,00 m
Bed elevations of slab at different points in barrel are -
1         At entry           1345 2 m
2         At exit              1345.01 m
3         In bamel a1 length of 14m = 1343.50m under base of dram.
The irwen etalon undo. dram !hal, ta
sl0(he
,*3
«*,» M and <o den.,, portion shall do 6 m and Itl8,9 s'ope
of barrel the length shall be 5.0 m.
Water Works Design & Supervision Enterprise
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111ArJoDedesn rjrr,jatJri fi Project Hydraulic Design of Canal Structure
Impervious Floor
May 2QOT
Impervious  concrete  floor  shaft  he  provided  for  entire  length  of  Cditraclion  and  expansion transitions
Length o1 imperious IRxx on upslream ■ 5 QQm
Length of impervious floor on downslream = 6.00m
Uplift Pressure on barrel Floor and Impervious floor
The maximum uplift pressure on barrel floor and impervious floor shall act when the canal is dry and dra.'nage at HFL
The HFL gf drain = 1347.00 m
The bottom elevation or Foundation al center portion = 1343.0C m
Total upMt pressure = 4 00m = 4 t m
r
?
Bottom Slab shaft be designed for uplift pressure of 4 VmJ  for 14 m length For slab at entry the uplift pressure shall be of two types, static pressure and seepage uplift pressure
Stale head at point B. assuming sub sod water level upto bed elevation of canal = fled elevalion of canal - foundation elevation al points B
= 1346.16 -(1343.50 -0.501
= 1346.16-1343.00 = 3 16m
Seepage head at B = HFL - 1343 50 = 1347 -1343.50 = 3.50 m Total creep length =910 + 6*5              = 20 10 m [Refer enclosed sketch) Length upto B = 6 * 4.10 a 10.10 m
Seepage pressure = 3 50 (! -                ) = 3.50 f i, 0.67}
= 1.16 m
So total head ■ static head * seepage head
= 3.16 + 1.16 = 4.32 m = 4,32l/m*
So uplift at B=4 32 (An  and at C the up Eft snail be 4 Ln?
1
C.C F»O
(
al   B.   taB»   ata   «   tatroed   to   aama   ophtt   p.esswe    as    lha,   M
tfm
Thickness of floor required at point B shall be =               - i « m 2.25
____________________ _________________________ 84
Water Works Design & Supervision Enterprise
Io kssodation wltlj inUfconUnenul Consultants and Techoucrats Pvl Lid.Arjo Jhfessi rrrigadtm FfujBcl
Hydraulic Design or Canal Structure
May 2007
Provide thickness  1 00m at B reduce to 0.6m at A. As  there shall be no uplift pressure, therefore. minimum thickness  of 0 6m is  proposed However floor shall be designed as reinforced cement concrete for uplift pressure of 1 92 - 1 00 ■ 0 92 m = 0.92 tftn*
For  exit  end  and  down  stream  floor  concrete  al  pomt  O.  E.  F  the  uplift  pressure  at  O  shall  be same as for barrel slab i.e 4 Vm*
Static head
= OfS canal bed elevation - foundation elevation at point F
=  1345  93641342  51  -  0.50)  where  0  50thickness  floor  and  base  concrete = 1345,936 - 1343.00 = 2.936 say 2.95m = 2 95 Vm2
Seepage head = HFL ■ 1343.50
= 134? ■ 1342.9 » 3 50m Tolar creep length =41+5+6 = 15,10 m
Length upto point E = 4.5 + 5«g.im
Uplift due to seepage =3.5 (V-LL) « 3.5 x (1-0.60)
- 3.5x0.40 - 1.40 m Total uplift at E ” 2.95 + 1.40 = 4.35m = 4.35 t''sq. m For Barrel Slab
7
So uplift pressure at O shall be 4 Vm  and for floor at E ■ 4 35 Um The floor a1 E shall have same uplift pressure of 4 35 Um*' Thickness of C.C floor required a1 E
4.35
=                 72?“193m
2
Fronde floor thickness of 1 00m at point E to reduce to rrwn-mpm thickness of 0 8m at F Al F
there Shall be no uplift pressure, therefore, min.murn ihickness i3 proved The Rha()
designed as reinforced cemenl concrete.
The floor shall be designed far uplrtt pressure of 1.93 - 1 00 = 0.93 say 1 t/m*
There shaH be 0.20m thick foundation concrete of M10 below RCC floor
A cutoff wall at the end of C C f!oor shall be provided for 1.5 m depth with top width Q 50m a a.
foundation width 1.0 m
*a’
Water Works Design & Supervision Enterprise
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J- J-JIrruption Project
Hydraulic Design of Canal Structure
Upstream and downstream protection
May W
Upstream and downskeam pervious protection for Sm lengths in upstream and 6.0 m length is downstream sha" be provided beyond c.c  floor The protection shall be given in bed and stopes d canal 0.6m above FSl of canal. The protection shaN consists of 0.6m thro* c c block Or stone pitching laid over 0.3m gravel or well graded filter
Load and Stresses on trough
The  slabs  of  barrel  $ha»  be  subjected  Io  foTxjwing  loads  and  pressure,  which  shall  be considered for design
1         Top slab
it Self weight
ii) Earth load
iit) Weight of water betow saturation level
2
Bottom slab
i)  Self weight
ti) Uptft pressure
iiv> Reaction of soil resulting due to load of structure on foundation
3
Side walls shall be tested for two conditions
j)  High flood in the dram and canal empty
In this case earth pressure of sod and water shall act from out
side on Barrel walls.
ii) When no water in dram white barrel is full
In this case water pressure shall act from inside and saturated
earth from out side
The barrel shall be of RCC. mdnolrthlc with rrglo ,„os aM sha„
Snuctura The stresses m members shall be oblarned by moment dlatrlbuta, method
The Wclmass of barrel stab and aid, walla shall be 0 30 M Thw
m x 1.6 m. Therefore lengths of hwnontal slab shall be 3.25 + 2 x 03 = 3 &5m
Length of vertical side walls shall be 1.60 + 2 x 0.30 = 2 20m
Al  entry  and  «lt  anda  of  banal,  .he  arya  of  bans.  I,  12s  m  «  1  90  m  so  tagtfr  of  members  „
entry and exit end shall be as IoUqws:                                                                                                     3
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Hydraulic Design or Canal Structure
for honjQrtlar Slab 3.25* (J.6              = 3.35 m Vertical members       1 ,$ + fl.fi =■ £5 m
itay 3007
The detail dfei«fi0s ft?r |h« gfajtiwv 15 avfilrtfa at Drawing fto. AO-F-Canal-F- J 7 & 10
87Arjo Dadesji Inif attoc Project
Hydraulic Design of Canal Structure
2.4 Design of Aqueduct {With N ormal C anal Section) al K m 2 5.54 Primary Canal
Canal data
May 2Q0?
1.  Canal discharge                      =     7 sa7mI/3ec 2   FuN Supply depth                   =      1,33 m
3   Canal bed widih                      =     7 0m
4.  Canal bed slop 5.  Side stopes
0.0002 1.5H:1V
6 Full supply elevalson = 1342.69 m
7. Canal bed etovation = 1341.36m
e   Free board Stream data
s.      0.5 m
1
CalchmenLs area
.=
1.8 km1
2.
Maximum flood discharge
=
3.59 mi'sec
3.
Stream bed elevation
H.
1339.5m
4.
Average over slope
a
from (110,000 map}
Stream elevations 300 m u/s and 300 m O/$ starting from crossing localion are At, 300 m u?s etevation = 1349 0 m
300m D/s elevation = 1329 5m
Average ■ slope ■
13490-1329,5
.UJ0+3OO
0.0325
The peak flood discharge as per rational formula for 25 year return
Period flood
=         3 59 rnJ.'sec
For design purposes Add 20% extra               =         0.72 mz?sec Total flood discharge for design          »         4 31 mJ/sec
Stream high flood level determination
The HFL elevalion s determined, after assuming an elevation for HFL formulae - Q = A x V
Where, O = Design Discharge of stream considered A = Area of stream below HFL m m’
V ■ Valcoty in mJsec for design hood V ■ velocity k calculated t?y Manning's formula
Water Works Design & Supervision Enterprise
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Hydraulic Design of Canal Structure
May 2W7
V=- JT
J 5' • lAlwre, n = coefficient of rugocrty assumed as 0.03
R"Hytfraulic mean depth =
wetted perimeter
S= Average slope of stream
Assume HFL at 1339,8 - from the cro$s section of the stream on the graph sheet
.           2O.rD.3 , a
Area a ----------e 3 m
2
P - VO.31 + 1.8' + Vo.3f + 21
P= 18* 2.02
P ■ 20.02
__
20.02
V =5 ' ff? ’ J 1 1
n
v = ^jr(015^’ H00125),'i
J
V * 1.696 m/sec
Q = A x V = 3m7 x 1 696 mJ/s = 5.006 m3/scc.
Design discharge ■ 4.31 m /sec
So design discharge is little more than required design flood
The assumed HFL ol 1339.0 m for flood discharge is adopted for design
Drainage waterway
According Io Lacey’s formula perimeter W = 473^
W = 4J374J0« = 962 m
J
ProM.da 2 duct Of width 4.5 m and assume p.er McklW«
i
as m
Total dear water way = 2x45 = 9m
Pier Ihidknesi = l_m
Total waterway between abutments = uj_m
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Hydraulic Design of Canal Structure
Canar water way
Il is proposed to carry canal across stream in earthen section
It  is  proposed  to  pass  stream  discharge  Ihrough  twin  duel  of  4  5  m  width  with  waler  depth  ol 0 30 m i.e depth of waler upto HFL above stream - bed elevation.
The width or stream at HFL Is 20 m, where as lhe width provided is 9 OQ m Original area of steam k 3 .00 ma
Area of stream provided in duct = 9 k 0 3 = 2.7 ml
Due to reduction of area from 3.0 m2  lo 2 7 Moleworth's formula
m\ there shall* be afflux. 'which ts calculated by
H e Afflux =
Whero„ V = is velocity in duct = — ---- --------------- ■ -
.-.J..
(? ^wruf r/t’/rtfN
jra
n
--
a             4nrd o/' </wi A = Area of waterway unobstructed
a - Area of water way provided m duel V ■          - 1 .&0 mi'ficc
27
A = 3 0 m and a - 2 7 m2 Substituting values
■ (0.1424*0.0152) [1 23-1 >
a 0.1506x0 23
= 004 m
So upstream HFL with afflux sliall b#
- 1339.8 *0.04 = 1339 84
tl is proposed to provide abylment over wh»ch O SO m thw> R c C shall be OBhwn ol 0.5m »lwll be provided beiweo ,„p „ Mb elma| orl ana
,
Tiwrefcxe bottom aievaton of slab and iop eiBvaBm o( petr lM|, b& = Canal bed elevalwn - earth custwn depth - (hickne$s of slab = 1341 36-05-0.50 =1340 36
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Hydraulic Design of Canal Structure
Free board above afflux HFL = Bottom elevalion of slab - Afflux HFL of sk&am = 1340.36 - 1339.84
= 0.52 m
May 2007
The  free  board  is  m$t  enough  to  accommodate  the  required  discharge  with  afflux  HFL  and  <s more than required free board of 0.5 m.
Scour depth cafculalron and determination ol foundation elevation
The  determination  of  fcundaton  elevation  of  abutments,  wings  and  pier  is  dependant  on  the scour depth, which is measured below Ihe highest flood elevation
Calculation of scour depth by twq formulas (Lacey's 5 Unwin's formula)
♦ Using Lacey's formula         ■ R ■ 1 35
(?(rcref JrJcJi arg 0 i/fccflW ffncpr wurertnn
I - silt factor
A=
4.31 mJ .■ see
c 0.40 m/sec 9m
Assuming fght sand is available is bei.1 stream, va^ue of f = 1.00
So, R = 1.35
• Using Unwin's formula
)       = 0.83 m say 1.00 m
O=*(*/O**T
Where,                 R = hydraulic mean depth corresponding HFL
W = Lacey's regum width = 4.73^
= 4.73ATi= 9.62 m
L = obstructed with of water way of nver = 9.0<] m
O' = 0.16 m
Scour depth by Lacey’s formula is more therefore safe Safi- inn*
00 K_ rao m « owiSHiaFed for fixation
of foundation elevation
Water Works Design t Supervision Enterprise ' to fesHl.UM With taUttMitaMtal DemllULi <Ba TteljniKcrats Pvt. Ltd
97Arjo Dedtvn Inlfattoo Project
Hydraulic Design or Canal Structure
Foundation elevation oi ebutmsnls & wing waif
Max scour depth = 1.5 x ncrmaJ scour depth
■ 1.5 x 1.00
= 1.50 m
So foundation level for abutments and wing walls
= HFL - 1 50 m
= 1339.6- l.5Om
= 1338 30 m
Foundation elevation of pier
Max scour depth ■ 2' normal scour depth
= 2'1.00 m
= 20m
So foundation level for pier = ,339 8-2 00
= U2LfljD
Length of duel shall be worked oul From 1lw enclosed skelch Total length ■             1+2.50*13.10*5.00+1 = 22.60 m
Design for floor of stream
May £007
It  t$  proposed  to  provide  C  C  floor  In  the  dud  and  in  u's  and  D/s  approach  and  exit  between wings.
The  ground  elevation  near  slream  where  canal  slope  joins  NSt  is  1340.0  and  lop  bank  level  is 1343.39
Then the stoping length erf canal with 2.1 stopes = 2‘(1343.39-1340.0H
= 2*3 39-1
= 6 76’1 = 5.78 say 6.0 m
Sc provide CO floor m approach and exit end fw 6.0 m
wings.
Provide thickness erf floor as 0.5m in duct So, bottom elevalion of floor
= Stream bed level - 0 5 = 1339.5-0.5 = 1339.0 m
arkj fOf
_______ _______ -___________ _ _________________ _           93
Water Works Design & Supervision Enterprise
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M*r 1 '
-- --------
Ont he floor maximum uplift is <j xerted when the canal runs full and <1 rain is dry T herefore maximum uplift will be
= FSL of canal- floor slab level
= 1342.69 - 13639.0
= 3 69m ■ 3.69 VmJ
