Project ETH/88/013
Field Document 16
Water Resources Development Authority 
Addis Ababa, Ethiopia
BALE GADULA IRRIGATION PROJECT
(PHASE I)
Final Design
Technical Design Report
Addis Ababa, July 1992X
2
w-1 1 U-ttr*
, • »
4
The designations employed  and  the presentation  of material in  this publication  do  not imply  the expression  of any  opinion  whatsoever on  the part of the Food  and  Agriculture Organization  of the United Nations concerning  the legal status of any  country,  territory,  city or area or of its authorities,  or concerning  the delimitation  of its frontiers or boundaries.
iContents:
Page
Disclaimer....................................................... i
Contents........................................................ ii
List of Figures................................................ iii
List of Tables.................................................. iv
List of Appendices and Annexes................................... v
salient Features of the Structures and the Scheme............... vi
1.   Background and Location.......................................... 1
2.   Data Available................................................... 2
2.1. Hydrology...................................................2
2.2. Survey Data.................................................2
2.3. Geotechnical and Soil Information...........................3
3.   Crop water Requirements.......................................... 3
4.   Hydraulic Calculations of the Canals............................. 5
4.1. Main Canal..................................................6
4.2. Primary Canal.............................................. 7
4.3. Secondary Canals........................................... 9
4.4. Tertiary Canals.............................................9
4.5. Field Canals.............................................. 10
4.6. Furrows................................................... 11
4.7. Drains.................................................... 12
4.7.1. Drain Along Main Canal.............................12
4.7.2. Interceptor Drain..................................13
4.7.3. Field Drains and Collector  Drains.................14
5.   Design Features................................................. 15
5.1. Weir...................................................... 15
5.1.1. Structural Calculations and Reinforcements....19
5.2. Structures................................................ 21
5.2.1. Sluice Gates on Main Canal.........................21
5.2.2. Drop Structures on Main Canal......................22
5.2.3. Division Structure on Main  Canal................. 25
5.2.4. Off-take Structures............................... 27
5.2.5. Structures on Primary Canal....................... 33
5.2.5.      1. Parshall Flume........................33
5.2.5.2.    Check Structures.........................35
5.    2.5.3. Culverts................................36
5.2.5.4. Tail Escape Structure.......................37
5.2.6. Structures on Secondary Canals.................... 38
5.2.7. Structures on Tertiary Canals..................... 39
5.2.S. Structures on Field Canals......................... 39
5.2.9. Side Escape Structure on the Main Canal............. 40
5.3. Roads Network............................................. 41
5.4. Field Works............................................... 42
6.   Construction....................................................43
6.1. Coffer Dam.................................................43
6.2 Earthworks..................................................44
6.3. Concrete and Reinforcement Works...........................45
7.   Bill of Quantities and Cost Estimate............................46
8.   conclusions and Recommendations.................................46
9.   References......................................................48
10.  Figures.........................................................49
11.  Tables..........................................................50
- ii -Figures:
1.   Location Map
2.   Scheme for Alignment of Irrigation Canals
3.  Secondary Canal Type "A”
4.   Secondary Canal Type "B"
5.   Tertiary Canal
6.   Field  Canal Type "A"
7.   Field  Canal Type "B"
8.   Field  Canal Type "C"
9.   Field  Canal Type "D"
10  Field  Canal Type "E"
11.  Field  Canal Type "F”
12.  Flow in Furrows
13.  Flow in Furrows
14.  Flow Velocities in Furrows
15.  Flow in Syphons
16.  Field Drains
17.  Collector Drains
18.  Velocities in Drains
19.  Velocities in Drains
20.  Calibration Curve for the Parshall Flume on PC-1 21.  Drop Structure
22.  Off-take structures
23.  Details of the Lining of the Primary Canal 24.  Field Canals - Curves for Earthwork
25.  Canals - Curves for Earthwork 26.  Location of the Cofferdams 27.  Reinforcement Diagrams
28.  Reinforcement Diagrams
iiiTables
1    Reference Evapotranspiration for Eale-Gadulla Effective F.ainiails for Robe
Barley - Crop Data
4 . 5. 
u . I / . 
e.
9.
10. 11. 12 . 13 . 14 . 15. It . 17. 18 .
Earley - Crop ET and Irrigation Requirement
Wheat - Crop Data
wheat - Crop ET and Irrigation  Requirement
Maize - Crop Data
Maize - Crop ET and Irrigation  Requirement
Cumin - Crop Data
Cumin - Crop ET and Irrigation  Requirement
Onion - Crop Data
Onion - Crop ET and Irrigation  Requirement
Peppers - Crop Data
Peppers - Crop ET and Irrigation Requirement. Yearly Water Requirements (two sheets) Irrigation Interval Calculation Discharges in the canals (two sheets)
Offtake structures
19. 
Culverts
20. 
Canals' Alignments (two sheets)
21. 
Canals' Earth Works (six sheets)
22. 
Reinforcements Bar Schedules (14 sheets)Bill of Quantities and Cost Estimate Construction Drawings
Annexes  tc the Main Report:
Annex A: Review  Hydrological  Report on  Water  Availability 
Dependability 
ar.d I)
Flood 
Magnitude 
of 
Weyib 
Irrigatio 
Project 
'Phase 
Annex B:
Agriculture Report
Soil Suitability and Land Evaluation Report
l. .
uec;..i_al Report
Annex E:
Sociological Report
Annex F:
Economic a1 Ev alu at ion Report
v -Salient Features of the Scheme and the Structures
General -Description
Irrigated area:
Proposed
Total crop water requirement:
Phase I
Phase II Phase I net 
gross
53S ha
4,500 ha
3.160 xlO* ie* 7.7 20 xlC’ m3
based on net    5,830 m’/ha/vr gross 14,373 m’/ha/yr
Irrigation method:              Surface irriga tion. furrcws
Weir:
Combined Concrete Gravity Weir (Ogee shaped) 
+ Natural Rock concrete weir        44.0 it
bed rock 
Top width:
Crest elevation:
21.0 m
1.5 m
1942.75m amove sea lever
♦r Doc 16 Page 1
1. Background and Introduction
The Bale Gadula irrigation project is located some 95 km from Goba,  in  Goro  Awraja  (Bale  region),  about  520  km  south-east  of Addis  Ababa  between  7*6'  to  7°9'  latitude  and  40°18’  to  40337' longitude.
The Project area (first phase) is situated on the left bank of  Weyib  river,  bordered  by  the  river  from  South-West,  Kubsah village from the West and the Asendabo dry stream from North and North-East.
This  is  one  of  the  projects  previously  studied  by  WRDA through  a  team  from  Democratic  Peoples  Republic  of  Korea.  The studies  were  net  done  to  prefeasibility  or  predesign  level  and hence   project   ETH   88/013   needed   to   do   additional   field investigations  and  studies  for  final  design.  The  additional  work under taken by the project include (i) topographic survey of the weir area and main canal trace, (ii) soil investigation and land evaluation,  (iii)  foundation  investigations  for  weir  inclusive  of drilling  and  rest  pits,  »iv)  investigations  for  construction materials, (v) agronomic investigations and studies and (vi) water resources  assessment  for  diversion.  A  sociological  study  was proposed, but unfortunately due *to security reasons could not be carried  cut.  However,  a  -report  giving  the  methodology  for sociological survey and analysis has been prepared.
dam upstream of the weir to store water and tc irrigate additional 3400 ha. The project under took to-carryout final designs for Phase I. This would enable WRDA tc access the viability of the Phase I project after seme years and then tc- carrycut final designs of Phase II, based on the experience gained in Phase I.
Surface irrigation, by furrows has been adopted design, for the following reasons:
The crops proposed are suitable for this irrigation;
overh (pumping1
Surface irrigation has much lower capital cost irrigation;
Sprinkler whereas : 
in this ype of han th
of wate h~=*d-
_ .'.IS Vi >       — C:
imply 1:
tr
F Doc 15 Page 2
steep and exorbitant. 
lines.
r
Sprinkler
undulsting  lands  wh In the case cf this levelling minimized
2. Data    Available 2.1. Hydrology
irrigation is usually chosen fo re cost cf land levelling will be 
project Irrigable area is 
not steep and land 
by locating furrows near contour
i.
k
tl
All
the Hydrological data were based on the 
Hydrological Report on Water Availability, Dependability
’’Review
and Flood 
Magnitude of Weyib Irrigation Projec
t”
Hydrology team this Report.
Hydraulic report.
of WRDA
in January 1992
(Ref. No 1) prepared by the and presented as Annex A to
design
of the w
was
ab o v
2.2. Survey Data
L_
Topographic
survey
were carried ovat, ar. respectively  were ? preps 
the irrigable area and main canal trace 
maps  cf  scales  1:5,000  and  1:2,000 
. The only other map winch was available
wai the Ethiopia map.
r. Mapp
* 
- w ; x • «. D v  w v v w — 1“
r
-•P-
- ul •
Ths weir i<: —
i v — — — W 11 b. u 1 O dU t
are
a a
carried
a *  ** %• •** *—     *
■».*>•* -s
Also the 1.ongitudinal sections were drawn in t 
1 ■ *- la.
1 : 100IV),'2000(H)
for all the canals. Cross-sections of 
canal were plctt-ed on 1:200 scale.
It should be noted that the scales of survey maps are to a certain extent insufficient for final designs. 
~ security and other reasons moie detailed surveys 
available
However, 
could net
cut* Therefore, minor adjustments may be needed during the construction. To facilitate this, diagrams, developed for hydraulic calculations o: canals are present as rigx.ies .• to
I.