Il rs proposed lo provide cc lining in canal for filling portion adjacent to structure the fining shall be 100 mm thicfc CC M-20 cost in situ, laid over 150 mm thick compacted sub grade The sub grade malenal shall be pervious and non-swelling Due to provision of Immg lhe uplift pressure is considered as 50 % of 1oial Lead
So. uplift becomes ■ 50% " 3.69 Vm  = 1 845 t/m
a
?
Residual uplift pressure on lhe slab will be.
= 1.845-05*2.25
= 0.720 Vm2
So. fiber shall be RCC and shall be designed for uplift pressure of 0 72 l/n/
Upstream and down stream protection and cut off
Pervious protection □( 0 45 thickness consisting of 0.3m Huck cc blacks w stone pitching laid over 0.15m thick gravel shall be provided beyond RCC floor The length ol pervious protection on u/s and D/$ of stream shall be (w 5.0m
.  A  cut  wall  of  0.5m  top  width  to  a  deplh  of  1.5m  below  the  steam  ped  level  is proposed to be provided. The cut off shall be provided at lhe end of u/s and Dte RCC floor The bottom width shaft be 1.00 m
A toe wall at the end of pervious protection shall be provided in upstream and slream
The top Width Of toe wan stall be 0.5m. depth 1.00m below bed elevation of stream and bottom width 0 8m
Top and bottom width of abutment* wings and return walls
F “ B« Ih. top widih o< .buUM„, shM   M
,
elevation of slab i.e at EL. 1340.36 m
„ m lhe ioe
The width at foundation level (1333.30) shall be 0 5 tunes difference between top elevation and toundaticxi elevation
Bottom width = (1340-36 - 1330 30) x 0.5
= 1 28 m provide 1 S>m al foundation elevation and 1 25 m at
0.3 above foundation etevalwn i.e 1333.60 m
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Water Works Design & Supervision Enterprise
tn Association with laterttntaeaUI CcnsulUats u4 Technocrat pirf. Ltd4rj4i Bed«sjL irrigation Project
Hydraulic Design of Canal Structure
Wing wall and return wall
The top rtrdlh of wing wall and return wall shall be icepl as 0.5 m The bottom width shall be kept as.
0.5 x (top elevation - foundation elevation!
May ZW7
The wing wad shn.i have maximum lop elevation as that of lop of canal bank • u 1343 .39 and minimum lop elevaton as 1341.00. Return wall shall also have top elevation as 134’ 0 m
Maximum bottom width
= 0 5 (1343.39 - 133& 30) = 0.5 x 5 09
=  2  545  m  provide  2  75  m  al  foundation  elevation  and  2,5  m  at  0  3  above foundation elevation i.e, 1336.60 m
Minimum bottom width = 0 5 (1341.0 1338 30) = 1.35 m provide 1.50 m at foundation elevation and 1 25 m at 0.3 above foundation elevation r e 1338 60
The face on waler  side shall  be vertical  up  to 0.5 m belowground level and width shall be increased on other side, from 0.5 m below ground elevation width shall increase on bolh sides
The detailed drawings for this structure are available at Drawing no. Ad-F-canal-F-19 & 20
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SKE TCM FOR L(N&Th OF BARRELAr|© Dedessa Irri^atljD Project
Hydraulic Pcsl£ii of Canal Structure
May 2007
3 - ROAD BRI DG ES/FOOT B RIG E
3.1 Design of Road Bridge at Km -15 Of Right Primary Canal
In  Arjo  -  Dedessa  Project  Right  Pomary  canal  after  crossing  Warns 
River,  crosses  a  road
connecting Ketketo hot spring to Wama Adere town. The Ketketo hoi spring -s an <mporlanl tourist spot Right Primary  canal at 15 km crosses  the road al 15 km. A road Britfge is proposed io be constructed at ih$ crossing
The details of canal are>
1         Full suppfy drscl^arge
2         Bud width
3         Full supply depth
4         Velocity
5 Canal longitudinal slope
6         Side stopes
7         Free board
6.66 me/sec
6 00 m
1.35m
0.623 m/sec
1 in 5000 (0.0002) 1.5:1 (H V)
0 6m
The FSL 8l offtake point of canal is 1348.00 m so canal FSL at crossing potni of bridge shall be
=
13400         '     '5000      '     Head        taS5        a’     Wama        cr0Ssin9     -     Head     loss     al     other
Slroctureg - 1348.00 -3 0 21- 0.24 ■ 1348 - 3 45 = 1344 55 m
FSL al crossing S 1344.55 m
Canal Bed level at crossing point ■ 1344.55 -1.35 ■ 1343 20 m
The  Road  eleven  al  crossing  point  is  assumed  as  1345.50  m  General  ground  elevation  is 1345.00 m.
Canal Water way
The exiling canal water way
■ (B+nd)d
= (6* 1 5«135)1.35'10 83
waler Way for Bridge
Providing  width  of  structure  between  abulmenis  equal  to  becj  width  t>1  canal  ,e   fi
proposed to provide waterway of single span of Gm with wal#< doptfl equ3| ([j
Water Works Design & Supervision EnteT^rise'------- ~~
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]fl
aldt IntareeiwtaMul Cucsut^ *ad T«|jBLwAtJo Dedtsn LrrifattoB Project
HydrauUc Design of Canal Structure
Maj1 EDO?
Then velocity tn bodge portion shall be:-
Vetocity - 6                     = 0.S2nVs*t
4x1,35
If velocity is increased to two times the velocity m canal, lhen velocity shall b e 2 x 0 623 =
1 246 m/sec
Assuming velocity of 1 20mfsec antf water depth of 1.35 m lhen linear wat&r way required -.nail be
5.55 jf.nj
= 4 11 m
The linear waterway o< Bridge shall not be less (han 70% of canal bed width.
70% of canal bed width ■ 6x0.7 = 4 2 tn
Since waler way 4 11 m as catculated above is less than 4 2 m (70% or bed width pf canal) therefore provide waterway of 5.0 m with single Span and water depth of 1 35m Therefore with waterway width of 5 m and water depth of velocity under bridge shall be
Area = 5x 1.35 = 6.75 mJ
O 6 66
K = ^ =                  =0-907 m/Sec
4     5,Oil .35
So provide width ol 5 m and water depth of 1 35 m
Afflux
Du. IO eoooaaonor.™ from 10.53 B eTS m! .here sha|| be a„ afflu,
Mote worth's formulae.
'
Water Works Design 1 Supervision 
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-------- —Arjo Odessa Intention Project
Hydraulic Design of Canal Structure
- {O.OSS * D.OI52J jr 1.57 = (007D2)r 1.57 = 0.1 Im
Mar 2007
The difference between FSL upstream and downstream dt canal shall be kepi equal to afflux,
Upstream FSL = 1344 55 m
Downslream FSL - 1344 55 - 0.11 = 1344 44 m
Bed elevation downstream = 1344.44 -1.35 = 1343 09 m
• Scour depth
Scour deplh >s calculated by formula
where f- I® s-ilt factor and q 15. discharge per running meter
Hare f is taken as 1.00
q = Discharge per running melee = = I 11
5.0
s
mw
Substituting vatues
Scour depth R = 1.35 j '             -1.35 x (I33p« 1.35 x 1 09 = 148 m say 1 50 m
(
Found^n  sha*  be  taken  1  5  times  scour  depth  below  D/s  FSL  of  canal  therefore  frxmdaHon depth of abuiment shall be
= 1.48 x 1.50 ■ 2.22 m
Foundation depth fw abutment shall be = Downstream FSL <rf canaf * scour depth
Therefore foundation elevation - 1344.44•2.22 = 1342.22 m
Keep foundation at 1342.20 m
Upstream canal bed elevation is al 1343.20
Therefore depth of foundation betow canal bed shall be 1 00 m
Free board
The free board of 0.6 m shall be provided between u/s FSL of canal and bottom elevation of Road slab
So Bottom elevation of Road slab » upstream FSL + free board = 1344.55 + 0.6
= 1345 15m
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Hydraulic Design of Canal Structure
The thickness of road is assumed as 06 m
So 1op of road elevalian shall be 3 1345.15 + 0.60 = 1345.75 m
May 200?
in  foe  upstream  the  canal  bed  shall  be  flumed  from  6.00  m  to  5.00  in  in  5  rfl  length  and  in downstream expansion of canal bed from 5.00 m to 6.00 m ?n 5 m tenglh.
Road Width
ft is proposed to provide 4 0m dear width of road, curb 0.3 nigh 0.65 m wide and parapet wall of 0.5 m thickness  and 0 5m high above curb. Total height of parapet wall shall be 0.8 m above road elevation including heighl of curb. Sd total width of slab shall be = 4.0 + 2 x  0.65 = 5.3 m
Abutments
Abutments  shall be of 1 m width at lop and shall be of CC M15. Bottom width al foundation elevation level shall be 0.5 limes  heighl, height measured from foundation elevation - 0.5 x (1345.75 ■ 1342.20) =05 X 3,55 = 1 775 m
Provide width of 2.0 m a! EL 1342.50 and 2 25 m al foundation elevation -1342.20
Wing and parapet walls shall be provided with lap widlh of 0.5 m, and height of wing wall shall be 0.8 m above road etevatron.
Therefore |he fop elevation of wing wait and parapet wall shall be
- 1345.75 + 0.80 m = 1346.55 m
Wing walls shall be aligned curved upto 1m inside fop of canal bank elevation
Wheel guards 0.30 m x 0.30 m (0.75 m heighl) shall be provided at 2.0 m c/C interval
Foundatxjn of wing wall shall be kept as that of abutment i.e, al 1342 20m
Boltam width of wing wall = 0.5 x height of wing wall upto foundation
Height of vnng wall = Top elevation - foundation elevation
= 1345.55-1342 20 = 4 35
So width ol wig wad al foundation elevation shad be = O 5 r 4 is «
" * " “ Z-17S m. provKie 2.25 m
Upstream and downstream protection
Upstream and downstream protection in transition for a lengtJhrnosnf s an be orovirf&ri in ™
=
m
ds .. u
ped. The protection shall consist of 0.30 m thick CC btock< ™ <=«
wcxs or stone pitching laid over o
3
thick gravel.
w ’e,O.i5nt
Water Works Design & Supervision Enterprise
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100Arjn-Dedtss* Irrtgidon Project Hydraulic Design of Canal Structure
Toe wall
May 5i»7
A. loe wail wilti Q 5 m Lop width shall be provided al rhe end of upsLreaim and dawnslream protection  Toe  wail  sJiall  be  tefcen  tn  0.8  m  depth  below  canal  bed  elevation  The  bottom width shall be 0.8 m at foundation elevation
Etevation of loe walls
Top elevation
Foundation
Proposed
in m
elevation in m
elevation in m
Upstream Downstream
1343.20
1342.40
1342 30
1343 09
1342 29
1342.30
Structural design of Road Stab; *
Road of DS-7 standard as per Ethiopian Roads Aulhonly shall be considered Design of road slab shalt be done for moving loads as per bridge design Manual 2M2 being used In Einigpia. The Slab shall he designed for moving loads. Spacing of moving load shall be considered in such a way lha1 il Shalt create maximum bending momerHs The clear width of Road shall be kepi as 4 5 m
The drawings lor this strudure are available at Drawing no Ad-F>Canal-G-2l & 22
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HJlArJoDed.'fcis.H. IrrteatlciQ Project
Hydraulic Design ot Canal Structure
3.2 Design of Road Bridge at 41.50 Km of Left Primary Canal Left Primary canal
May 2007
An access road connecting the people residing in the upstream of canal is crossing by Left primary canal at 41.5 km For communication and access from one side of canal to anolher side a Road Bridge is  proposed at 41.50 km. After the project is  completed traffic  shall increase for transportation of crop from command area to the residence of c ultivators or for other purpose. As such the road bridges is most essential
The details of canal at crossing pont are as follows 1. Full supply discharge     ■          5 013 m\sec
2 Bed wd1h
s            5 0m
3. FuU supply depth           ■            1.21 m
4. velocity
st             0.636 mi’se-c
5 Longrtudinal stope           =            0.000222 6. Side stopes                    =
7. Free board
a            0.60 m
6. Full supply elevation
=
1339.U4m
9. Canal bed elevation
=
1337 B3 m
10 Natural surface level
=
1339 00 m
With Side stopes of canal of 1.5 1L the widlh nt water way m FSL
= Bed width+2 x horizontal component of slope of canal x water depth
= 5*2 x 1.5 * 1.21 - 5+3.36 = 6 63 m
Say - 6.65 m
The bridge car. be deigned keeping w.dth of structure equal to bed width of canal and de th equal lo F.S.L. In ttw case Itow area for canal is be.ng restricted there ehall be more heaqZL equal to afflux. as such FSt and bed level etovabw of canal shall be requirBd io Og ,flwefed .'
cnnkxrf anal heed toss lor structure is to be
hep1
There(qxflL . js
"
Bridge m such a way lhal lhe waterway at FSL is not reduced
Since walerway at FSL is 6.63 m, it ts propped to provide waterway of 9 m Th
’ m Ban M * ™<» »e.
U.rtM'kM. »«.. « so
„ p,„«. two iwns
pw #nd abulrnBnts on both r„_., Water Works Design L Supervision Enterprise ‘
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la Juwdsuaa with late nondaetual CmuLuiu. uj TtcbnwTsts Pvc LtdArjo ftsdessa Jrrig*U*o Project
Hydraulic Design of Canal Structure
Kay 2007
The top width of peir is proposed to be kept as 1 CO m vwlh ease water and cul water sernicircuterm shape. Ths faces of peir shall be kept vertical faces up to 0 2 m below the canal bed erevahon. Width dpe* in foundation shall be Increased as per design