.LF Doc ie Page 3
2.3. Geotechnical and Soil Information
Geotechnical   investigations   were   carried   out   for   weir foundation,  main  canal  trace  and  for  construction  materials.  The results  of  the  investigations  are  presented  in  the  "Geotechnical Report” (Ref 2, Annex D).
Soil  surveys  including  aerial  photo  interpretation  were  done and  based  on  the  results,  land  evaluation  was  carried  out. This work  is  presented  in  the  "Soil  Suitability  and  Land  Evaluation Report” (Ref 3, Annex C).
Geotechnical report was used in the design of weir, main canal and  tc  estimate  haul  distances  of  construction  materials,  while ’soil  suitability  map'  given  in  the  Soil  report  was  used  to demarcate the irrigable area and blocking out.
3. Crop Water Requirements
Irrigation  requirements  were  calculated  by  using  CROPWAT software version 5.3, developed by FAC, Rome. The climatic data of the  meteorological  station  at  Robe  were  used  as  inputs  for  the programme, which are given as Table 1 and 2.
recommended  in  the  Agricultural  Report crop water requirements:
- crop
Earley
0 _ z
ha
Whe a t
124
ha
Oats
103
ha
Maize
31
ha
Total:
5 33
ha
II crop (August - December):
Cumin
160
ha
Onions
100
ha
Red Feppers
100
ha
Cropping Intensity: 167 'xF Doc le Page 4
Tables  3  to  14  give  crop  data  as  well  as  the  crop evapotranspirations   and   irrigation   requirements.   Table   15   gives total  water  requirements.  The  maximum  water  requirement  is  316.Ou 1/s during decade 2, of June.
I max = 316.02 l/s/533 ha = 0.537 1/s/ha
This gives:
I max = 0.587 * 8.64 = 5.08 mm/day
Where 8.64 is a conversion factor (1/s/ha to mm/day).
As  recommended  in  the  Annex  B:  Agriculture  Report  of  this 
design,  an  overall  irrigation  efficiency  of  40%  is  adopted  in  the 
calculations, comprising of conveyance efficiency of 60% and field
application 
efficiency 
of 65?.
with a leaching requirement of 10?.,
it gives:
(1 max)gross
= (1.1
* Imax / CL 40)
= (1-1
* 5.08 / 0.40)
= 13.97
mm/day
The irrigation interval has been calculated according to the
Crcp Water Requirements (Ref. No 2) and is presented
in the table
16. The chosen irrigation interval is 5 days for            12 hours c: cm  gatic-n in peak demands’ periods.
Therefore;
(I max)gross = ( 12.97 / 3.64 ) * 2 =
-tO
— 
-> . — -»       — / o / 1. a xs-x 
-C - v* 
1 -»  ■>----- ---------
1 —       .. -     L.1 b
Since one farm is of 2 ha site, every 5 days irrigation would be:
I = 5 * 13.97 = 69.S5 mm/day =
= 16.97 1/s/ha for 12 hours =
= 33.94 1/s for one 2 ha field for 12 hours
the maximum.
The flew in to one hours, every 5 days.
farm is  approximated to 35 1/s during 12
A typical farm is 100m by 200m, where the front, and the syphons used will be distance from each other. Since a farmer can at a time, the flew time ir. each syphon at be 1.2 hrs.
100m is the width of at approximately 1 m 
manage say io syphons a given location willF Doc 16 Page L
According   to   the   above   and   taking   into   account   the infiltration rate cf the scil as well as the furrow length, the furrow slope will be around 0.2
Based  on  the  calculated  irrigation  interval  of  5  days,  the following will be the number of farms to receive water at the same time:
538 ha / 5 days = 107.6 ha (say 108) 
108 ha = 54 farms.
This gives the flow in the main canal for the first phase (of 538 ha) as:
Qi = 54 farms * 35 1/s = 1,890 1/s
Based  on  similar  assumptions,  the  main  canal’s  discharge  for the proposed second phase covering an area cf 4,500 ha (total) is estimated at 15,810 1/s.
The blocking of the farms was done in such a manner that one farmer does not have his farm split among twc blocks. There 56 blocks of farms (see Drawing No 5) , ranging from 4 to 13 ha ha on average;.
ar 
t ■*
\ -
Hydraulic Calculations of the Canals
Tr.e canal system compr  ises of a network    of open canals   fed rhe diversion weir and    me canals are dec   med as below:
Mam -Janar —    A c ana 1 offtaking from the   diversion weir.  The canal  conveys  irrigation  water  until  the  division  structure  where the first phase primary canal offtakes.
Primary  Canal-  A  canal  offtaking  from  the  main  canal  and supplying secondary (and some field) canals.
Secondary Canal- A canal offtaking from the primary canal and supplying tertiary (and field) canals.
Tertiary  Canal-  A  canal  offtaking  from  the  secondary  canal and supplying field canals.
field  Canal-  A  small  canal  offtaking  from  secondary  or tertiary canal and irrigating one field unit.
O (I)F Doc 16 Page □
4.1. Main Canal
As calculated in the Crop water Requirements chapter (2), the following  were  the  discharges  relevant  for  the  Main  canal’s 
hydraulic computation:
Phase I:        QI = 1,890 1/s
Phase II:       Q2 = 15,810 1/s
The  basic  Formula  for  calculation  was  Chezy  Equation,  with Manning’s Coefficient
n = 0.024
Several  alternatives  were  developed  in  the  process,  namely single  and  double-trapezoidal  cross-section  with  different  bottom widths.  The  selected  cross-section  is  shown  as  a  typical  cross section  on  the  Drawing  No  5  (Longitudinal  Section  of  the  Mair. Car.ait  as well as on the Mam Canal’s cross—sections {Drawings Nc 8 to 16). This cross section is hydraulically mere optimal. Also the cross-section has the advantage in that the enlargement, of the canal zz accommodate the Phase II water requirements can be carried cut easily. In the first phase the bottom width will be 1 m and it can be widened to 2 m fcr the second phase. All the structures, starting from intake at the weir, through the drop structures and ending  up  with  the  division  (bifurcation)  structure  (where  the Primary  Canal  fcr  the  first  phase  is  branching  off)  have  been designed tc carry the discharge in phase II.
red for the following reasons: (i) the presence of heavy clays cate that the seepage losses are expected to be msignifleant; 
the number drop structures if the canal is unlined is 12 (1.5m each), constructed of masonry and it is considered to be on 
rate side taking into account the canal’s length (around 5- km);
(iii)  the  lining  would  either  cause  difficulties  during  expansion of the canal’s bottom width from lir. to 2m (for the second phase) or result in a need to construct the canal to it's full extent during the first phase (which would consequently burden the first phase  of  the  project  with  unjustified  investments);  (iv)  the improvement in the conveyance efficiency, due to lining would net play significant role at this stage of the project.
Maximum permissible velocity for curved canals in heavy clay is :
Vmax = 1 m/s (Ref S)
?Eef. Guidelines for Earth Canals'Pa
For the Discharge of
Q2 = 15.81 m’/s
This gives
A = Q2 / Vmax = 15.31 m7
where A is the area of cross section of the canal.
The above, combined gives:
For the first phase and discharge of 1.39 uf/s, the botto width is b = 1 m and the flow depth is h = 1.15 m.
For the second phase and discharge 15.31 ~'/s, the bottc 
width is b = 2 m and the flow depth is h = 2.65 m
In both
cases the permitted (maximum)
1cngitudiaal
be
c
IS/ V
I   \ A
r a o z o
freeboard
 of C.75ni is chosen for the di
scharge : 
(Ref ’’Irrigation and Water Fewer Engineering - Ref Nc cr.i of freeboard has been provided in the design - mawimuir. water surface elevation to berm and 5 0 cm. from of the road.
For the discharge is greater than i.c it. s canal.
4.2.     Primary Canal
The only primary canal in this phase, PC-1 has a length 
4923rr., MSL at Escape 
starting at 1921.3 m above MSL and ending at 179S : 
it’s confluence
the Asendabo dry stream, where 
structure
accompanied by an Energy lissipaticn Ba. 
o m abev 
S T 5 1 X   'a
« • •         * * Cl
been de:signed. Thi s significant slope had tc be atrcmplished 
r’
.. - ..
—’ J ~
Au/.. .* .nt: n*» x
eithe w h i c
•« *. •
:: drop structures or by a greater sl:pe 
■1 Z Cur al.a - / .F Doc 16 P Sy ■? 3
Both  alternatives  were  studied  and  in  the  course  of  the analysis it was determined that if 1 m/s is adopted as a maximum nonerodible velocity in an earthen canal, 60 drop structures each 1.5  m  high,  would  be  required  to  accommodate  the  difference  in elevation  between  canal’s  beginning  and  end.  On  the  other  hand, loose stones of the size 5-20 cm are abundant in the area and could be  used  for  lining  of  the  canal.  The  amount  of  the  lining  was estimated at 600 m , which is significantly less than the quantity 
3
of rubble-masonry requirements of 60 drop structures.
Eased on the above, it was decided to line this canal with 
rubble-masonry. The necessary size of stones was determined from Kinori's Manual of Surface Drainage Engineering (Ref. No 14). 
For the critical conditions:
Q = 1.865 m2/s
b = 1.1m
n = 0.02C
s = C.06S
the required size of the stones would be 5 cm.
The lining would be done with stones of size 5-10 cm connected witt.  plain  cement  mortar  and  having  grooves  that  increase  the friction  coefficient.  Ir.  accordance  with  the  usual  practice, weepholes are designed every Im to allow for the settlement of the subsoil as well as the dilatation of the lining. A layer of filter material will be placed below the weephcles. Typical cross section cf the PC-1 and a section showing lining is given on Fig 22.
The hydraul Design Charts fc Manual (Ref.
»*
c calculations of this canal were done by using Lined Canals presented in the HMD’s Canal Design
3) combined with the discharges along the canal, ed m the Table 17. A slight discrepancy in the 
scharge in 
PC-1 calculated in chapter 3, compared tc the table 
1" £
( 1 o -■ - " ■' 
r
1,335 1/s) is a result of rounding up cf the 
gures. Thce former discharge 
resulted from 54 farms getting 35 1/s                      C .1
each, while 1/s/ha each. 
the latter
resulted from the 542 ha being given 3.44 
(The whole difference equals tc 1 . 5L
Of    the discharge
a J " e    ~ -C- fore insignificant.)
The  depths  of  flow  as  well  as  the  bottom  widths  were determined  for  the  furnishing  of  the  longitudinal  section.  The adopted freeboard for PC-1 is 30 cm all along (Ref No 13).
The structures that are required on this canal are described in the chapter 5.2.5.F Dec 16 Page 9
4.3. Secondary Canals
The secondary canals were designed by using the figures 3 and 4. where the relationships between depths of flow and longitudinal slopes  were  calculated  for  different  discharges  (as  they  appear along  the  canal's  chainage  and  are  presented  in  the  table  17), taking into account that the velocity of flow in the canal does not exceed 1 m/s. The Manning's coefficient of 0.04 was used (chapter 4.5.).
According to the discharge, the secondary canals were divided in two groups, type "A" and type ”B". The type "A" applies to the SC-1, whereas all the others are in the group type "B" . The typical cross sections of the both types are presented on the figures 3 and 4, as well as on the drawings showing longitudinal sections of the canals. Type "A" has a bottom width of 0.6m and type "B" has a bottom width of 0.5m. The freeboard is 0.3m.
Lining  of  these  canals  was  considered,  but  rejected  in  the course of analysis, since there are only 9 drop structures and 5 check/crop structures all together, in the seven secondary canals. The structures in the secondary canals are described in the chapter c - r
For the sections of the canals in fill, the adopted maximum 
slope cf the phreatic line was 1 in 4. However, on a short section 
of the SC-1 (see Drawings 30 and 31), the slope of the phreatic 
line is 1 in 3, which is still acceptable for the given soils. This factor has determined the top width cf the embankments in the canal cross sect!on.
4.4. Tertiary Canals
Figure 5 was used in the hydraulic calculations of the two tertiary canals. There, the relationship between depth of flow and longitudinal slope of the canal was calculated, also the velocity versus slope. Thus, both of the tertiary canals were designed with the  bottom  width  of  C.  3m  and  with  a  freeboai’d  of  0.3m.  The Manning's coefficient cf 0.04 was used (chapter 4.5.). The typical cross section is presented  on the figure 5, as well as on the longitudinal sections.
The graphs (Figure 5) (Table 17) have been used to
and  the  discharge  along  the  canals determine the longitudinal sections.
As can be seen from 
the
drop structures on considered. All the escapes and    of ft
the tertiary
longitudinal sections, there are nc canals and hence lining was not 
• struct”.'- uctures on these canals (5 culverts, 1 tail '* are described in the chapter.- 5.2.4. and
C -             -7F Dec
Page
4.5. Field Canals
Field canals were divided into six groups according to th 
discharge (see table 17), namely: Type       Discharge
A
B
[1/s]
<20
20 - 40
Field canals 21, 34
7, 8, 9, 13, 14, 15, 
10,
16,
24, 25. 26, 28,
11,
17,
29,
32, 33, 39,
1, 3, 5 , 6, 37, 40, 42,
41
C
40 - 50
19,
43,
20 .
44
12
22
31
c
D            60 - SO
no 
- / “s .• 
38
18
-i
-7, 3 0, 3 6
E
r
80 - 100
100 - 120
To  facilitate  calculations,  combined  graphs  of  water  dept (d; versus canal bed slope (i) and velocity (v) versus canal be 
slope (i) were developed (figures 6 to 11) for each of the abov types (A,E,C.D.E and F) of canals, based on Manning’s equation:
1
Q =----- R 1,3 i :n A n
Q = discharge
R = hydraulic radius
i = slope
A = cross-sectional area 
n = Manning's coefficient
The Manning s coefficient for these canals was obtained b using the following formulae (Ref No 5):
n = ( n. - nl t n2 * 1.3 * n4 • x moF Doc 16 Page 11
Where:
nO = 0.020 for soil as a material nl = 0.0   for smooth canal
n2 = c.o   for no cross - sectional n3 = 0.010 for minor obstructions n4 = 0.010 for medium vegetation
m5 = 1 for minor meandering This gives Manning’s coefficient as:
n = 0.040
alternations
The rest of the data are presented on the figures 5 to 10. Structures along these canals are described in the chapter 5.2.8. The  longitudinal  sections  for  all  the  44  field  canals  were developed from the topographic surveys and were used for estimating
4.6. Furrows
The  maximum  permissible  length  of  furrow  is  limited  by infiltration rate of the soil and velocity of flow (slope). As the soils  in  the  irrigable  area  are  heavy  clays,  lengths  of  furrows were  kept  within  200  m.  Only  under  exceptional  circumstances lengths exceeded 200 m because cf topographic conditions but were kept within 250 m.
The maximum non-erosive flow rate in furrows is estimated by the following empirical formula:
q = 0.60 / i [1/S] where:
i = slope of furrow inF Dec 15 Fage 12
db Figures 12 and 12, which were developed in order co simplify hydraulic  calculations  for flow  rates  and  velocities  in  furrows. The  graphs  expressing  the  relationship  between  the  velocity  "v", slope ”i” and discharge "q” in two types of furrows (triangular and trapezoidal) are presented as figures 12 to 14. Also, the flows in the  syphons  are  presented  in  figure  15.  (Ref:  "Welkite  Darge Irrigation  Project",  Final Design,  Volume  I,  project  ETH/88/013, Addis Ababa April 1991. - Ref. No 11).
As stated in Ref. No 15, the uniform distribution of water is best obtained by starting the irrigation with the largest unit flow that can be safely carried in the furrow until the stream front reaches the end of the furrow. The flow is then reduced to ’cut back' until the desired application has been achieved. Ideally the stream front should reach the end of the furrow within one quarter of the time required for the complete irrigation.
It is therefore recommended that furrow irrigation trials be undertaken  immediately  after  the  construetion,  on  representative sections of the slopes, soil types and furrow lengths to determine the optimum flow rates and irrigation times, in order to provide the required amount of water to the crops uniformly throughout the furrow length.
4.7. Drains
4.7.1. Drain Along Main Canal
Tc intercept the catchment North of it, drain follows the main
drainage culverts under
water entering the main canal from the a drain was located along the canal. This canal up to the division structure. Three the road have been designed to dispose of 
the drain water into the main canal for the Phase I of th
project.
It is envisaged that in the proposed Phase II cf the project’ the intercepted  drainage  flow  will  be be conveyed  to  the  Asendabo  dry stream which borders the first phase on the North. The layout of the  interceptor  drain  is  presented  in  Drawing  No  5,  the longitudinal section in the Drawings No 5, 7 and S and the drainage culvert in Drawing No 19. The locations of the drainage culvert are on chainage km 0 + 700, km 1 + 500 and km 2 + 600 (see longitudinal section). The total catchment of the drainage canal is about 2 km2 with  an  average  slope  of  0.015.  As  there  are  three  drainage culverts,  the  upstream  drainage  area  was  divided  into  four,  for purposes of calculating flood flows. The flood flow for a return period  of  10  years  was  calculated  by  Richar’s  method  and  the obtained  value  is  0.S  nf/s.  The  culvert  therefore  should  be designed to accommodate this flow. Assume a 50 cm diameter concrete 
pipe 1- '.ioed x-x Luc
values of:
-ox.;; — .*.c
-c
.F Doc 16
Page 13
n = 0.011
s = 0.10
d = 50 cm
the obtained capacity of the culvert is:
Qmax =1.4 m’/s >> 0.8 m3/s
Therefore, the 50 cm diameter pipe culverts are adequate for 
the designed discharge from the catchment.
4.7.2. Interceptor Drain
One Interceptor Drain was located (See layout - Drawing Mo 5) on the upstream side of SC-1, to intercept the flews in to SC-1, from the catchment upstream of it, including part of Kubsah village and  the  hill  above  it.  As  in  the  previous  case,  flood  flow  was 
calculated for  this  catchment by Richard's method.
Catchment 
A 
= 1.5 km:
Slope 
s 
= 0.083
Flood flow 
Q 
= 14.4 m!/s
A trapezoidal designez.
Assume:
lined drain,    using Manning's equation was
Bottom width:
Depth of flow:
Side slope:
Roughness:
Slope:
b = 2.5 m h = 1 m
1 : 1 
n = 0.017 s = 0.016
Capacity of  the canal  is:
Q = 19.74 m3 / s >> 14.4 m3 / s
Due to high velocities encountered, the drain will be lined (same as the PC-1) with stones, 5 to 10 cm in diameter, laid in 
plain cement concrete, with weepholes every 1 m (see figure 23). The  resistivity  of  the  lining  was  checked  by  McDonald's  "Canal Design Manual" (Ref 13).
At the intersection of this drain and the main road, a culvert has been provided. Another culvert was provided at the end of the drain (Drawing No 5). Both culverts are of type "A" (see Drawing Me 77).F Dec Page
16
14
4.7.3. Field Drains and Collector Drains
Surface        drainage        system        has        been        adopted        in        the        entire irrigable       area.       As       the       soils       are       clayey       in       nature,       strict       water management       practices       should       be       enforced       to       avoid       excess       drainage water         from         irrigation.         It         is         advisable         to         take         water         table elevations      in      some      points      in      the      irrigable      area      from      the      start      of the       project.       If       there       are       signs       of      rapid       increase       in       water      table even        after        good        water        management,        then        possibilities        of        installing subsurface drains should be considered.