* Height or peir
it is proposed to provide 0.6 m free Board above FSL of canal
Top efavabofl of peir = canal FSL + 0 60
= 13390 04 *0.6 = 1339.64 say 1339.65 m
Canal bed elevation = 1337.33 m
Height of peir above canal bed = 1 fl 1 m
• Road sfab elevalioo & width
It is proposed mat the meekness of road slab be kept as 0.6 m Therefore elevation of road shall be = peir elevaban * thickness of slab = 1339.65 + 0.60 = 1340.25 m
It shall correspond to road classification of DS . standard as per Ethiopian Roads Authority as 
7
1his is an unpaved access road
As per standards the road width required shall be 4 00 m. Therefore Road bridge slab shall be of 4.0 m dear width between the curb Curb of 0.3 m height and 0 65 m wide a( road level shall be pro^Jed Above curb a parapet wall 0 5 m high and 0.5 m wide shall be provided
Therefore total height pi parapet wall with curb shall be 0.00 m above Road elevate Totaf wwflh of slab = clear width proposed +2 x width of curb
= 4i-2 x 0.65 = 53 m
Elevation of parapet wall = Road elevation + total heighi of parapet wall
■ 1340 25 * 0.00= 1341.05 m
The road slab shall rest on abutment for 0.5 widths
m at rWd e|mil(lnAijo Dedem lrri(>Ugd Project
Hydraulic Design of Canal Structure
Way M07
The total hetght of abutments, p&r and canal wmg waifs shall be based on scour depfh
Wing walls shall be alrgned straight to road direction road slab and shall oe taken 1 0 m ins.de canal banks
■ Canal waler way
The •xisbng canal waler way (area) provided (A) = i B * M) d
Where 8 ■ canal bed width= 5 00m
n ■ s-ide slopes - I 5
d ■ water deplh = 121 m
Substituting values
A = (5* 1 5r 1 21) x 1 21
(5 * 1 815) x 1 21 a 7 40 st) n?
Wamr way under bridge
It  is  proposed  to  provide  two  clear  span  or  4  m  width  each  with  one  pe<r  oM  0  m  width  in between
So width □< structure between abutments  2x40+iQ = 9(Kim
The widlh of waterway at FSL is $ 65 m. therefore there shall be obstruction by pe,f  area only m waterway area The waterway areg shall he reduced by area of peir
1
* Area for flow of water under bridge = Area urwb4tajCtefl
. Arfia Qf
FSL above bed elevation of canal = 7.4-0 - 1.21 xl = 7.<a -1 21
= 6.27 m' Ou. K> ™>ua.on ol of Ita, i,om 748 lo 627 ltMMe
calculated by McJeworlh's formulae
A=AffliH^* H fey-
o
Where v - velocity under bridge = —___________ futiti Jtjeh arg»r u Ohsenaf/un anru urrj -r
t
A = Area unobstructed = 7.40 m1 a = Area obstructed « 6.27 m1
Water Works Design & Supervision Enterprise
ta AwectalM *IU> lBlweootla«i»t*l CetnkMtt w>d Trcbaocrau Pn. Ud.
I'MLr]4 UedetMi brlEatlaa P reject
Hydraulic DesigTi of Canal Structure
May 2007
= f0.0359 r-O.Ot 5210.42
- 0.Q511 k 0.42 = 0.02m
For the flow condition under the bridge lhe difference between upstream and downstream FSL Shall be kept eQuad Io afflux
■ Down stream FSL of canal = upstream FSL - Afflux
= 1339 04 - 0.02 = 1339 02 m Downstream bed elevation ■ downstream FSL - water depth
■ 1339.02-1.21 = 1337.B1 m
* Scour depth
Scour depth re calculated for deciding the foundation elevation The scour depth is calculated by the following formula
Scour depth R = 1 35
Where.          I = sill factor
q » discharge per running meter 0 = Total discharge
f - is taken as 1
9-
Q
A virflgr wnrerway
5.013        5.013 ^1+8-63’j ~ 6.»t
Substituting values of q ■ 0.74 and f - 1
fo n r
SubStilulmg Value R = 1.35 | —— I
- 1 23 m
The maximum scour deplh is taken as 1.5 times normal scour depth f<x abutments and wing wall below FSL elevation of canal. For pair ihe depth re taken as 2 times normal scour depth
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In LMOdaifca with iBUfceudxeaui CowuJtMU » d Tcchaoerats Pn Ltd
BArJ* Dedess* lrrl(«Upa Project
Hydraulic DesIg^ofCagaJ Structure________________ ______ ______
Maximum scour depth for abutment and wing walls
= 1 5x1.23=1 85 m
Foundation elevation lor abutment and Wing wall - FSL - 1 85
= 1339/04 - 185 = 1337 T9 m
Keep foundation al 1337 15 m
For peir the maxrmum scour depth =2x1 23 = 2 46 m below FSL
Foundation elevation » FSL - 2.46 > 1339.04 - 246 = 1336 58 m
Keep at 1336.50 m
Width of abutment and wing waits
Abulmenl - Top width proposed is 1 00 m at elevation 1340 25
Foundation elevation = 1337.15m
Total height = 1340 25 - 1337 15 = 3.10 m
The Iwttowi width shall be kepi as 0.5 limes hsigh! ■ 0.5 x 3.1C = 1 55
$0 pwrie 2.0 m width at fcwidaluon and 1.5 m width at 0 30 m above foundation elevaUoo
Wing wall
The 1op Novation of wing wgN = 1341 05 m
Foundation elevation = 1337.15 m
Total heighi = 134105 - 1337.15 e 3 90 m
The bottom width shall be kepi O S fame height.
Bottom witflh = 0 5 x 3.90 ■ 1 95 m
Prow,   baiom   -ah   .   2   25   m   .1   tartrtorr   .rewton   a„a    20    m    „   0    „   m elevation.
The  face  of  abulmenls  and  wing  walls  on  waterside  shall  be increased on other side.
Peir
Top elevation ol pen is 1339 64 m
Foundation elevation is 1336.50 m
Total height = 1339.64 - 1336.50 ■ 3.15 m
Sotlpm width "0.5x315=1,575 m
vedical and width shell be
Water Works Design t Supervision Eniernrlsp “ 
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106
[Q Assod.dea Wttb litercet^uj
Md TttX JLArjcDedtsii Inigada q Project
Hydraulic Design of Canal Structure
May 2007
Provide 2.0 m width al foundation alevaUon 1.5 m width at 0 3 m above foundation elevation lip
lo 0 25 m below canal bed elevation.
Upstream and downstream prelection
Canal section under bridge Is not reduced, but due to provision of peir area of water way is restricted Due is reduced waterway velocity m canal under bridge is increased. Therefore il is proposed to provide protection of only pervmus nature i.e CC black or stone pitching Q 30 m thick over 0.15 m thick gravef for width of bridge of 5 3 m In addition lor 3 0 m length on upstream and downstream pervious protection in bed and canal slopes up to 0.5 m above FSL Shall be provided. Total length of orofleclion fhaH be 11 3 m
To? wall
A toe wal of 0.5 m widlh at top shall be provided at the end o1 upstream and downstream protection. Toe wall shall be 00 m deep below canal bed elevation and bottom width al foundation shall be 0.80 m
For elevation of Toe wall Top elevation Foundation elevation
Keep foundation elevation
Lt/s
= 1337 03
= 1337 03-0.00 = 1337,03
1337 00
D/S
1337 61 1337 81-0 80 1337 01 1337 00
maximum bending moment
Tha drawings far Ihis Structure fire available al Drawing aq. AD-F-Canal-G-23 ft 24
LO?ArjoDeflessa Irrigation Ftojact
Hydraulic Design of Canal Structure _______ ___________________ *** aw? _________
3 3 Design of Foot Bridge for Cattle Crossing al Km 19.00 of Right Primary 
Canal
tn the Arjo-Oedessa irrigation project two primary canals system i e. Right and Left Primary canals proposed Both the pnmary canate are contour canals, There are p radically nowell- esiabiished roads In the command tar communication from one and to other However there are some access  roads  (unpaved!, which are lor communicaiior between Citizens  living al different places Such access roads are very few m numbers and are being crossed by canal, for which road bridges have been proposed These access roads are very far off from each other, generally more than 5 km. away Presently cattle's and citizens can move in open fields from one place m another. but after construction of canal it shall be ditficuH for cattle and human being lo cross canal from one side to another side from any place except over proposed Road Bridges, which are far away  from each olher In such case, cattle and citizens  are required to travel very long distances for crossing the canal Also after canal is m operation, Ihay shall be required ta carry 1heir agriculture produces from command area to their residence or from residence lo market places  Therefore some (catlfe crossings  i root bodges  are proposed lo be provided in between the proposed road bndges
In some cases, the foolbridges  are combined with regulator or cross  regulator structure However In case, structures are not m the viclnuy of proposed footbridge site. Independent foot bridges (cable crossings! are proposed. One such fooWridga (cattle crossing) is proposed at km 19.00 of Right Primary canal
The detail hydrological data of canal at proposed crossmg point afe as given below;
1. Fu* supply discharge
*5901    m’/sfle
2. Bed width
* 6.00 m
3. Full supply depth
-  1 26 m
4. Velocity
- 0 604 m/sec 
5. Side slopes
= 1.5:1
6 Free board
= 0.70 m
7, Full supply elevation
= 1343.50
3. Canal bed efevabon
= 1342.24
9. Natura' ground elevation
= 1343.50 m
Water W«rksOesli?&^rtsiiirESr™ 7.-------
1CU
«a i..™^
et0!.lt>a[! Te
ri
iuArJoDedewa Irrlfidoo Project
Hydrautlc Design of Canal Structure
* Waterway at FSt, with canal side stapes of 1 5:1
= Bed width + 2 x horizontal component erf slope x water depth = 6 00* 2 x 1 5x1.28
= 6.00 + 3 78 = 9 78 m
Maj 3M7
To keep head loss in canal io minimum, it is proposed not to constrain waterway area of canal There fare it is proposed to provide two span of clear width 4 5m (centre to cenlre span = 5.5 m) each with one pe»r and abutments at both ends. The top width of peir is proposed to be ’ 0 m, wdh ease water and cut water semicircular in shape Both the faces of peir are proposed to be kept vertical up to 0.24 m below the canal bed elevalion
• Height of peir
fl is proposed to provide 0.6 m free board above F S.L of tana<
Top elevation of peir shall be = Canal FSL + 0 60
= 1343.50 + 0.60
= 1344.10 m
•    Height of peir above canal bed = top elevat.cn of peu-canal bed etevation ’ 1344 10- 1342.24 = 1.86 m
Foot bridge slab top elevation
It is proposed that the thickness of stab shall be 0.30 m
•    Elevation of top of slab = peir top elevation * 0 30 m
- 1344 IQ +0.30 = 1344.40 m
Total width of stab Shall be ■ 2+2 x 0.5 = 3.0 m
Abutments
Abutments at both ends shell be of 1.00 m width atIrjo Dedttssa Irrigation Project
Hydraulic Design of Canal Structure
■ Top elevation of parapet wall and wing wall shall be = Top elevation of slab * 0.8 m = 1344.40 * 0.0 - 1345 20 m
May 2007
The total height and w»dth at foundation elevation will be fixed with refoiance to scour c?eo'.h
Canal waterway
The existing unobstructed waler way (area) of canal = (8 * nd) d Where            B ■ bed width of canaf = 6.0 m
n = horizontal component of slope 1.5 d = water depth = 1 26 m
Substituting values
A = (6+1:5 x 1 26 = 6* 1.89)1.26
= ?.89 1.26 i9 94m
(
J
Water way under bridge
As proposed 1hsrs shall be two spans ol dear widlh of 4.5 m with one pe.r of 1 0 m Ihickness So widlh between abutment ■2x4.5+1.0 = 90+1.0 = 10.0 m
Where as the linear waterway in canal at FSL is 9.73 m
Therefore 1here shaS be obstruction due io peir only m waterway of canal Due Co obstruction ot per there shall be reduction »n walerway under the bridge
Area    of    waterway    under    bridge    -    unoCslructed    area    of    Mria|.    area     &f     up     (q above canal bed etevahon
= 9.94 - 1 x 1.26 = 9.94 - 1.26 ■ 3.6$ m3.
Du. Io obslnjcliori o<                wslenusy tam calculated by Molewrxlh's formula
, h„e 5ha|| bG a((|m
Where, v = velocity under bridge =      -----arg
.4 yfFt'a under
A = unobstructed area a 9.94 m2 a = obstructed area = 8.68 m2
■ V=
p 5.981
8.68
t
-“0&9m/sec
I l<JArjo DedMsi iiri^aUon Project
Hydraulic Design of Canal Structure
May 2DDj
= (0.026? *0.0152)0.31
= 0.042 x 0 31 i 0.013 m
For  the  flaw  condition,  under  lhe  bridge, the difference between  upstream  and downstream FSL shall be kepi equal Io afflux = 0.013 m
Downstream FSL of ca^al = upstream FSL- afflux
> 1343 .50 - 0.013 = 1343.487 m Downstream bed elevation = D.'s FSL - water depth
- 1343 407 - 1.26 = 1342 227 m
Scour depth calculation
Scour depth is calculated for deciding the foundation elevation
The scour depih is calculated by lhe following formula
R = 1.35 | y |                   Where, f * silt factor taken as I
q = discharge per running meter Q - total discharge
-g
, 5-981 = 5J8£ =Q 76
S ,4v. iMNirwtfyf/irciflrr) 6+Q.7B             15 78
2 2 ‘ /, Soour depth -1.35 —— | - 1.35 x 0.91
= 1.23 m
Th.
SOT1,
,s
Ko(h (or
""9           'W"       a"“       2           ‘™S           “W           The           '"“"num           *»       <• Maiwnum scovr depifi lor abutment 4 wings = 1.5 xl 23 = 1 85 m
Foundation elevation - FSL - scour tfeplhi
» 1343.50 - 1 &5
- 1341.65 m
«
Me
F5 , „ ’
3
-------- ------- -------------------------------- -------------------111 Water Works Design i Supervision Enterprise