The      drainage      network      consists      of      30.85      km      of      field      drains      and 12.1       km       collector       drains.       The       drains       have       been       designed       to       run parallel      to      the      irrigation      canals      and      at      the      ends      into      the      gullies that         border         the         scheme.         As         rainfall         intensities         for         different durations        for        the        project        area        are        not        available,        drain        design discharge of 5 1/s/ha based on previous studies has been taken.
Two types of field drains collector drains (”C" and "D”) designed. The design- discharges m the following table:
("A’’     and     ”E")     and     two     types     of depending        on        the        discharge,        were Ln each type cf the drain is given
Discharge [1/s]
<     SC
D
80 - 120
<  150
150 - 30C
Dimensions for each  individual drain  were,  obtained  from figures 16,  17,  IS and  19.  These diagrams give the maximum slope cf the drains for a given  discharge,  taking  into  account that the velocity  in  the drain  does not exceed  0.90  m/s.  This way  it is determined  (see abeve figures) that the maximum slopes for these drains are as fellows:
Type A B
Slope [?o]
3
C
LF Doc
Page
With 
the
above
slopes, 
the
velocities
will
not
exceed 
0.90 
m/s, 
and 
theref
ore
neither
drop 
structures
nor
lining 
will
be
required in the drains.
5. Design Features
5.1.     Weir
Design Maximum flood of Weyib River (Ref. No. 1) is: Qmax = 7Z2.m:/sec
The length of Weir is 65m. consisting of:
Ogee crest concrete weir 44m and Natural bed rock 21m
Discharge ever Ocee crest weir
Height cf weir is 1.5m to 
allow for flow during lew
flow/peak irrigation.
Ln it.Q
q Va ha
CLH 1/1
2.2  *  44  *  2.5  1/2
(C =
F Doc 16 Page 15
(Ref. No. 7)
3E2.64m7sec
Q/L = 332.64/ 44  = q/H = S.70 / 2.5  =
Ya' 2g ~
3.48s
19.62
2.2}
Take H = 2.5m
3.70 mJ/‘ 3.4S m/sec 0.617m
• r
** —
'x. / •“
3S3/J (2.
e i “ i *
* a .
J
t’»
-r T )
=               2.IS m/s
hv.       - il
2 3z = 19.62
-
4.00 - 0.
0.242  Hi n 4 n 
, - 1 -
3.76 m
3.76 + 0.24                  =         h, + hv,
4.00                =          1.171 + 7.430' 19.62
4.00               =          3.99
q = 3.70 m2/s
for ha = 1.171 m v a= 7.430 m/s
The following  calculations are related  to  the energy dissipation,  namely  to  the hydraulic jump  that develops after the weir. Here, h. is the first conjugated depth of the jump.Page I7
Depth      of      flow      after depth is:
the jump., or the second conjugated
d = 1.171 ((1 + 8*2.192’)  ’-1)
:
= 3.091 m
n
4.
The properties of the rating  curve of the river were not known and  it is recommended  (see chapter 8) that hydrometric observations and  measurements of flow are conducted  to  determine the stage/discharge relationship.  However,  for the design  purposes,  a survey  was conducted  of the river cross sections as well as the slope of the river flow.  On  the basis of those values,  as well as the Manning  coefficient (determined  according  to  the Ref 5) the discharge in  the natural channel has been  calculated  as 737  m’/s for the depth  of 3  m.  This means that the hydraulic jump  will be slightly  drawned,  which  produces a better all-round  energy dissipator as compared  to  one designed  for the second  conjugated depth  (see R.V.Giles: "Hydraulics").  In  spite of that,  a sill of 45  cm has been  provided  (see Drawing  3) in  order to  provide a safety margin for the calculations.
height of jump =
Length of dissipation 5 * 1.92 concrete floor
dius of curvature at
i■= — *1 d of O Ce E
3.091 - 1.1“1 =
1.92 m =          9.00m
=          5 * 1.171 = 5.00m
a= c.
0.617
AC
i  vertical u
urve of        ogee          (Ref.     Mo. 2):
C ' • 
y          =             -k(:</ 4- . J /
Ho
k          =             0.465            XC/HO   = 0.170
n          =           1 .76                  yc/Hc   = 0.048 R./Ho = 0 . 375                   R.           =       0.933
=       0.433
f* J / - •
Rj/Ho - 0 .19 5
r __   _       K k .*./ -  . 5 ) • ”
y - *     •• ’ ■ ~
- . 0 , t •< - • -y = 1.163 y
Discharge Over the               Natural       Ground
Fart       of       the       design       discharge       that       can       not       be       accomodated within     the     2.5m     flow     over     the     ogee     shaped     weir,     will     have     to     flew over     the     natural     ground     on     the     right     bank.     There     a     canal     has     been formed      with      the      above      cross      section      to      facilitate      flow      of      abou 340      m’/s.      The      following      are      calculations      of      the      discharge      over natural ground, with the same crest level as the ogee shaped weir:
0.01 o 5
'• rt ftF Doc 16 Page 19
A = ((26 + 21) / 2)                   * 2.5 = 53.75 m:
0=2.5+21+
R = 2.01 m
3
Q = 343.5 m /s
(26 + 6.25):i
= 29.13 m
Total discharge (over the weir + over the natural ground) is:
343.5 + 383.0 = 726.5 m’/s > 723 m3/s
which satisfies design requirements.
5.1.1.              Structural Calculations and Reinforcements
The      character      and      size      cf      the      structures      adopted      in      the      design did            net            require            sophisticated            structural            and            reinforcement calculations.      Namely      there      are      no      large      spans      of      the      slabs      (most cf     them     are     in     order     of     magnitude     of     1     m     or     less)     and     the     forces acting      upon      the      structures      almost      always      result      of      the      self      weight only.       It       is       common       practice       to       calculate       reinforcement       as       nominal one, when the loading of the structure is mostly self weight.
S Z Op tcC 3 S
1" 3 C OSTm; ended        in the
••   20 _ d.lc. 3 i.
c Har.dbo
Engineering” by G.               s m gh      as fell:.        ws
fcr sections
< 10 cm
thick -
0 . 3 % of
•section
for sections
> 45 cm
thick -
0.  2 % of
section
and interpolated in between. However,             the             structural
calculations             and             reinforcement
determinations were cross-checked  by  use cf the Figures 27  and  2S. (These graphs were developed  in  the project ETH/S3/013  during design  of the Welkite Large and  Welkite Kulit projects.) Then  the resulting  reinforcement size was compared  to  the nominal one and the higher was adopted.  The graphs relate the necessary  percentage
□     f     reinforcement     or     the     P..C.C.     s_ab     or     beam     to     the     fo-ices     actm^, upon it (bending mcmenz and compression) as well as it's thickness.
designConcrete 225
Compressive strength: Permissible stress in bending
250
kg/cm1
in compression:
35
kg/cm1
(25 MPa) (3.5     MPa)
Direct compression:
60
kg/cm1
(6.0     MPa)
Average bond strength:
12.6
kg/cm1
(1.26 MPa)
Unit weight of the R.C.C.
2.4
g/cm1
Steel Reinforcement
Yield strength:
Permissible tensile strength: 1,400
4,150
kg/cm1
kg/cm1
(415    MPa) (140 MPa)
An    example    of    the    use    of    the    graphs    on    the    Figures    27    and    23 is     given     below,     through     design     of     reinforcement     for     a     P.CC     beam,     35 cm wide and 70 cm high.
Forces:            compressive force N = 2.5 t bending moment M = 2.20 tm
Beam:             b =       n *c    m ii  -     0.70   m
Eccentricity:                  e -   M / N = 2.20 / 2.50 which means           that       the effect of the
•elected and the
.it -»:i.f   .
rei: ifcrc ament de s i gr.ed
= C.SS m >> 0.116 m
normal force can
only for the bendi
So, M = M / b = 2.20 / 0.35 = 6.29 tm
For    b    =    0.35    m    and    M.    =    5.29    tm,    from    the    Figure    28,    the percent       of       the       reinforcement       is       0.42       h.       This       will       be       further enlarged       by       the       ratio       of       1815/1400.       The       enlargement       is       necessary because         of         the         adopted         permissible         tensile         stress         of         the reinforcement       of       1400       kg/cm1          (fcr       locally       manufactured       steel       bars), which     differs     from     1815     kg/cm1        (which     is     the     value     for     the     imported steel). Thus, the necessary percent of the reinforcement is:
= 0.42 % X 1.296 = 0.54 %
In this case, the obtained value is higher than the nominal value, which is 0.4 (see above). Therefore, the necessary area
of the reinforcement steel bars is:
f     = 0.0054 x 35 X 70 = 13.23 cm1F Doc 26 Page 21
5.2. Structures
5.2.1.       Sluice Gates on the Main Canal
The sluice gates' capacity on the intake of the main canal
(at the weir site) was calculated by formula:
Q = m
S b,
(2g)s5
H   (Ref No 7)
3/!
where:
m=
0.37  =
discharge
coefficient
S=
1.00   =
submerge
nce coefficient
H =
b  =
1.25   * 
water depth
2 = 2.5 m = gate width
b. = 2.