la iiMeiidUD with fotsrenntlmtilnl Consultants ud Technocrats pvt Ltd.Mo-DedjHi Itripitott Project
Hydraulic Design <jf Canal Structure
Width of a but men( j and wing wall
Abutment: - Top width proposed .5 1 00 m at Stab atavatiWl of Road Bridge i e 13344.40 m.
Foundation  efevabon  ■  1341  65  keep  foundation  0.6  on  below  canal  toed  elevation  i.e 1342.24 ■ 0 BO - 1341.44 say 1341.40 m.
TplaF height = 1344.40 - 1341 40 ■ 3 00 m
The bottom width al foundation elevation shall tie kepi ■ 0-5 m height erf ahutmenl
= 0,5 x 3.00 = 1.50 m
Keep  foundation  width  of  a  butmenl  al  ftxmdalion  e  levalicm  =  1.75m  and  1  WmalD.JGtn above foundation elevation
Wing walr
Top width proposed as 0.5 m al elevation 1345.20 m
Foundalidn eieua1ion= 1341.40 m
Total height - 1345.20 ■ 1341.40 = 3 SO m
Bottom wrtjlh = 0 50 x 3.60 = 1 90 m
Provide width of wing wall ■ 2.25 m at foundation elevation and 2.00 m at 0.30 m above foundation etevabon The face of abutments and wing walls on welers.de shall be kepi vertical and width shall be increased on other side
• Pair
Top elevation of peir = 1344 10
For peir maximum scour depth below F SI = 2 x 1 23 ■ 2.46 m Foundation elevation = F$L - 2.40
= 1343 50-2.46 = 1341 04 m
Keepai 1341.00 m
Total height of pelr ■ 1344.10 ■ 1341 0 = 3.10 m
Bottom width ■ 0.50x3.10 = 1.55 m
Provide bottom width at foundation e’evation as 1.75m afttj bed elevation i.e. 1342.24 - 0.24 = 1342.00
1 50 m from 0 24 m below canal
Water Works UesigD t Supenrts^^-777------------------------ ----------- _J 12
]0
with
fflosuftiDLj udArJcDedcm frrtfiUon Freest
Hydraulic Design of Canal Structure
Length of Peir
_ May_2007 .
It is proposed to provide cutwater and ease water semr circular in shapes Peir width proposed is 1.0 m
Length of peir = fool bridge width * 2 x parapet width 4 2 Ikn# radius of ease and cut waler
Length * 2 + 0.5 x 2 ♦ 2 x 0.5 - 4.00 m
Length at elevation 1342 0 shair be kepi as 4.50 m and at foundation elevation far 0 30m height = 5.0 m
Upstream and down stream protection
11 is proposed that canal section under bridge shall remain same as trial of canar, but due 10 provision of peir. water way is reduced from ordinal walerway of canaf. as such veiocly under bridge shaff increase Therefore it is proposed to provide prelection of only pervious nature i e CC blocks or stone pitching 0.30 m thick laid over 0 15 m thick gravel for 4 0 m width of canal under bridge and 20 m length on both side of bridge. The protection shall be given in canal bed and slopes up to 0.3 m above FSL r.e up to elevation of 1343 90 m
Total length of prolection shall be 7 0 m.
Tot wall
AI oe wall of 0 5 m w idth at top shall be p rqvided a 11 he end o f u pstream a nd d ownstream protect™  Toe wall shall be of OB depth betow cahal bed dle.alton and bottom «d1h al foundation shall be 0 90 m
Elevalion of toe waif
Top elevation
Foundation elevation
Keep at
Structural design of foot bridge sfab
U/s Toe wall 1342 24
CMs Toe wall
134 2 227
t342.24-0.B0             134 2.227-0.80
1341 44
1341,40
1341 427
1341 40
The blab is 
.0 *™ tab oi an,mal a« human t„,9
^.b. ™sae,M » p., .™ Wab a>n
i,
S Owa ran to, s|aM 0) resi()8(ii|a|
dead load of stab.
The drawing fc* « $ structure are available a! Drawing rw Ad-F-Canal-G-25 426
-
" Ork9 W4th
ht
Water Works Design & Supervision Enterprise
IB
In UsnclidoD with Jnttftoatauta) Coasaluxu ADd Tectumerats Frt. LtdArjoOedesj* Indgitloa Fro] act
Hydraulic Design of Canal Structure
4. STRUCTURES UNDER DISTRIBUTION SYSTEM
May 3D07
4 P1  Design  of  APM  -  Out  Let  for  Tertiary  Canal  Rt-16-9  Of  Or  *  16  of  Right Primary Canal
[n Arjo^Dedessa Project, rl is proposed that for finalization of feasibility study, a sample area for distribution system be designed for estimation For the purpose, of study  area of two secondary  canal systems  RS-16 and RS-17 taking off from Right-bank  primary  canal are selected The details  of area proposed for irrigation from these two secondary  canals  and number of tertiary canals, are as below
Sscondary Canal
No. of Tertiary canal
Area proposed in Ha
-
Left
1-- ------------ -
Right
Total
Left
Right
Total
RS-16
a
7
15
217.9
122 2
3401
R3-17
ii
11
22
213 46
201 29
414.75
Total
19
15
37
431 36
323 49
854.85
The maximum discharge of tertiary  canal is  0 W0 m’/Mc  for RT-16-9 or RS-16 secondary canal with 20% flexibility  iactpr. This  tertiary  canal takes  of from l 20 km of secondary  canal RS-16. As  the maximum discharge of ternary  canal is  0.040 mVsec  which is  equivalent to discharge of waler course. Therefore fw regulating Now from secondary  canal to ternary  canal ri is proposed 1o provide Adjustable Proportionaf Modular (ARM) oullet
Design of Tertiary canal
The discharge of tertiary  canal Is  0.040 m^sec  considering earthen canal Metlon with Q 30 m
bed width and 0.20 m water depth wrth side slopes of 1.5:1. Area 0( e^al = {B * nd)d wh r 8 = bed widih
n - side slope
d - water deplh
“(0.30 * 1.5 x 0.2) 0.2
= (0.3 * 0.3) x 0.2
— 0.6 x 0.2 = 0.12 sq. m
P = wetled perimeter = B + 2 (7*  ►1)
-0.30+2 (v'kFTiJc.20
= 0.3 + 0 4 v'125
= 03 * 0.72 = 1 02m
Water Works Design & Supervision EnUroriM-------------
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114
in Ablation with
c^itMts
Techtt[>Crita LwArjo Dedessa Irrigation Project
Hydraulic Design of Canal Structure
Hydraulic mean depth R = — = —-        0.1176 P 1.02
R“ = 0.24
h is proposed tn provide slope oi 1 ir* 1000 = 0.001 Velocity by Manning’s formula
V= - fi1 ’(S)' 1
n
MAV 2W7
Where. Substituting values
n = coefficient of Rugoaly ■ 0 0225 R ~ Hydraulic mean dtsplh
S = Slope
V> —!— xO.24 (0.001)1/3
0.0225
V = 10 66 x 0.0316 = 0.336 m/sfrC Q - A x V = 0,12 x 0.336 = 0 4056 m^sec So assumed section of canal is alright Details cf secondary and tertiary canal
S.    Description
No
1 Fm supply discharge Q in m3,1 sec
Secondary canal
at 1.20 km
0.283
Tertiary
Canal RT-15-9
0.040
2 Full supply depth in m 0 55 0 20
3 Canal bed width in m 0 60 030
4        Bed slope
5        Full supply elevation G      Bed elevation
7      Ground elevation a       Velocity m/Sec
0.00033 1334.10 (uis)
1333.55
1333.70
0 73
0.001 1333 95 1333,75 1333.70 0 330
For safe and suitable design of APM outlet fallowing three conditions shall have to be satisfied I 1** Conddion I H'm > Hm
Where: H'm   modular head = (1 -E) Hr
a
Hs = Depression head - 0.3D
D ■ Depth of waler in supply channel and
Water Works Design & Supervision Enterprise
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Id Assoclttloo with IntoreonOnoDt*! Consultants and Technocrats Pvt Ltd.Arjo Dedessa irrigation Project
Hydraulic Design of Canal Structure
E         = Effioftncy = (Vl * 16# - j)
May 2007
R
/A
= Depression Ralio = ■ '
Y
Hm
= Depth cf orifice
■ minimum modular head = (0 S2Hs - £1 5 0,>
11       2^ Condition
WH > H'm
Where
WH
= Working head
- FSL of supply channel - FSL of off tak'ng canal and
H'm
■(l-EJH*
3 rt Condition H/2 > V
Whore H ■ depth of FSL upto crest of APM
= (H. * Y)
and Y - Deplh of orifice
For th* APM of RT-16-9
1 Available working head WH
WH = FSL of secondary canal - FSL of tertrary canal = 1334.10-1333,95 = 0.15 m
2.  Depression head of APM
H,          ■ 0.30 =0.3 x 0.55 a 0.165 m
3.  Discharge through orifice
q ■ 4 03 x Bt x Y . Assume Bl = 0 20 m /sec y  1 ___ 0-04 _
4.03 x flr x ^Hx 4.03 ,t 0.20 70 !65
= ______0 (M - 0-04
4.03x0.20x0,406        0 32S “ ° 122 4. Depth of FSL Io crest of APM
H ={Hs*Y)
= 0.165 + 0.122 = 0.287 m
.        . o                 0)65
-
5 Depression ratio R ■ — - —— = 1 35 r 0,f22
J
Waler Works Design & Supervision Enterprise
tn As5Kl»*0D iDterccatlnenlAl Cauultauis and Technocrats Pvt LttArJoCerfiSai Irrigation Project
Hydraulic Design of Canal Structure
6. Eificiency E
7 Modular Ratio
H'm
= -Lt/TTTfij? -j)
2/f'
= 0.370(4.75-3) = 0 370 x 1.75
■ 0.650 m
= H'm = H, (1-E) = 0.165 (1-0.65) = 0.058 m
0 Minimum Modular Hoad
a Hm
= (0.82 Hs -0 5 81) * 0.02*0165-05x0.20
■ 0.1353 -0 10 = 0.0353 m
Now for above design
0 For condrfion I = H‘m ■ 0 058
Hm = 0.0353
As H'm is greater than Hm design is safe
li) For condrfion 11 WH > Hm
WH    *          0.15 m
Hm    -          0 0353 m
As WH is greater than Hm Hence design is safe n ) For Condrfion 111 W2 > Y
N2
¥
.             ■ 0.1435 2
= 0.122 m
Smce H/2 is greater than Y Hence design is safe
In this design all three conditions are sailed, hence design ,s safa
Different efevation of APM
Crest EtafVMiun of ARM = u/s FSL - H = 1334 10-0.287 = 1333 81 3 m
,
Top of APM orifice
- Crest EL * ¥ - 1333 .613 + 0.122 = 1333.935 m
The drawing for this structure is available at Drawing No. Ad-F-Canal-0 is 27 Water Works Design & Supervision Enterprise
117
Id Association wllii iDtert^ttUiiflQLiJ CmuitAats inti Tecbaocrate Pyt. LtdArja Dcrfesa* Irrigation Project Hydraulic Design of Canal Structure
May 2007
4,2      Design  of  Duck  Bill  Weir  for  Secondary  Canal  RS-17  of  Right  Primary Canal
For regulation water level in canal and control on the quantity  of water passing through l to dissipate energy and enaWe water Id be delivered as per requirement safely, control structures are essential The control structure can be
1.          Cross regulators
2 Check structures (orifices etc)
3. Wetrsetc.
Weir
A fixed over fall cresl or weir controls the water level at a given heighl within relatively narrow limits. The height and the crest length are determined m relation to the discnarge to be passed over (he weir crest and to control requirements eg maximum permissible level fluctuations etc.
Greater crest length ts  required for precise control, in canals  at the tail end. particularly  in distribution channels, the width available is  generally  insufficient to accommodate a transversal weir with crest length enough to pass the full supply discharge within
For such conditions following type of weirs have been developed
(1) Diagonal weir
(2) Duckbill weir
(3) Z type or specialty shaped weir
ducu>»w« » mo.1 co™non<, uaed. as „ „ etw,on,,„,
t       9     ol atrucfera. Thc advan aga w
,
Oul Of <M
optmum MINrg. capacity In ralaWn „ i.„ u,
structure is the simplicity m corrsUcCrorr and ma.nfenanca aM fela0||,ly *
“ suilaUalprimgaWn wafer whan saioM i, less tuoh „ carla|J or
remcal ol M a Hush opening can to proved in the Mr al the Poor of structure
Proposal
"
'F
Il is proposed lo provide a Duckbill weir at the tail of every secondary canal. Far lhe purpose oi sample design the secondary  canal RS-17 is  selected fw which delarj planning and des^n haves been pane
The delaits of secondary canal1
1. Full supply discharge
2. Full suppfy depth
3. Bed width
RS -17 at lhe tail i.a. al 3.00 km.
■ 0.15 mJf$ec = 150 Wres/sec
■ 0.43 m
■ 0.50 m
Water Works Design & SupeMslonEn terprise
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la Ajaccio®® with Intertsatluetttal CauiiitMis and Tecbnocrats Pvt LULArJj Dedessa Inrifidcn Project
Hydraulic Design of Caoal Str
ucture
May 3»7
4. Stope
= 0.00033 or 1 in 3000
5. Side dopes
-  1.5.1
6. Vetocdy
= 0.31 nVSfrC
7 Full supply elevation
» 1326.15 m
6 Canar bed eievaton
= 1325 72 m
9. Ground elevation
= 1326 20 m
10. Top of bank elevation
-  1326.45 m
• Hydraulic design of Duckbill wer
The discharge over 8 dudctHlI weir is based on the formula
Where m - discharge coeffioent
, St ■ length of creel
water depth i.e. head on the cresi
The value pf m depends on shape and the angle * . In case rf angle <r is larger lhan 4517  the values for m, i e coefficient ct discharge are
For unrounded shape         =032
For rounded shape             = 0 3$
The duckbill we«r is s uitabte a nd preferable when * is more than 4 5° and up to 70° It is recommended that, at the end of duckbill weir crest width is fined at 40 cm, independent of the bottom width of canal,
For the purpose of determining the dtscharge per meter length the graph is  available at Annexe 3. From this  graph total length of crest required shall bo wonted out. Figure - available at anneaure 4 <s used to determine the angle c from the required crest length
For the canal RS-17 at km 3.QQ
Canal discharge
= 015 mVsec ■ 150 Mer/s
Side slope
= 1.5:1
Eoilnm w>dW»
= 0.50 m
Water depth
= 0.43 m
Water Works Design t Supervision Enterprise---------------- —--------- 119 In AuDditlon vttb latirconiinBiiUl CntuulUaU md Technocrats Kt LWM® Masi krif jlUoo Project flydrauilc Design of Cana] Structure