29 m
= contracted width
cases      were
calculated, for the two phases envisaged,
Phase I, when H - 1.15 m we get Q
II, when H
we ge
2
width with 2 x 1.25 sr. open
the weir.  Namely,  there are two  sets of scouring  sluices (see Drawings 2  and  3),  one of them being  with  wooden  stoplog  gates and with  a purpose of yearly  maintenance.  It will be operated  on seasonal basis,  for flushing  of the sediment deposited  during  the previous season.  However,  adjacent to  the intake gates are the scouring  sluices equipped  with  steel gates and  hoisting  devices, with  the sill level 25  cm below the intake sill level.  The operation  of these sluices will help  avoiding  the sediment intake into  the main  canal.  Namely,  by  opening  these gates for some 10  cm from the bottom level,  most of the suspended  sediment will just pass downstream,  due to  the fact that the intake is oriented  at 9  3’ "(perpendicular) tc- the stream flow.Page 22
5.2.2.      Drop Structures on Main Canal
The    height    of    the    drop    structures    on    the    Main    Canal    is    adopted as     1.5m     and     the     structure     is     presented     in     Drawing     No     18.     The hydraulic      calculations      of      the      structure      are      presented      below      as      an example,     and     similar     calculations     were     done     for     all     the     other     drop structures       in       this       design.       While       determining       the       type       of       the structure,     consideration     has     been     made     to     try     to     fix     the     weir     crest level      so      that      it      will      not      create      changes      in      the      upstream      water levels,     i.e.     drawdown     or     backup.     The     main     disadvantage     cf     such     a structure       would       be       (a)       filtration       problems       resulting       from       creating a      ’reservoir'      on      the      upstream      part      of      the      drop      structure,      which would     result     in     expensive     foundation     and     (b)     health     hazard     for     the local     populace,     by     creating     a     breeding     media     for     vectors     of     water borne       diseases.       Therefore,       a       structure       which       will       create       some drawdown     of     the     water     levels     upstream     was     adopted.     However.,     the resulting      higher      velocities      were      catered      for      by      protection      of      the canal bottom and slopes with rubble-masonry.
The drop structures on the main canal are designed ir. anticipation of the second phase of the irrigation scheme.
rac
-r
Eed "width. E = l.Cm Canal side slope = 1:1 Discharge, Q - 1.39 nd
H = D.cCir (Drop height) Water Depth, D= 2.8 = [free board = 0.75m’
Canal Bed width, B = 2.0 Canal side slope = 1:1.5 Max. Discharge, Q = 15.81 nr Velocity (max) = lm/s
s
I)       The       following       dimensions  have been suggested for a cistern fc a vertical drop.F Dec
Paeja
^U/S T.E.L.
(H * H- ’
X                     i(H
L<                   The length of the cistern m [m]
V                   -                    Cistern       depression       below       the       down m in e t e i“ s
- —  ------- -— V.------------------ 3
•5 > — CiUl —■ “ —
H                     Head of water over the crest, 
including 
velocity head in meters. i.e. =
(u / s E Ft e r □ V
Line /TEL/ — Crest level.
H=
(2.65-0.20)
+     V;       =
2g
=
2.45 +
12
2*3.31
=
2.50m
H.
1. 5 Cm
Cistern
length, Lc
Lc =
5 (2.5 * 1. 5 ) '•
 ■'
Lc =
9.6Sm
10 m
IJ <-■»>rt l f» < t
F Doc 16 Page 24
b) Cistern depth :
x =       0.60m
II) Up lift calculation:
The uplift pressure upstream and downstream of the drop crest (if at all develops), is counter balanced by the weight of
the standing water and as such minimum floor thickness to resist wear, impact of flowing water, etc will suffice. Therefore, 60 cm
hick plain cement concrete (P.C.C.) is provided on the cistern 
leer covered with 20 cm thick masonry pitching. The 60 cm reduces o 30 cm -of P.C.C. on the downstream part of the cistern.
(to
Here:
B. = Bed width of normal channel section 
B f = 3ed width of the flumed channel section B, = Bed width of at any distance x from the flumed section.
Lf = Length of transition
B. =     7.75m B. =     2.0m
▼      _ n r* —Coordinates for entrance transition
Distance from flumed 
section, [m] X
0
0.5
1
1.5
2.0
•
2.5
-•s>
Width at the
Section, [m] Bx
2
2.30
2.7
3.2
4.0
5.24
7.75
5.2.3.       Division Structure at the End of Main Canal
The       division       structure       is       at the       Primary       canal       for       the       first Drawings    Mo    6,7    and    S    -    Long    Sect rhe sketch belcw.
the end of the Mair. Canal, where phase (?C-1) branches off (see
ion and 5 - Layout), as shown on
«r> mf r\r -
Page
Design data:
Slope, S = 0.00033
Side slopes are 1:1.5
Bed width, b = 2.0m
h = ?
Manning's coefficient, n = 0.024
Section is trapezoidal
P = B + zh (Z’ + 1)5S
A. = (E+zh) * h
Where:
Q = 1 R,,! S' A
n
By trial and error the obtained value of h is:
for the above given parameters.
Canal free board is selected as C."5m (see chapter 6.1.). The transition is designed as trapezoidal section wi
sides and beds protected with, riprap, the thickness o is 0.20m. A rectangular transition design for th discharge gave a depth of ~. 0m and hence the trap transition was chosen.
Le-ir. of the sluice rates
The following formula has beer, used:
:i     :/i (Ref. No :).
Where:
S =      1.0 (submergence coefficient) m =     0.37 (discharge coefficient) H =      2.46m (water depth)
b = Sluice width (m)
b, = Contracted width (?2hb)
A = msb. (2g)  H
/b f|i J’hF Doc 16 Page 2?
a)
This b)
Q = Q. = 13.92m5 s
Q = 0.37 * 0.92 13.96m1
s
gives two sluices,
Q = Q, = l.S9m5 s
each
2.4 (2 * 1.2m bed
9.31): 5 * 2.463/a
width on the main canal.
Q = 0.37 *
0 . 92 *
1.2 (2 *
9.81):1*            1.153/a
2.23m5          >  1.89m5
s
s
Adopt               1.10m
on
the primary canal PC-1)
The structure is presented on the Drawing Mo 20.
5.2.4.              Off-take Structures
off        takes        are        structures        which Secondary      c-r      Tertiary      or      Fteld      Canals Tertiary Canals to the Field Canals.
feed      water      from      Primary      to and also from Secondary and
The       designed       type       is       submerged       concrete       pipe,       with       masonry sluice       and        slots       for       wooden        gate,        laid        on        a       light       concrete foundation        to        prevent        uneven        settlement        and        consequent        leakage. The        floors        cf        the        structures        are        designed        horizontally        off-taking perpendicular to the direction of flow.
In this project seven types of off-takes were developed (from A tc G) and again, depending on the discharge these are divided into sub-types. The rough sketch of these types are given in finure 21F Dec 15 Page 23
Design of Off-take structures
I,'Off-take from Primary to Secondary Canal(from PC-1 to S c -1) 1/ For type Cl
Design discharge = 620 1/s = 0.62 nr’/s let slope be 1% = 0.01
Assume Manning's n=0.02 For flow in a Circular pipe
A * R!/1
 / D’  = f(h/d)
/J
(1) (refer, flow through open channels, 
pages 46,47 & 48)
1
Z. / D"  = f(h/d)..................................................................  (2)
2 = Q, / s:/!..........................................................................  (3)
Where:
A = wetted area in the pipe
Q = design discharge
R = A / P
F = wetted perimeter
s = longitudinal slope
h - Water depth
(i) let the diameter D be 100cm
1
2.= Q / s'  = (0.52 * 0.02) / 0.0r'  = 0.124
:
2    / De/- = 0.124 / 1 = 0.124
the relation h E is found out as 0.4:
h / D = 0.4 5
water depth = h= 0.45m = 45cm
(ii) let the diameter be 150 cm
Z.= (0.62 * 0.02) / 0.01:/1 = 0.124
Z.    /   DB/1     =   0.124    /   1.5*'!     =   0.042 from the curve on page 47,
h / D = 0.025F DOC 16 Face 29
water depth = 0.375m = 37.5 cm
Then, adopt lm diameter pipe with water depth of 45cm
(2) For type C2
Q = 172 1/s
s = 0.01
n = 0.02
let the diameter be 60cm
Z. = Q, / s;/’ = (0.172 * 0.02) / 0.01- 5 = 0.0344 Z. / DB/] = 0.034 / 0.6a/J = 0.134
from the        curve on page 47
h ./    D =   0.45
h =    0.6     * 0.45 = 0.27 m depth of water 27 cm
(Ref No 12 ) .
Then adopt 60cm diameter Concrete pipe.
Types    A    and    D    in    the    course    of    the    design    work    proved    to    be similar        and        the        only        difference        was        in        dimensions.        Therefore, corresponding           hydraulically,          they          were          calculated          together          and presented together (see Drawings 44 to 49).
For tvoe A and Pl
Design discharge = ISO 1/s = 0.1S m /s Slope = s = 0.01
n = 0.02
let the diameter be 60cm
!F Doc
Page
h/D = 0.45
h = 0.45 * 0.6 = C.27m
depth of water = h = 27cm
then provide 60cm diameter pipe.
/ Eai t~£P£_ P2
design discharge Q = 44 1/s = 0.044 m /s
3
Slope = s = 0.01
n = 0.02
let the diameter be 30cm
/!
Z = to.044 * 0.02) / 3.01   = C.003S
7 / r1 z 3 — O
CQ/
1 3 /1 -
-> 1 C
from the curve,
h/D = 0.6
h = 0.6 * 0.3 = 0.13m
water depth, h=lScm
then, provide pipe with diameter (D) = 30cm For tvoe D3
design Q = 271,'3 = 0.027 m ./sec
;
/s
Slope = s = 0.01
n = 0.20
let the diameter- be 20cm
Z  = (0.027 * 0.02) / 0.01’  = 5.4 * IO’
;
then, Z-./D*'  = (5.4 * 10' ) / 0.2 form the curve,
h/D = 1
h = 1*0.2= 0.2m
3
3
1              3'1 = 0.395
diameter D = 20cm is not recommended let the diameter D be 30cm
(J b-»then Z  / D’
;
Z1
= 5.4 * 10’3 / 0.3’/J =
C . 134
from the curve,
then, h/D = 0.45
h = 0.45 * 0.3
h = 0.135m = 13.5cm
therefore, the diameter (D) should be 30 cm
It is adopted  that the type "A" will have a rectangular section  of 50  cm bed  width  and  the type "D" will have same section  with  30  cm bed width.