Ma? 2DG7
-
Il is assumed that maximum waler level vanation shall be 0.15 m
J.e K(crt)- 0.15 m
• Crest heght = 0 43-0,15 = 0.20 m
From An nexure-S, part ■ I few value of Bed wnj|h of 0.5 and h&rght S=O 28
Available transversal length L=B(t) = 1.34m
Form figure ■ at Annex ure 3 graph between HfcrtJ in cm's and discharge f/ per meter of cresl length.
For H(crt) - 0 15 m * 15 cm and m= 0.32 Discharge per meter length of weir - 31.5         = q Therefore lota/ length of weir required
From above value of A and a from figure - al Annexuno - 4 the angel is 5<iu The angel being more lhan 45“ the safeclion of Duckbill weir is justified Check for discharge from lhe following formula
Q = m x B1 x Jlfi
VF 1|l
r
M - 0 32 for un rounded cresi Bl = 1.84 H
|ut]
= q 15
J
= 0.32x 1 84              jr(0.15), ! = Q1515 r^/Mc
The discharge of canaf is 0 15 m ''sec
Therefore the dimensions used are correct.
The recommended dimensions for standard Duckbill afO shown in fig; Annexure 5. In the case of RS-17 lhe dimensions am as given hereunder.
B = bed width ■ 0.50 m
f = Assumed 0.50m (upstream fkxxJ Yt = upstream water depth = 0 43
120ArjoDwlMJ& lirifinsti Projact
Hydraulic Design of Canal Structure
May 2jj^
n
M=1 51-1.5s+ 0.20
= 1.5 ’0.5 - 1.5"0 28+0.20
■ 0.45-0 42+D 20 a 0.53 say 0.60 rn
K = Asmcr - 0.72 sinSO0 = 0.72x0 766=0.552
Distance up to cresl end from cross section erf channel
= 0. 552 - say 0.55
P = Downstream floor length
= 2 5 r= 2.5 x 0.5 = 1 25 m
f 5m
W4h  these  dimensions  the  drawing  of  duckbill  weir  has  been  prepared,  which  rs  available  at Drawing no AD-F-canal-OIS - 28
Hfcni = Difference between upstream water elevation and crest elevation
=0.15m
S = Height erf crest = 0 29 m
C = Thickness erf weir = 0.15 m
f = Width available upstream water surface
= (B+irty.) = 0 5+2‘15’0 43
= 0.5+1.29 ■ 1.79 say 1.90m
L = Total rength ol crest w 0 40* 2A = 1.84 m
a - 50  between weir cresl and cross section of channel
Water Works Design t Supervision
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ny<tra.Li»c Design of Canal Structure
May 2007
Annexura - 3
CiBtiujg.< !-■
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L[tfArjo-Dedess* Irrigation Project
Hydraulic Assign of final Structure_______________ zoo? _
Annexure - 4
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_ _ _ _ _ _ _ _ _ 123
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Hydraulic Design of Canal Structure
M*y 2W
Annexure - 5
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Water Works Design L Supervision Enterprise
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124Mofledassa irTtfaasn Projwt
Hydraulic Design of Canal Structure  M>? 21007
4.3   Details for Turn out Structure (Division Bo*) For Quaternary Canal
(Field Channel)
Under the distributor! network  system, the water for Irrigation is  provided to farmers  field through quaternary canals (field channels} The quaternary canal receives waler 1ram ternary canal. Fc* dislnbution of water from tertiary  canal tc  quaternary  canal a I urn oyL structure (Diversion Box) is proposed Io be provided
In A/jo-Dedesa Project a sample area of secondary canal RS-16 and RS-1? is considered for planning and design of distribylmn network system, in (bis area detail planning is carried Oul for tertiary  canals  takmgoff from secondary  canal and quaternary  canals  lakrngoff from tertiary canals  In detail planning the quaternary  canals  are panned to takeoff only  on one side of tertiary canals.
Therefore Cum oat structure (Division 0o.k) shall be designed io have out let for waler on one gide only
It is proposed that (hew turns oul structure shall be constructed from hollow, concrete Mocks of size 40cm x 20 an and 2tem high. The hollow Mock structure shall be placed at least 30 cm below the $ urtece of (he ground or canal bed elevation which ever i $ less, on 1 Oto 1 5 cm concrete foundation The lop of concrete foundation shad farm (he floor of structure The first course of 40 x 20 x 20 cm block shall be Said m the fre&h concrete af the foundaUan The blocks shall be leveled at every course The procedure of laying block, shall be the same as done in case of brick masonry.
The size Of opening shall be kept equal to bed wiqih of tertiary canal lor upstream and downstream end Where as openings for quaternary canal the size Shall be kepi as 30 cm The hollow blocks at both ends of opening shall have a gwva 6 cm in ire centre or width (2QCm) of
t,'ock The water flow is controlled by removable g |
3 fts 5 cm thlck 6|(hef mwJa Qf
steel.
when the blocks have been laid, a coping of CO M<ZQ 7 5 cm (hie* shell be placed on lhe jQ course and on the crest of the openings. Copying can also be done by pWlding pre-fabrwalecj Nocks d 7 5 cm 20 cm wide and B0 cm q< 60 cm tong btoefca. The Mfe5 (hcrfM} of
shall be fitted with lean concrete CC M-lQ
Water Works Design & Supervision Enterprto--------------
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ID UsoElation wilt ]oier»ntm« taj tensnluuits 
D
u4 Tecteocrau fh-t LufArjo Dtdeisa Inlgauwi Projtti Hydraulic Design of Cana! Structure
M*y 2007
The tertiary  canal at both ends  dI structure and quaternary  canal downstream of openings  shatl be protected by CO black Dr rubble lining 0.225 m ttlnck land Over 0.075 m thick gravel for 1.00 m lenglh.
Drawing for turn-out
For typical drawing of the turnout structure has  been prepared for Tertiary  canal RT-16-9 under secondary  canal RS-16 of Right Rnmary  canal The tertiary  canal takes-off at 1.20 km fmm secondary  canal RS-16. The length of tertiary  canal is  1.136 km and about 22 quaternary canals are proposed Io takeoff from tertiary canal on tight side
The detail date of Tertiary canal RS-16-9 rs as follows 1. Full supply discharge         »         0 04 rrPi&ec
2. Full supply cteplh               =        0.20 m
3 Bed width
=        0.30 m
4. Full supply ele3vabon ■ 1333.95
5. bed elevation ■ 1333 75
6. Slope of canal
=
1 in 1500 i e 0 .00 67
7 S«dC Slope af canal
=
15:1
6 Ground elevation
“
1333.70
9. Freeboard
-
0,3.0 m
Top of bank elevation shall be
FSL * 0.30= 1333.95*0 30= 1334 25
The  foundation  u!  structure  shall  be taken  0.5  m  (50  Cm)  betew  canal  bud elevation or  ground level which ever is lower
in  lhl5   case  the  ground  level  <s  at  lower  elevation  of  1333.70  m  Therefore  foundation  shaJ,  bp taken to 1333.20 m.
The detailed drawings are available al Drawing no. AO-F-Canal-DlS-29 & Jo
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»                  «u> nwu.ltaHa)
« a T.J.X, Pn. He.Arjo Massa [rrigatlau Project flyttraullc Design of Cacai Structure
May W
4.4   Design of Vertical Fall 1.5m and Road Bridge at KM 1.05 of Secondary Canal RS-16
In Arjo-Oodesse Proved there are two Primary canals, left and right canals, taking off from dam Both these primary canals are contour canals for lheir entire lengrh There are secondary canals taking off from these primary canals Details of length and head discharge ol Primary cana  and number of secondary canals 1akmg off from lhe primary canals are given below
1
S. No
----------]
Canal
Length
in km
L_______  .1
Discharge At
head in
mS/sec
No. of
secondary
canari
--      4 I2
Laft Primary canal                        60 18                   9 015                    45
Righ! Primary canal                     44 166
7.521
40
For the purpose of detail planning erf distribution system, with tertiary, quaternary  canals, command area of secondary canals RS-16 and RS-17 of Right canal has been selected as sample area. The secondary canal, RS-16 lakes off at km 21 327 and RS-17 at km 21 768 from ngh1 primary canal The discharges at head for these secondary canals are as follows
RS-16 ■ 0.40 mJ/sec RS-17 = 0 56 mVsec
These secondary canals are aligned practically on ridge The slope ol (he ground i
5 a eep and
|
therefore S number of falls (drop structures) are proposed far secondary canal. Oul of lotai
fads one of the fall of t.5 m depth is proposed al km 1.0$ o
f r  -i
S  6caftal
In the secondary canal service road is proposed on (eft bank. wh.ch iS proposed l0 be S 0
Tertiary «« » InK.ng 0< on Mh Odo, in U» ownmond or RS.16, no .slated „
00,01 on!, roorpam o 20 m de I, prised Id,
ind
"
I0M k
»
(m
a
ana
approach to lherr licfas.
9s for
Therefore for tertiary canals which are taking off on righistde. for c ommunication o f h uman beings (cultrvatofs) ar'd oarife's from field to service road of secondary canal for movement of irrigations activities and movement of agricultural product across the secondary canal a foot bridge is most essential. Therefore rt is proposed io combine Fool Bodge with proposed fall
Water Works Design 4t Supervision Enterprise
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127Ar>[i«lt£53 irtif*Hce Project
Hydraulic Design of Canal Structure
May 2007
Th* delails of secondary canal al 1 Full supply discharge
2.  Full supply depth
3.  Bed width
4.  Velocity
5.  Full supply elevation 6   Canal bed elevation
7   Ground Bfevaikin 8. Drop
km 1.05 are as follows 0.283 m3/sac
0-55 m
0 .60 m
0.384 mfsec u/s_  1335.65 Af’ DM M
w. j  £335.10 D > ' 1333 60 1335.40
1 5m
The  discharge  of  canal  at  km  1050  is  0.203  m3/SSc  and  drop  is  1.5  m.  Therefore,  kt  rs proposed ta provide a vertical lype of fall, with 2 00 m wide footbridge
The following design procedure is followed.
Calculator* for crest elevation
Throal widlh of crest is considered equal Io uj's tied width 0.60 m
Assume (length J breaditi erf crest = 0.8 m
For vertical faits Q ■ discharge 4 given by formula Q = C x Bl x
Where,            O = Discharge or canal
= 0.283 m3fsec
C = Coefficient of discharge             = 1,82
01 = Throal width
D = Depth of crest below u/s TEt,
= O 6m
Lt = Lsnglh d (Breadth) crest, assumed as 0.B0 m
Water Works Design t Supervision 
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128
I.
LtflAr)o -Uedem Inl^don project
Hydraulic Design of Canal Structure Substituting values, and D can to found put as foltows
May MM?
0.283
1.82 .t0.6
0 85
= 1.14 £>' 1
=2^2=0.245
LI4
f
D ’jflu
D ■ (0.243) w = 0.43m
This depth is proposed below Ute TEL
Ute TEL ■ Ute FSL of canal - velocity head due to approach
K1
Velocity head =          = V, velocity of approach
2g
Velocity of approach = ?
Since rectangular section re proposed above crest it is assumed that rectangular s ection □! canal «s effective.
i.e. b x d = bed width of canal i.e 0 6m and x depth of canal 0 55 m A A = 0.6 x 0.55 = 0 33 SQ. m
Fir = C 2Sj = 0 86 0.33
Head due to velocity of approach = — =
®      = d ru
Ute TEL = 1335.65 +0 04     ■ Crest Hlevat*on
. W, P^ealon ■ No p.o<e«on „
2«        19.62      10 62 1335.69
ute TEL - 0.43
1335.69-0.43 - 1335.26
flut pwoe
,m
thickness, consisting of 0.10m (X M-20 laid over 0.20 CC M-10
At  the  end  of  ute  floor  a  curtain  wail  of  0.3  m  depth  w4h  0.3  m  at at bottom Shall be provided at upstream canal bed efevation
m
’ m Wdth
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129Arjo Dntttm trrteitinn Project Hydraulic Design of Canal Structure
• D/S Expansion-
Mar 2007
Ofs sidewalls shall be straight and parallel upto the end of downstream floor, and shall have return at right angles io sidewall Face on waterside of sidewalls shall bo kepi - vertical
• Energy dissipation
II is proposed to prowde water cushion at the Ice of drop lor energy dissipation by means of impact and sudden deflection of velooty from vertical to horizontal direction. The water cushion is formed by suitably depressing the floor below the dowrslream bed of canal
The dimension i e. length and depth of cistern shall be found out by tollowmg formula Length = 5M.xD)i
Depth = 1 (Wj xD)11
4
Where, D = Depth of crest betow upstream TEU = 0 43 m HL - Height o( drop in meter * 1.5 m
Substituting values
Length of astern = 5(1 5 x 0.43) "J = S x0.78 = 3 90 m So provide 4.00 m length
Depth of Cistern =
4
(1.5 x 0.43)" = -k 0 72 = 0.18 m Say 0 20 m
4
So floor elevation of astern = Dfs canal bed elevation - depth required for cistern = 1333 60 ■ 0.20= 1333 40 m
Depth of CiXla;n wall a1 the d?s end of riatam = J J Ucj,er JrprA 0 55
Foundation etevatron - Etevation of cistern - 0 60
- 1333.40 -0.80 = 1332.60 m
• Bed protection
Length of bed protection = 3 x d/s F.S depth
3 x C 55 = 1.65 m. Provide 2.00 m
' nbed 6ndAjjrDe4ftS31 Irrigation Project
Hydraulic Design of Coal Struct ore