1,
/
Type E
let then,
the diameter be 4Gem
•7
(0.079
* 0.02) / 0.01:/’ = C.0153
X. •
from the
/ D*'2 curve,
/
A:.
C . 12 2
■t-                             0.58
h        0.5S     *•        0.4
therefore,
water depth = h
Adopt diameter D = 40cm
IV/ Off-takes from Tertiary to Field Canals
1/ TYP? El
design discharge Q = 35 l/s = C.O35 nr/s Slope = s = C.Cl
n = 0.02z Doc 16 Page 32
Z. = (0.035 * 0.02) / C.Ol" = 7 * 10’5
then,    Z.    /    D"J      =    (7    *    10'3)    /    0.3’"'    =    0.0174 from the curve,
h/D = 0.47
h    -    0.3    *    0.47    =    0.141m water depth (h) = 14cm.
then, provide 30cm diameter pipe
Tvre E2
design Q - 52 1/s = 0.052 m /sec
;
slope = s = 0.01
n =*0.02
let D = 30cm
2    = (0.052 * 0.02) / 0.01" = 0.0204
then,    "./O’"    =    0.0104    /    0.3s"    =    0.2    53 h/D = 0.6
it     is     the     same     with     that     of therefore, provide diameter
type E..
(D) 30cm pipe
design Q = 22 1/s = 0.022 m’/s Slope = s = 0.01
n = 0.02F Doc 16 
Fage 33
.. Z. = (C.022 * 0.02) / C.01 * ~ 44 * 10"
:/
1
Z / Ds/2
2              8/a = 0.109  = (4.4 * 10‘ ) / 0.3
from the curve,
h/D =0.38
h = 0.3x0.38 = 0.114
water depth h = 11.4cm
then, provide diameter D = 30cm pipe.
The offtake structures are presented on the Drawings Mo 44, 45, 46, 47, 48 and 49.
5.2.5. Structures on Primary Canal
structures designed along
-          One Parshall flume.
-           10 Offtakes (see chapter
-           10 Check structures cf 0.
-          One tail escape structure
-           B c u 1 v errs .
-his canal
7.2.4     • i i
5m he ight,
5.2.5.1.          Parshall         Flume    on PC-1 Canal Cne parshall flume for discharge measurement
the beginning of the PC-1, 
15 m downstream of
structure.        The        hydraulic        calculations        of        the        flume below as an example and similar were done for
flumes in the design.
uriljutu a- the division 
are presented all the other
The Parshall flume is to  be designed  for a discharge of 1.39 m‘/s.  There are Standard  Parshall Flume dimensions given  by  us Department of the Interior Bureau  of Reclamation  (Ref.  No  9).  The adopted  dimensions for the given  discharge (1.39  nf/s) are given  in the table and sketch below:Prs          1
Standard Parshall Flume Dimensions
unit |
N
r ■
A
(2/3)A
E
*■*1
E
—
F
SI (m)j
1.2
1. S
1 . 2
1.8
1.5
2.0 i
0.9
J . o
G
M
N
P
R
Free Flow
Capacity
0.9
0.5
0.20
-
0.6
Min
Max
1.39
The standard dimensions of widths ranging from 0.30 to 2.50m
Curve the
are
for the Parshall Flume.
Parshall Flume for throat given by:
Q = 4 * b Where:
b = 4 ft
* H 5i;
* b':       in fps uni
(throat width, ft = 1.15m
for Qmax
= Ct.754 ft
/ ■- /-
3-‘\. m . o
cv»O '•) C I
F Dec IS Fag- 35
The values in FPS system are changed to S.I. Units in the following table (the calibration curve is given on figure 19):
I]-------------- Height (Ha)
[mJ
Discharge (Q)
[1/s]
.
V . - / ~X
0
:i   - •
'I   n -5 m -
1    a. 1
O A C -T Il   - • “ - 
ii
- .1 A.
0.6096
0.762
0.792
0.8229
0.0
0.0204
0.0457
0.0609
0.076
0.091
0.1066
C . 1219
0.137
0.152
9.167
I O ? 
0 . 1 r S p *. •» -
.1 o 0 2 5?
0.0
13
24
37.6
52.9
69.3
38.30
108.20
129
152
1"5
1        •t •* A     1 !        Eis         I
*•5 0
|
i
- a «,
310
-3 7 * 
-f : —
0 *
43 6
C-1
c         !
•     |3:?. 5
3.-2
C - Q       ' n n _• 7 
12 5-4
17 51
136 9
19 80
■
5.2.5.2. Check Structures on PC-1J ] ] 1
] ] ] ] ] 1 ] ] ] ] ] ] ] J ] 1 ]
? Doc It Page 3:
5.2.5.3.  Culverts  on PC-1
E - y h t  culv
arts were designed on PC-1 (Craw 
inter
ectic
C  x.
the canal and service (gravel) 
X *.1.
^1 -i
. i -L V
- ii
rts is based on the guidelines given (Ref . ?}. The culverts are presented / •
c o
- r 54 and 55. As can be seen from mainly lo cated near the offtakes, ext 
i.y      no s:   at th
roads• . Ths deS ly
in "Small Canal 
Structur
e a c i c -> culverts 
places
z. n the Draw
the Layout, 
mgs the 
ept one that has 
been p’’ ■ 
to 
Its
at the main pur
cressing from, the village e is to facilitate commu
• > > 
<4 — -
V ~ ~ the schoo
compound 
_ -.1- ~ - •*            •b W- 4 .  * — •
.( . •<                  »l — 
’’••••5.2.5.4. Tail Escape Structure on PC-1
A tail escape structure is designed at the end of PC-1, from which excess water from the canal flows in to Asendabo dry stream. Reference is made to "Irrigation and Water Power Engineering" (Ref 7) in respect of design calculations for all tail escape structures 
(chapter 5.2.8.).
Unlike  the  tail  escape  structures  on  the  field  canals,  an energy  dissipating  basin  is  designed  for  this  and  the  hydraulic calculations  are  presented  below.  (For  reference  see  Drawing  No 56.)
For:
discharge    Q = 155 1/s slope        i = 0.041 bottom width b= 0.50 m
£ = 1 - 0.20 * (d / (d e B)) = C.S2
J - depth zf uniform flow upstream
— cepm ox Ziow ever the weir
m
r a
- V . V _ 
7o = Q / (E * hl) = 0.2’’: / hl     [n/s] combining the above equations:
hl - (0.00385 / hl2) = 0.30533
hl
Lc
= 0.24 m
= 5 * (hl * D):/a = 1.7 5 m
de = 0.25 * (hl * D);/l = 0.10 mF DOC 16 Page 38
5.2.6. Structures on Secondary Canals
In  order  to  control  and  measure  the  flow  in  the  secondary canals, a Parshall flume has been located at the beginning or every secondary canal. The hydraulic calculations for the Parshall flumes were  similar  to  that  described  in  chapter  5.2.5.1.  and  are  not repeated here. The Parshall flume on SC-1 is presented in drawing 40~and the Parshall flumes for the rest of the secondary canals are presented in drawing No 41.
One  check  structure  of  0.9m  is  designed  on  the  SC-1.  The structure is presented in Drawing No 60.
Furthermore, the check/drop structures or. SC-1 and SC-4 (1.0m and 0.4 m height respectively) are giver, in Drawing No 62.
5.2.7. Structures on Tertiary Canals
Other structures on the tertiary canals are 4 culverts T' (see drawing No 55) as well as offtakes (see table IS, Dr 44 to 49 and chapter 5.2.4.). All the hydraulic calculation done similar to those described in the previous chapters (F Doc lb Page 39
5.2.8. Structures on Field Canals
The structures required cn the field canals are 653 check; drou- structures and 44 tail escape structures. as we_l as 44 offtakes 
(described in chapter 5.2.4.). In addition to these, Parshall flume each has been located immediately after the offtake cf field canals for flow measurement. Two types of flumes - type ’’.A” for discharge less than 20 1/s and type ’’B" for discharge less_than 150 1/s were designed.  Both  are  presented  in  drawings  42  and  43  respectively. The  structures  are  designed  in  such  a  way  that  they  can  be portable. The following table gives the inventory of the Parshall flumes on the field canals:
Type of
Flume
i
Field, canals
FC- number
i1
i
I
h
A
1
i
7  3, 11, 13, 15, 16, 17, 21, 22, 25, 33 and 2$|
i
Z
ll
i|
" 4  k o in j             id 12 - o     n ?31
c
•
i    2
24, 26, 27 , 23 , 28, 30, 31, 32, 35, 36, 37, 38,! 39, 40, 41, 42, 43 and 44
1 !
ok.'drop structures are designed on the approximately  one  structure  per  hectare mainly due tc the nature cf the terrain 
■d  to  maintain  fairly  constant  head by syphcr.s. The head of water in the 
6 tc 11) should be a minimum of 15 cm a maximum 35 cm. The level of water in
the  field  canal  should  be  within  this  interval  of  20  cm  during irrigation. In the design, the maximum fill allowed was 25 cm and maximum cut allowed was 35 cm based on past experiences. This gave rise to drop structures of 60 cm.