■ Length (Braadlh) tjf cres!
Length of crest Li is calculated from formula
May W
- 0.55
c/ tfrwSJf t’JcvcrfJON of cfrArfl
= 0 55 vfIB5 26 1333 40
■ 0.55 VTiti
= 0.55 x 1.36 = 0 75 m
So assumed length 0.80m is sufficient.
•    Crest wall
Thickness of crest wan at base shall be provided 0.5 times height between devalnon ol crest and elevation of cistern.
elevalion of crest - elevation of cistern = 0 50 f 1335 26 - 1333.40)
■ 0.50 x 1 86 = 0.93 m
Provide 1,00 m at oslem elevation and 1.50 m at foundation elevatron, which shall be taken 1.00 m below cistern elevation I o. 1333 40 - 1 00 = 1332.40 m
•    Upfcft pressure and thickness ot d/s floor
l” Condition for exit gradient
When upstream water level is at crest and downstream is dry
H = Elevation of crest - d/s bed elevation = 1335.26 ■ 1333.60 » 1 66 m
Depth of d/s curtain wall = 0.80 m with bottom width a 0.8 m
Creep length from u/s to d/s end (Refer enclosed sketch)
= 0.80 + 0.65 * 1.55 * 1.25 * 4.00+ 0.65 + 0.80 = 9.7 m
Two types of uplift presstxe will act.
1. Static pressure
2 Seepage pressure
It is assumed that at the end of floor, thickness of Root shall be 0.50 m and al toe of fall as 0 60
1 static head For static head assuming that sub-soif water is at d/s canal bed elevation Then static head = d/s canal bed elevation - Bottom elevation of floor
Water Works Design & Supervision Enterprise
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131ArjoDeasssa IrrffAticD Project
Hydra
ulic Design of Cana) Structure
May 200?
Bottom elevation of floor = Cistern elevation - thickness of floor
1333.40 - 0 .60 = 1332.30 m
Static head = 1333.60 - 1332.00 :08m = 08 tfsqm
2.
Seepage pressure
Thrs pressure shall be maximum when in u/s water rs al crest elevation and in d/s canal is dry
Seepage head = crest elevation - Dds canal bed
- 1335.26 - 1333 60 = 1 66 m
So seepage pressure a1 lhe end of floor cistem
Length of creep upto the end for cistern floor = 9.7 - 0 8 - 0.65 = 8.25 m
Seepage pressure = 1 66 | I - i
= 1 66 (1-0.05) = 0.25 m = 0.25 iW Total uplift pressure - 0.00 * 0.25 » 1.05 ymJ
Thickness required .
M oj WRW
So thickness provided of 0.W m in sufficient al end Thickness at toe of crest:
Length upto toe = 6 25 - 4 - 4 25 m
- 1 66 (1-0 44) e 0,73 m = 0.73 Toifll Uplift = 0 & * o.?3 = 1 53 Uma
132ArJoDetf rasa Irrif atioa Project Hydraulic Design of Canal Structure
Majr 20C7
So provide Ehickm&s of O.S m a! the t« of crest and 0 5 m al lhe end of ft<xw Top 0.15 m shall be CC M-20 and rest CC M-15.
LU* and D/s PratectFon
Provide (or 2.0 m -length pervious protection of cc btock or stone pitching 0 30m thick aid over
0.15  m  thick  gravel.  The  above  protection  shall  be  provided  beyond  concrete  floor  in  upstream and cistern floor in downstream
The protection shall be provided in canal bed and slopes  Al the end of previous  protection a toe waif shall be provided for 0 a m depth with width of 0.5m at 1op i.e at canal bed elevation and bottom width oi O.flO m at foundation elevation
■ Foundation etevalran and width of wing waits
The ground elevat/on - 1335 40 m
Di’s cjsiem eteval&on = 1333.40 m
Downstream  wing  wall  shall  be  taken  1.00  m  below  cistern  elevation  Upstream  wing  shall  be ia>en 1 00 m below upstream bed elevation
.. The lop elevation of wing walls shall be kept 0 3m above FSL of canal
Top Ovation of u/s wing wall = u/s Full supply elevation * 0.30 m
= 1335 65 + 0 30 = 1335.95 m
Since the upstream bank elevation is al 1336.15 m
The top elevation shall be kept a| 1336.1$ m
Foundalipn elevation of u/s wing wall = u/s canal bed elevation -10m = 1335 10 -1 0       = 1334,10
Total hflighl o! u/s wing wall = 1336.15 . 1334 10 ’ 2,05 m
Top widlh of wing wail ’ 0 30 m
Bottom wd1h a 0.50 * height = 0 5 x 2 05 = 1 ,025
provide I.OQm width at 0.3 m above foundation ele vation
. 0/s wing walls and return
Top elevation ■ d/s full supply elevation + 0.3
ano 1 25 m al foundation
elevation
= 1334.15 + 0.30 = 1334.45 m. keep at 1334,50
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.0
lu,
co „u,„u M TI^« u*rjc Dedtsa> Irrigation Project nydraullc Design of Canal Structure
May 2007
Since  1he  ground  elevation  is  at  1335.40  m  and  service  Road  etevaiion  in  d/s  is  kept  0  50 above ground elevation, the lop of d/S wings shall be kept at 1335 90 m.
Foundation elevation = cistern elevation -1 Qflm = 1333-40 - 1 0O - 1332
Total height of d/s wing waJI ■ 1335.90 -1332.40 = 3.50
Top widlh shall be kept as 0 30 m
Bottom width = 0.5 x height = 0 5 x 3 50 = T 75 m
Keep width oi 1.75 m at 0 3 m above foundation elevation and 2.0 m al foundation eleva Lion
Foot Bridge
II is proposed lo provide loolbridge of 2.0 m width Th® bridge shall 0® located over the cistern flow at the end of astern How, measuring 2.0 m towards fait The top elevation of slab shall be kepi  al  the  downstream  service  road  elevation  of  1335.90  m  The  thickness  of  RCC  stab  shall be kepi as 0.30 m So bottom elevation of slab wiir be at 1335.90 - O.3O = 1335.60 m
D.'S FSL is 1334.15 m. So difference between D/S FSL and Bottom of slab i ®. free board =
1335.60 -1334.15= 1.45 m
So free board of 1 45 m ns Sufficient than required 0 .50 m The slab of foot bridge shall rest on abutments a1 both ends. The lop elevation of abutment shall be top elevation of slab i i-
1335 Mm.
Foundation elevation oi abuiment shall be taken 1.00 m t*iow cistem elevation Foundation elevation = Ostem elevation -1 00
= 1333.40- 1.00= 1332.40
Top width of abutment shall be kept as 0.80 m
Bottom width = 0.5 height ol abutment
= 0.5 (Top elevation ■ foundalton elevation) = 0.5(1335.90 * 1332 40)
= 0.5 x 3.50 ■ 1 75 m
So  keep  widlh  ol  1.75  m  at  0.30  abovs  foundation  elevation  i  e foundation elevation
O^S Return will
Return wall Shall be kepi 0.8 m above loothndy# s-lab elevation i e. 1335.90 • 0 8= 1336.70
1332.70 m and 2.0 m at
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| D Ablation wltt tattlCHib'.rtttd Tec|ino w|l m M<)
„ArJoOcdessa Irrigatfoii Project
Hydraulic Design of Canal Structure
Foundation shall be kept at 1.00 m below cistem elevation i.e. 1332 40 m Top width shall be 030 m and bottom width = 0.5 times heigh I
May 2007
= 0.5 [Top elevation - found al ion elevation J
= 0.5 (133670 ■ 1332.40) =2.15 m
Keep  widlh  of  2.25  m  at  0.30  m  above  foundation  elevation  ie  1332.70  and  2.50  m  at Inundation elevation.
The  detailed  drawing  of  the  structure  based  on  above  detailed  design  is  available  at  Drawing no. AD-F-Canat-DtS-31A 32
Waterworks Design t Supemstan BnternrisT""
135
a                       witb latercwtUoiitBl CmaJunt, ud
Frt _Arjo Dedem tnif iclcn Project
Hydraulic Design of Canal Structure
4 5 1.0M WELL TYPE FALL ON TERTIARY CANAL RT-16’9
May 2007
fn lhe Arpo - Dedussa project there are two Primary  canals, left and Right Primary  canals, lakingoff from the dam. The Left and Righi) primary  canals  are contour canals  Secondary (Distributary) canaJt are Lakingoff from these primary canals.
For 1h<? purpose of detai planning of dolnbution network  system the command area of the secondary  canals  RS-16 and RS-17 under Right Pnmary  canal has  been selected In above sample area secondary  canals, tertiary  and quaternary  canafs  along with the proposed drainage arrangements  have been planned m details  The number of tertiary  canals  that are takrngoff from these two secondary canals along wilh their length and discharge at head are as under
S. No
Secondary canal
Lenglh in
km
Head    Discharge in m^sec
No of Tertiary canals
Left
Right Total
1
RS-16
2.10
0 48
8
7          1 15
2
RS-17
3 00
o.sa
I’ll
Tj             22
The maximum ^charge of tertiary canal RT-16-9 is 0 04 mW  j
w lh 20% flexibility factor Th.s 
larttfry canal is takingoff from 1.20 km of secondary canal RS-16 on left 5lde
The discharc  of
e
tertiary canal ,s very imafl and rt is equivalent to watercourse Therefore (he discharge of lertiary canal is kept same as 0 G4 m*/sec for entire length of tertiary c anal Thelen th tertiary canal RT-16-9 is proposed ip be 11B6m The ground level along the canal is t ' falling and d.fference between the ground elevation in the length of t ta6 m |fi ffom .
,327.00 (- 6 7 m) I,, slope is , ip ,77 TP. F S L p, 5econda^ 1334.10 m (up stream)
Design of Tertiary canal
The tertiary canal section >s required to be designed first
°
0 krn •$
Th. dOcM„.
.< W, «pa> i, 0 0.0 mW «m .d.,i„
Sg
bed width and 0 20 waler depths and side slopes of 1 5 f
Area of canar = {B*nd) d
Whera
8 = bed width
IQn wi1fl 0 30
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[„ 
with UrerrontWenUI Cot^)^ Tecta
L
r :L
’FTT'Muy 2W7
1
Mo Dsdessa Irrigation Project
Hydraulic Design of Canal Structure
n = s-de slope*
d = water depth
■(0 30+1.5x0.2)02
= (0.3 + 0.3) x 0 2
= 06 x 0.2 = 0.12 sqm
P ■ welted perimeter = 0 * 2|y'rr‘ - 1) d
= 0 30 * zl/lT  +l)o.2O
= 0.3 + 04 7l25
= 0.3 x 0.72 = 1.02
Hydraulic mean depth R =                "0.1176
R1'1 =0.24
It Is proposed to provide slope ol 1 tn 1000 = 0.001 Velocity by Manning's formula
V = -rt'
rf
3
Where, n h- coefficient ex Rugocity = 0.0225
R = Hydraulic mean depth
S           = Slope
Substituting values
11
V = —!—x 0.24 (0.0011 '
0.0225          ’ r
V = 10.66 x 0.0316 = 0.338 nVsec
a = A X V = 0.12 x 0 338 = 0.4056 mW
So assumed section is alright.
The slope of canal « 1 in 1000 where as ground slope m 1 m 177 number of falls on tertiary canal. It b proposed to provide i 00 m well t 7 say at a distance erf 10 m of tertiary canal
The u/S foil supply elevabon of secondary canal at off take <rf tertiary
Sha" **
JUSt dow(l stream
tfowng  head  0.15m  proposed  for  lertary  canal,  the  foil  supply  eJe^tion^3   *  1334  10  01   Witt,
1334.10-0.15 » 1333 95 m
* '°n °f refliar/ canal shall be
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Hydraulic Des J gn of Canal Structure
WUh slope of 1 in 1000 |J1 canal IfiE FSL of canal at Ifl m ■hell he
FSL etewalfcki al head ■■■ 10/1000 = 1333 95-0.01 = 13:13.94m
The ground elevation af 10 m is assumed sama k  Bist at hEad i.e 1333 70 m ThEfflforc Details of ternary canal a: 10 drslance are as follows
May 2007
1 FulT Supply discharge 2, full Supply depth
3 Canal bed width
4. Full supply elevation 5   Canal bed elevation
*r/j 0.04          ( ,
=        —— =------- m ■ see n/j O.lW
w/f 0-20 m
d77 “ 0 20 m
tf/j _ 030
d77 “ 030 in
_          i/-2 _ 1333-94 D/y 1332 94 U/j _ 1333.74
Z>/j 1332.74
6   Canal slope
=
0.001.1m  1000
7. Side slopes of canal
-
1-5 1
fl, Ground elevation
=
1333.70
Design of fall
Since well type laN is  proposed, first <letermna|iOn Qf crest elevate is  required For Crss[ it |3 onwiMd thai rectangutor notch shall bs  pnnridad at upstream end of well. Width of (he notch ii proposed to be equal to bed wnflh of canal i e 0 30 m
Dcrsrmmillon or ttMt elevation.
Discharge through rectangular notch is give by formula*
q = t6^ti> 2
Where Q ■ discharge of canal ■ 0.04
td ■ coefficient of discharge = 0,62
(j = Horizontal length (widthj of notch = Q.3Q m d ■ Depth of crest help* upstream F .$. L eltvalKw
Water Works Design i Supervision Ente^j^ Ju iiwdinnn with IntircmUlMotat Coasultuts mu Teuttopunti
U9
J’X- Ltd.Arjo Dedejsa Irrtjatl&a FrajMt
Hydraulic Design of Canal Structure
Substituting values in formula, d can be evaluated
O.M = *-JiO.62 x 0 30 x j2x9EI X d”
rf’ » =■ 11^=0.073
0 53
d' e(0.Q73)! '=0.V
Neglecting lhe velocity bead due to velocity cd approach
Crest elevahon of notch = Ui'S FSL of canal- d = 1333.94 - 0.1 7 = 1333 17 m
Ufs protection
Maj Z0G7
No protection on upstream Is required. However, provide for 1 DO m fenglh protection Of CC blocks or stone pitching for p 30 m depth laid over 0.15 m ihick gravel A1 end of oroieclinn a
toe wall of 0.30 m widlh al tap at lu's canal bed elevation Tar 0.90 m depin Shall De provided Bottom widlh al foundation shall be 0.60 m
Energy dissipation: -
It is proposed to provide water cushion in weU for energy dissipation by means of .mpacl and deflection of velocity  from vertical to horizontal direction The water cushion i$ formed by Suitably depressing lhe floor below lhe down stream canal bed etovatiqn The length and depth pf water cushion required shall he determined by following formula
Length = 5 k (fl, xD/ Oepto = 7(H x2)K"
4r
Where. D = Depth of crest below upskeam FSl = 0.17
HL = Height of drop in meter > 1.00 m