The  typical  check/drop  structure  for  the  field  canals  is presented in Drawing No. 53. The structure is provided with a gate to  facilitate  flushing  of  any  silt  deposited.  Three  types  of structures  "A",  ”E”  and  "C" for variation in  canal bottom width have been presented in drawing 53.J
] ] ] ] ] ] 1
] ] ] ] 1
1
] ] 1
] 1
1
1
F Doc 15
?age *2
5.2.9.
Side Escape structure on the Main Canal
One Side Escape Structure has been designed on the Main Canal, located before the branching of the Primary Canal PC-1. The purpose 
of the structure is to prevent damages resulting from errors in operation of the irrigation system. Namely, a situation can ari 
when the intake gates at the weir are open and the gates on the P 
1 are closed. The discharge in the main canal will in that case gather  momentum  and  spill  somewhere,  causing  damage.  Therefore  a side  escape  structure  capable  of  operating  without  control  was needed.
The structure has been designed as a side spillway, according to the guidelines given in the 'Design of Small Canal Structures' 
(P.ef. 9).
The design discharge for the canal is:
Q - 1.29 nr/s
The design discharge for the side escape is: = C.8 - Q = 1.5 m’/s
Eide spillway crest freeboard is 0.2C = 6 cm
5.3. Roads Network
in i)F Dec IE Fage 41
The design of read network has provided access tc every farm through  a  farm  road  or  field  drain,  to  facilitate  transportation of farm inputs and outputs.
The roads are 4 m wide and have 3 m gravel layer at the center. The road will accommodate carts presently used by farmers as well as any farm machinery which could be brought in after the construction.
The road network is designed to minimize the structures (such as culverts). Also, the field roads have been (usually) located in between  adjacent  irrigation  canals  and  field  drains.  This  will minimize the seepage losses from the canals into the drains.
One  main  road  traced  in  East  -  West  direction  has  been designed tc serve net only for agricultural purposes, but also for communication between the village and the town (Alem Keram). Every effort has been made to keep the alignment of this road along the existing track. A bridge (drawing No 21) has been designed at the main car. al crossing just downstream of the division structure and
The design cf the bridge includes 3 prefabricated reinforced concrete  beams,  each  4.8m  long,  laid  on  masonry  walls.  The foundations of the bridge are on the base rock.
5.4. Field Works
As mentioned earlier, the irrigable area in the first phase lies between 1913 and 179C m above mean sea level. This difference in elevation is spread along 3-4 km, which gave an average slope cf 3'1 tc 4%. This steep slope of the irrigable area gave rise to steep slopes cf most of the field canals. The furrows were designed with mild slopes and are located close tc contour lines, which have minimized  land  levelling  work.  The  field  canals  therefore  were designed with a large number of check/drop structures tcF Dec Page
the good top soil. Hence levelling undertaker.. However, it was observed that there are few depressions in depressions are to be filled by structures in the vicinity.
cf the fields is not to be from topographic survey maps 
the irrigable area. These soils from excavations for
Construction  of  the  furrows  can  be  done  mechanically  or manually,  depending  on  whether  machinery  is  available  or  not. Chapter 4.6. gives design considerations for furrows. The direction of  furrows  are  shown  on  blocking  out  plan.  However  slight modification  may  arise  during  construction.  The  furrows  in  some cases  will  be  curved  rather  than  straight,  following  the  contour lines cf the field, to avoid levelling.
There are quite a good number of stones (up to 12 cm) in the irrigable area. These have to be removed prior to cultivation. A. trial  removal  of  stones  carried  out  during  the  investigations, indicated  that  about  15  man-days  will  be  required  to  clear  all stones from 1 ha. ha. This will be done by each farm  u;  family after the land has been allocated. These stones are valuable,      ual     in that they can  be  used  in  the  construction  cf  structures  and  for  paving internal roads. The design cf structures in the project took intc consideration the availability cf stones and hence many rubble
masonry  structures  and  few  reinforced  concrete  structures  only where necessary.
6.   Construction
It  is  recommended  that  the construction  works during  the  dry  seasons,  preferably  between  June  and well as between December and February.
are executed
September as
It is important to purchase and collect all the materials at sine  prior  to  the  beginning  of  the  works.  This  would  facilitate early completion of works and avoid delays.
6.1. Coffer Dam
Since significant amount of the work is expected to be labour intensive, it is very important that all safety measures are taken at the site.F DOC 16 Page 43
As weir foundations are expected to be 2 m below river bed, fair amount  of  seepage  is  expected  during  excavations.  In  order  to minimize seepage flows and to have a stronger cofferdam, a single wall sheet piles with earthen bank in the interior was designed. Such a coffer dam can withstand any unprecedented flood flow which may occur during dry season.
Firstly, the coffer dam should be constructed upstream of the left bank weir, protecting the construction of the portion of the weir including intake as well as the excavations in the river bed upstream  of  the  weir,  as  given  in  Fig.  26  (I).  Once  this construction  is  over,  the  coffer  dam  should  be  constructed  to protect (the balance) right bank portion of the weir and works in the river bed, as shown in Fig.26 (II).
Sheet   piles   should   be   preferably   of   Larssen   type   (if available) of about 5 m length or similar piles available locally having  adequate  strength  for  the  purpose  (Ref  16).  Such  piles should  be  driven  into  the  river  bed  up  to  the  bed  rock,  with interlocking  sections  in  position.  There  will  be  about  2.5  m  cf protrusion  of  the  piles  above  bed  level.  Excavation  should  be carried cut minimum lm away from the line of piles, sc that there will  be  an  earth  bank  on  the  excavation  side.  Even  with  this arrangement, there could be seme seepage and that water should be evacuated by pump(s). The pumps dewatering the seepage water should be cn stand by all the time, when the workers are excavating the weir foundation.
6.2. Earth Works
Excavated sandy clays will be mainly used of the embankments along the canals, especiall are mostly in fill. The construction will be exceeding 20 cm, compacted with optimal wat
for the construct 
y field canals wh ich 
done in layers 
er content. In-s
not 
itu
tests including Proctor compaction test should be carried out monitor the quality cf the earthworks executed.
4- -~
The materials with a high percentage cf organic matter is to be  spread  over  the  agricultural  soil,  to  fill  the  natural depressions  of  the  fields.  This  will  facilitate  eventual  levelling of the fields in a way that there will be less cut, which is very often linked to a risk of loosing top soil of good quality.
from the excavation should be site, leaving behind the sar.dy - hackfills for the structures. The
nF DOC 16 Page 44
The  following  criteria  as  appropriate  should  be  applied  to the  filters  constructed  between  the  backfillings  and  the  grouted rip-rap (source: Earth Manual, US Bureau of Reclamation, 1960).
(1)   The filter material should be sufficiently fine and properly graded so that the voids of the filter are small enough to prevent base material particles from penetrating and clogging the filter.
(2)   The  filter  material  should  be  sufficiently  coarse  and pervious compared to the base material so that the incoming water is rapidly removed without any appreciable build up seepage forces within the filter.
(3)   The filter material should be coarse enough not to be carried  away  through  the  drainage  pipe  openings.  The  drainage pipes  should  be  provided  with  sufficiently  small  openings  or perforations,  or  additional  coarser  layer  should  be  used,  if necessary.
(4)  The filter layer should be sufficiently thick to provide a good distribution of all particle sizes throughout t?.e filter and tc  be  able  carry  the  seepage  discharge.  The  filter  thickness should  ensure  ar.  adequate  safety  against  piping  and  proper insulation for frost susceptible base material, as the case may be.
T>
I
=.
•- X 1    I— O — •   e s a:
It — O O kl X. V- - i Manual. . . ) , the              u*                                                       f 111 e
should fulfil th
e following two
The D sice of the filter mater imes D, size of the base mater n material from passing through
criteria (Tercaghi):
1 must not be mere the 
•1.  This  prevents  th .. - z.*rw c z the zilte
The D.  size cf
— - -.4-      n the filter m a t erial must ~ a ■_ — e — o w i 
j
to 5 time
s the D s  size of base material.
This keeps 
seepage zeroes
within the filter to permissible
small magnitude.
The above two criteria may be expressed as
D
:s
 of filter
D;h of filter
< 4 to 5 <----------------------
D5h of base material
The  requirements  cited  above  must two adjacent layers of the filter. The have been further modified as follows: 
D.j of base material
be satisfied between any criteria given by Terzaghi
(a) D:i of filter
---------------------  = 5 to 40,
D k of base material
provided mat the zilter dees net contain more than z material finer than 0.074mm (no.200 sieve).
- -cX Doc 16 Page 45
(b)      D.j of filter DI5 cf base materia
5 or less
(c)
D.  of filter
s
2 or more.
Maximum opening of pipe of drain
(d) The grain size curve of the filter should be roughly parallel of that the base material.
6.3. Concrete and Reinforcement Works
The  cement  used  for  the  concrete  works  must  be  properly stored,  in  accordance  with  the  technical  standards  given  by  the Codes of Practices. For this purpose shelters should be constructed and the bags should be kept on wooden pallets.
The  concrete  preposed  is  masonry,  cyclopean  as  well  as  of the C 25 quality (as indicated on the technical drawings). During it's  preparation,  care  should  taken  to  ensure  that  the  coarse aggregates and sand have proper size distribution and both are free of dirt, mud etc. The water that will be used for the concrete mixture, should be clean and transparent and chemically pure. The existing  standards  for  the  mixing  and  placing  of  concrete  should be adhered to.
7.   Bill of Quantities and Cost Estimate
Bill of Quantities as well as the Cost Estimate are given as Appendix A of this technical report.