Subslflutlng values
Length of cushion required = 5 (lxD.17)1'’
1 5x 041 ■ 2.05 m
Prov«1b well of RCC pressure pipe of 1.0 m diameter
Real of cushion tengih required shall be provided by fixing a Hume p)pft for ? downstream of welt before toe waler is released in canal section
'en^
" Water Works Design & Supervision Enter^?--------- ’—- In HMMladon with IfliBRavCtitcttJ ChhiIiw* Technocrat prt L
140
'■™i 'i* M ■’•n.Tmti
rI
I
|
|
^rjo &ede±j* migaUou Ptojwt
Hydraulic Design of Canal Structure
Depth = -4{//, rD)'1 = -0xO.l47f '
- 1.t 031 = 0.00 m
Provide depth of 0f5 m betow rhe bottom elevation of proposed Hume pipe
May 2W7
In downstream of well provide RCC Hume pipe of 0.30 m diameter for 2.5 m lenglh The velocity in pipe shall be given by
I
I
V-
Q O.(M
A it
22 0 J’
Area of pipe ■ —j--------= 0.0707 m
74
V-   -^-= 0.57 m/sec
0,0707
The vetocity in canal is 0 330 ntfsec
To pass 1he discharge of canal ihrot^gh pipe it is essential that pipe should run full Fur pipe to run full the top of pipe shall be kepi 0 10m below down streams FSL of canaJ
Assuming the thickness of pipe 0.03 m
■ Different elevafeon for pipes are as follows
Top elevaiicn = d/s FSL - 0. i ■ 1332.94-0.1 = 1332.84
Bottom elevation of p«pe ■ lop elevation of pipe - 0.30-2 thickness of p<pe
= 1332.84-0.36- 2x0.03
= 1332 34-0 45 - 1332.38m
Provide the floor far water cushion in wed, 0.15 m betow rtfs invert elevation of pipe
Invert elevation of pip*
= Bottom elevation ♦ thickness of pipe
= 1332 36 + 0.08 ■ 1332.46 m
So water cushion floor elevation = invert elevation of p<pe -0 15
= 1332 46-0.15 = 1332.31
Waler cushion floor shall ba 0.50m 1hk*. Top 0.15 with cc. M-20. laid over 0 35 m thick CC M 10.
Water Works Design & Supervision Enterprise—
I 4]
Is Association Witt lntwc vo daaaraf CaBsnLLurts and Ttrfumcrits Pvt LtdArj^&tdessa ErrlgitfuQ Project
Hylrautic Design at Canal Structure
Holtom elevation of cushion floor = Top fefevsfcn- 0.5&m
- '332.31 -O.5O=1331-S1 Kwp 1331 80 length of pipe in downslream d well i5 2-5 m
The top elevation of pipe of well is fcept-0 30m eh ova Upstream elevation Top elevation = u/s FSL +0 30 = W31S4 + 0-30 ~ 1334.24 m
May 3007
The Bottom elevalron ol pipe is proposed to be kept 0.2S m inside watar cushion floor
Bottom etevallon Of ppe - water cushion floor efewliort 0 25
* 1332.31-0.25 ■ 1322-06 m
Length of pipe of well d 1.0 m diameter = Top elevalion - Bottom elevation
= 73j4 24-1322.06 -2.1S m
II lhe pipe is available <n 2 25 m tenglh it shfli tw wed other wise 2 5m lerglh pi|M shall be
used
D.'S Protection
The invert eievaton of Dj'S □uiret pipe is =r 133246
The D.'S canal bad tlevabon is ■ 1332.74m
Therefore Io negotiate 1tte different* m level, sloping flour from 1332 46 to 1332.74 m shall be provided lor 2 DO m lenglh
The floor i s. pntocfcn shall CGO^ItS Of 0.30 m co block or slop* p.tchmg laid over 0 15 m thick graved for 3-0 m length in ped and slope oi anal The pitching m slope sna|| tie 0 jq q. abaite down StreamF.S.L of canal i a up to 1332.134+0 3 = 1333 24 m
Atrt wall a1 the end of down stream prdtdion shall bo provided with 0.20 m top wrfih al [>■£ canal bed elevation and 0.3 m deep, with bdlcm width of 0-5Q m at foundation
The detailed drawing for iha structure q available at Drawing No AD-F.Canul-D1s.33
tn AsJDelittoo with InlnrcaiitlDjflCiJ       nts anti T—s
lecuaocrats PvtArja Detessa Lrrigudvn Project
Hydraulic Design of Canal Structure
May 2007
4-6 DESIGN OF PARSHALL FLUME FOR SECONDARY CANAL RS-17
For measuring the rate of flow of canal or channel lhere are number of methods and devices.
some of them are
1   By measuring velocity by float or current meter few known sections fuseful for large
discharge)
2   By wews
3   By Ventun flume device or structure
4    By Parshall flume device or structure
Out of the above lor smaller discharge like for secondary  canal or Ar^o-Dedessa Project. Parshall flume appears  to be more suitable structure that can oe used for the flow measurement II is  proposed Io provide flow measurement structures  i.e. Parshall flume al head of every secondary canal in the project.
The  parshall  num©  re  a  critical  depth  measuring  device.  The  parshall  flume  is  inline  open channel measuring structure
The flume consists of three pnncipal sections
a)         Converging  or  contracting  sedion  at  lit  upstream  end.  which  is  broad  and  flat  and  floor is level, both longitudinal and transversely.
b)         Constricled section or throat, which is narrow and floor inclines downward c} Diverging or expanding section in the downstream.
Th. floor .< diverging  ec,kx» eiooes upward. The of
5
*
Hums. The walls of converging sedron Io inroat are knot ww.., ...
.
IV  iuomerged flew —i
These flumes are butt either of wood, sleel sheets, Concrete blocks, concrete u-;_.
'■ o<>nCre1« Or Uricks,Arjo Dfldwsa Irrlftfitn Project
Hydraulic Design of Canal Structure
Hay 2M7
Hydraulic Properties
Discharge through the Parshair flume can occur under free flow or submerged flow uonditjon. To determine the rate of flow or discharge, two depth gauge, are provided in the weIJs as explained above Both gauges are set with zero pointe at the mean elevation of the crest of the flume.
When the correct relation between Ihroai width and discharge <s  chosen, the velocity  of approach is automatically controlled. This control is acoomplrstied by selecting a throat, wide enough to accommodate the maximum flow to be measured yet narrow enough Io cause an increase in the ddpth of flow upstream. The result is a iarg&r crass-seClmnal area o1 the approaching stream and hence a reduction in velocity
For the feasibility slud^ type design of one Marshall flume structure for secondary canal RS-17 of Right Primary canal has been done. The hydraulic data far secondary canal RS-17 at 300 m below the Regulator are as given below -
The secondary canal RS-17 takes off al km 21 798 from Right Bank Primary Canal.
1
Design discharge
s
0 58 m’/sec
2
Fuir supply election
■
1343.01 m
3
Bed width
s
1.0 m
4
Full Supply depth
3
0.68 m
5
Bed elevation
=
1342 33 m
6
Bed Slope
=
1 tn 300
7
Side stopes
£
1 51 (H: V)
8
Velocity
£
0.418 m/sec
9
Ground etovabon
£
1343.20 m
The design of Parshal flume ps based on FAO Manual 26-1.
For the design of Parshall flu™ quantity of Ik™ &B measured
Se ^ra|
flume,  but  fof  Ihe  sake  of  *axiomy  the  practical  size  shcxjld  be  selected  from consideration
sizes of following
9
ii)
First assume that a sub™rgen B shall not exceed 70% for non
C
submergence flow.
Ftume size, waterway dimension w shall of canal.
be selected from one third to
we-half ihe width
Water Works Design & Supe
144
LiMwclaUw with taUKeaHaeataLCmm^AtJoBrftMBlrrifMloB Project
Hydraulic. Design of Canal Structure
._
iii) Flume water way shall not be loo-narrow, due to which high and long upstream
embankmenrt migh! be required
In case of RS-17 secondary canal bed width is 1 H m . so width and flume size shall be be lween 0.33 m < W < 0 50 m
From the table available in Annexure - 6. the only standard size flume available in above range is 45,72 cm say 46.0 cm.
J
For discharge of 0 58 m /sec i e 560 Itsteec. the Ha is 68 cm i.e G.&8 m
iHSi'
For submergence of 7G% ratio of — - 0 70
Ha
Hb - 0.70 x 58 = 47.6 = 43 cm
At 70% submergence. the water surface in throat at the secorxj gauge iHb» shall be kept level with (hart ot the k)wer end of lhe flume Therefore for this conddron of flow, the depth of waler below lhe structure Shalt be same as before lhe flume «s installed re. 0 68 m
By subtracting Hb from D. the value for x i e depth of Of5 floor below crest i$ obtained x = 66- 48 - 20 tm
. Cresl elevation shan be 20 cm above the bottom etevation of EMs channel
Th. actual tow of head <« cf-.c,......         5B0
and to M hum. size a 46 cm. th. d heat, MMee„ graph available as Annexure - 7. shall be 28 cm.
Sine. tn. Ices of head is loo fa.^ Mreto™ „lht, ,„„Mse th. Hum, .» Fmm IM flraph il can « „en (hat by
flume lhe loss can b« .educed but not to mafl>,
70% ,ubm.<!Wnc.S. JQ c
dmms„ej]
J'
Therefore .1 ,a W.W.M
submeraence  talio  to  60%  in  addibonlo  increase  wmihsia.  of
v fwlu.mwei .em61B0ocmon  .  "’c'«"e
Therefore it is proposed to select 50.96 161cm) throat width and 60 cm           M w cm ytj. yi-|aJ jnfl fina? submergence ratio. The free flow discharge for above flume trom lhft ,ahl
Annexure-6, is 0.66? Msec or 667 Msec.
For 80% submergence ratio
Hb = 0.8 x Ha a 0.8x60 = 48.00 ent
X » 0 ■ Hb = 68-48 a 20cm
Water Works Design t Supervision Enterprise
® ava"at>le at
145
IB Hxsodstlon with InutwnttneaUl Consultants and Tethaocrats Pvt Ltd,4rjo Prdea* fnif atten Project
Hydraulic Design of Can al Structure
Way Stiff?
Crest elevation shall be 20cm higher Ihjn D/s bed elevation. Head lots for 64? flow anti 80% submergence lot 61 cm throat of foime shall be 14 00 cm. So difference between upstream 3nd downstream F$L shall be 14 00
The depth of water upstream from in* sirvcture shall be equal to
’ Water depth in canal downstream *0 14
-0.68 * 0,14= O.fl2m
•    Different alevahon of structure
Keeping u/s FSi. 1343.01
*   If,'s canal bed elevation = 1343.01 - 0 82 = 1342.19 m
Di's FSJ. = 1343.01 - 0 141 Head loss) = 1342 0 7 m
OVs canal bed elevation = 1342 87-0.68(0) = 1342 19 m
Crest devalran shall be 1342.19*0,20
■ 1342.39 m
Discharge,or submerged Ho*
For submergence of 80% negalive correction shall be applied of evaluation for elevation ol submerged discharge to the free flow discharge This submerged discharge is determined by using a correction facia as per diagram available at Annexure - 8 The diagram is a graph between correction of flow 10 upper head Ha. and percentage submergence
The (graph)diagram 1$ fa throat width of 30.54 cm flume fa other throat size, multiplying lactor ,s given Fa 60 96 (61) an throat width muflipfying facta is 1 8 The correction for discharge (or si/bmerged condition shall be oblamud by  subtracting carecteon of flow multiplied by mU|-ipiicaiion factor from discharge of free flow condition
for Ha = 60cm and throat width 61.00 cm, Free flow discharge = 647 tit sec
From the diagram for computing rale oi flow fa submerged condition for 30.5 width flume for Ha = 60 cm and 80% submergence, lhe subtracting discharge is about 33 tt/sec. For 61 0cm throat width multiplying facta is 1.8 so Total discharge (o be deducted shall be = 33 x 1 8 = 59.4 say 60 Mefsec
Submerged flow discharge = Free (lows discharge - 60 = 647 ■ 60 = 587 hVsec or 0.567 mW S gains1 (he requrred discharge of 0.M lil/sec
Water Works Design Sr Supervision Enterprise 1b Assoclitioe with tattreoattawui CoossUmis udlechuocnte FX. Ltd.
146ArJ«De4ttu Irrigation Project
Hydraulic Design of Canal Structure
Therefore selection of throat width of 61 cm & Ha = 60 cm is alright.
May ZW7
Sl*ndard   dimensions   and   capabilities   of   the   parshall   flume   are   given   m   enclosed   table annexure - 9 and 10 for various ihroat widths for free flew.
The dimensions for the design under consideration are as follows. - For 61 cm Ihroat width (All dimensions are in cmi
i) A - 102
hr)  = 122
li) B = 150 Bi) C ’ 92
v) E ■ 92 Vi) F a 61
VII) <3 = 92 VH) K = 7.6
X) X-5.1 XI) ¥=7.6
IX) N = 23
Minimum flow that can be rrveasured » 11.89 lt/s i e. 0.0119 mJirsec
Maximum flow that can be measured = 936,7 lt/s i e. 0.937 mJ/sec
With  (he  dimensions  as  flurtn  above  a  detailed  drawing  for  parshall  flume  has  been  prepaid which is available el Drawing no AD-F^Canal-DlS-34
Water Works Design & Supervtsknn Pnt         “—■—’— —
147
Is Augcditid wlLh lawrcMfawui
"^rtsc
* wbnccnts Pvl lmAtJoDwiesta. Imjitkn Project
Hydraulic Design of Canal Structure
May 2007
Annexure - 6
Mi«V
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Hydraulic Design of Canal Structure
Hay 3W7
Annoxure 7
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Water Works Design & Supervision Enterprise--------- -—~
149
la Association wttfi mterwnOnental Counts ud Technpcmu Pvt Ltd
Aifr -M'ArjaUf dessa Irrigation PrtjEct Hydraulic UtsLgn of CanaJ ^(ructurg
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Annexurs ■ 9
Water Works Desljn t Supervision Enterprise          “ Id Am sdatlon with talerttntiaMlal ConsuiiAjjts vd TectmOttxts Pvt ltd
biAfjn-lFedcsss lrrt£idt>il Ptojtfil Hydraulic Design of Canal Structure
May 2007
Annexure - 10
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------ —

Summery

Project Overview

The Arjo-Dedessa Irrigation Project is a major water resources development in Ethiopia, featuring:

Rock fill dam (40.6m height) on Dedessa River
Two primary canal systems (Right Bank: 44.166km, Left Bank: 60.18km)
Total command area: 17,825 ha (13,665 ha culturable)
85 secondary canals (40 RB, 45 LB) with extensive tertiary/quaternary distribution

Key Components

Dam Specifications

Parameter	Value
Riverbed elevation	1320.0m
Full Reservoir Level (FRL)	1356.0m
Top of Dam	1360.6m
Minimum drawdown level	1350.0m

Canal System Design

Canal Type	Duty (l/s/ha)	Flexibility Factor
Primary	1.10	10%
Secondary	1.0175	15%
Tertiary	0.941	20%
Quaternary	0.847	25%

Hydraulic Structures

Total Structures: 166 (76 RB, 90 LB)

Structure Type	Quantity
Control Structures (Regulators/Escapes)	88
Cross Drainage Works	65
Road Bridges	10
Foot Bridges	3

Design Highlights

Hydraulic Design Principles

Manning's formula used for velocity calculations
Velocity ratio (v/v₀) maintained between 0.9-1.1 for non-silting/non-scouring
Trapezoidal unlined earthen sections

Key Structures

Aqueducts: 6 structures including major Wama River crossing (3542 km² catchment)
Syphon Aqueducts: 33 structures for moderate drainage crossings
Vertical Falls: Designed for secondary/tertiary canals with drop heights ≤1.5m
APM Outlets: Adjustable Proportional Modules for tertiary canals

Sample Design Calculations

Head Regulator for RS-16 (0.48 m³/s):

Crest elevation: 1342.61m (0.15m above canal bed)
Waterway width: 0.8m
Cistern length: 3m (designed for 0.15m head loss)
Floor thickness: 0.45m CC

Implementation

Project designed in phases with cropping intensity:

Phase I: 138%
Phase II: 173% (design basis)

Comprehensive environmental and socio-economic considerations included in Volume V of the report.