Earthwork  quantity  calculations  are  given  in  Table  21  and reinforcement calculations (bar schedules) are given in Table 22. The earthworks for the Main Canal were calculated on the basis of the   cross   sections   and   by   plannimetring   the   quantities   cf excavation,  embankment  and  soil  stripping.  The  total  works  were calculated and are given in the table 21.
For the rest cf the canals, the earthworks were calculated on quantities in this design. These calculations are ale; givenF Doc 16 Page 46
For  the  bar  schedules  and  generally  for  the  reinforcements, Eritish Standards for Mild Steel Bars were adopted.
The unit prices for the works were taken from Welkite Darge Irrigation Project and adjusted for inflation.
8.   Conclusions and recommendations
Crop water requirements for the project were calculated using 10 year return period rainfall. A 12 hour irrigation was designed. This  will  ensure  that  all  the  existing  crops  are  irrigated  to satisfaction.
Good  harvests  and  best  results  could  be  easily  achieved  if all the structures are properly constructed and regular maintenance work is carried out.
Land  levelling,  being  a  significant  investment  (and  having sometimes harmful effect tc the soil profile) was minimized in this design, but some levelling that is inevitable should be carried out in areas where it is difficult for the irrigation water to reach due tc higher elevation or where ponding cf water occurs due to 1cwer elevation.
river tc estimate the sediment carried
periods. I f
sediment
load
j_ £
found
to
appropriate canals.
measures
should
be
t aken
to
during  the  different be  substantial,  then 
prevent siltation in
It is recommended that the stones in the 
irrigable  area be 
removed removal
by farmers as soon as land allocation 
of stones carried out earlier indicated
is made, that about
A trial
15 man-
days will be required tc clear all stones from 1 ha of land. These stones  are  to  be  used  in  rubble-masonry  structures,  lining  of primary  canal  and  for  production  of  coarse  aggregates  needed  for concrete  work.  Excess  stones  could  be  utilized  in  forming  fences 
(walls) around fields, which could prevent cattle and other animals entering the fields.
It is recommended that the seepage losses from the canals are 
during  the  operation  of  the  scheme.  Lining  should  be for any secticn having significant seepage losses.F Doc 16 Page 47
A socio-economic survey of the project area should have been carried  cut  prior  to  the  final  designs.  This  could  not  be  done because  of  delay  in  recruitment  of  the  Consultant  and  security situation.  However,  the  necessary  questionnaires  for  interviewing farmers  and  related  people  have  been  prepared.  It  is  recommended that  the  survey  be  carried  out  as  soon  as  possible.  Minor adjustments  to  cropping  patterns,  planting  dates,  ...etc.,  may  be made based on the outcome of the survey.F Doc 16 Page 43
9.   References
1 .  Review    Hydrological    Report    on   Water    Availability, Dependability and Flood Magnitude of Weyib Irrigation Project (Phase I)
2 .  Crop Water Requirements,
FAO Irrigation and Drainage Paper No 24
*5 
~J •
Geotechnical Report on Bale Gadula
4 .  Bale - Gadula Project By the Medium Scale Irrigation Project Design Team of D.P.R. of Korea, 1987.
5 .  Ven Te Chow " Open Channel Hydraulics", McGraw-Hill, New York, 19 56.
b .
Guidelines  for  the  Design  of  Unlined  Earth  Canals,  Project ETH/8S/013, Addis Ababa, 1990.
■»   B.  Punmia  and  P.B.B.  Lal  "Irrigation  and  water  Power Engineering", standard Publishers, New Delhi, 1933.
8.   "Design of Small Dams", US Bureau of Reclamation, 1974.
9 ,  "Design cf Small Canal Structures", US Bureau of Interior, 1978
10.  Santosh   Kumar   Gard,"Irrigation   Engineering   and   Hydraulic Structures"
-< i   ii.  "Welkite  Darge  Irrigation  Project"'  Final  Design,  Project ETH/8S/-913, Addis Ababa, April 1991.
12 . K.G. Ranga Raju, "Flow through Open Channels", New Delhi.
McDonald & Partners, "Manual for Canal Design", Addis Ababa, August 1985.
14 . B.Z.  Kinori,  "Manual  for  Surface  Drainage  Engineering", Elsevier Publishing Co., Amsterdam, 1970.
15 . Kesem Irrigation Project, Feasibility Study, Sir M MacDonald & partners Ltd, December 1986.
16 . M. J. Tomlison, "Foundation Design and Construction", English Language Bock Society, LongmanSUD AN
FIGURE I PROJECT LOCATION
UGANDASCHEME FOR ALIGNMENT OF RRIGAPON CANALS
BASIC FORMULAE
tj = Rj tan (Ki /2)
fi.Ri = 0.0174532925 Ri jfiI
I
TYPE "A" SECONDARY CANALS
Q-480'Vs
Q-378 Vs
Q- 206
Q-96V*
I------------------ 1----------------r~ 0.008             0.009 Q.OI
’’Wmi'TirTCFILED CANAL TYPE "A*
Q z. 201/s
ji
d(m)
V(m7sec)
o.oo —
o.ooo
--------1—
0.000
00002
0.0003
0.0004FIELD CANAL TYPE"d"
Q = 60-80 Vs
—i— ------------------ 1--------------------1—
0
0.001               0.002
0.003
0.004FIELD CANAL TYPE"e"
n = 0.040
Q - 80- 100 l/s
I
IOFig. 12Fig.ISFig.15HELD DRAINS
T ypt A (0-801.s')
Typ» B (80-120 l i')Fig.17
COLLECTOR drainsFig.18Fig. 19CALIBRATION CURVE FOR PARSHALL FLUME (MAIN CANAL)
Fig. 20Offtake Type
Sketch
main rood
■'          ■ +M
1i
sec ii road;
FC
PC
i; JIf
PC-Primary Canal FC-Field Canal
SC-Secondly Canal TC -Tertiary Canal
" B"
PC
PC
“D*1
sc
,,TC/FC
TC
FC
V
4fc
TC
TC
TC
"G"
FC
V
FC
FC
•V
FC
FIO . 22CUTOFF TEETH
WTTH
DETAILS OF THE UNING OF THE PRIMARY CANAL
Fig. 234
CANALS - CURVES FOR
earthworkFigure 26: Coffer Dobs Locations
VFIG-27FIG. 2.QF Doc
Page
16
5C
?■
—
!.
■•
11.     Tables
.4
t*lettrance Evapotranspiration Peaian
Project
latitude
: BALE-GADDLIA
: 1 North. lat.
Cliaate Station
Altitude
: Kobe
1600 ie ter
Month           Tiij.      Humidity    vindspeec     Sunshine iadiaticc            ETc-ceiaan
oC               1
u/dar            hours          ■■/«!
January
18.8
62
166
1.5
6.1
i.56
February
19.1
62
199
8.8
6.9
5.66
March
19.8
Si
233
1.9
6.9
5.55
April
18.5
69
216
5.?
6.6
6.16
May
18.6
66
201
6.5
6.6
6.99
June
17.9
61
285
1.3
6.5
5.25
July
18.7
n
366
1.2
6.6
5.22
August
19.3
18
311
6.6
6.6
6.13
Septeaber
19.1
16
225
5.A
6.3
6.61
October
13.9
11
161
5.6
6.1
6.91
Noteiber
11.1
65
130
1.2
6.2
6.21
Deceaber
11.2
61
16?
1.1
6.6
6.15
TEAK
11.1
68
211
6.9
6.6
1159
Table 1
Cliiatic Station
: Kobe
ETO
(■■/day)
Rainfall
(aa/aonth)
Eff. lain (aa/aoath)
January
6.6
6.2
6.2
February
5.6
21.3
20.6
March
5.1
120.1
April
6.1
91.3
Mr
121.6
6.9
95.5
161.1
106.5
June
5.3
33.2
July
31.3
5.:
10.3
August
6.8
10.’
Septeiber
6.6
31.1
113.6
26.9
October
6.1
11.2
16.0
Moieaber
13.0
6.3
63.1
Cectaber
6.5
39.1
1.2
U
TEAK Total            1160.0
Effective tainfall with USBi aethod
136.C                       583.3 aa
Table 2Crop data :                   B-6ARLEY
Phase
Ini t        Oevel      Hid           late       Total
Crop Stage
Crop Coefficient
Rooting Death Depletion level Yield-response ?.
20           25           60            30          135
0.44        •>        l.!5         0.20
leter            0 JO        •>        1.40         1.40
frac:.           0.60        ->       0.60         0.90
coeff. 0.20 o.sc 0.50 0.40 1.00
Table 3
Crop Evapotranspiration and Irrigation Requireients
Cliiate Crop
Fil e : robe
: B-6ARIEY
Cliiate    Station:    Robe Planting aate : l March
1
' Mend. Dec Staae Coed ETCrcp Tot.ETC Eft.Rah IRRec. Tot.’SSt?. !
an/day      is/dec      sa/dec          M/da>         w/dec
i Mar          I       ir.it       0.44      2.4$           2«.3          23.3             0.11               1.1
Mar
in4:       o.u    2.55           25.5          33.4             0.00               ■. n          1
Mar        3     aeve      0.58      3.16          31.5          32.3             0.00               0.0
4pr
Apr
Ur
He?
1     ceve      0.37      4.30          43.0          32.5             1.06             16.5
*     de/ii        1.08      4.96           4S.5          31.3             1.72             17.5
n c         i. *5       5.4C          54.3          32.8             2.12             *1.' lid         1.15      5.56          55.5          35.9             1.9?             is J
1
Hcf i sic -.15 : .5t 56.4 31.5 1.95 13.5
Na? 3 aia :.:5 : J9 5’.3 29.? 2.92 23.2
Jur.       <i      «ic         :.15       $.94           55.4           !9.2             4.12             4i.:
'
1 Jur.
-
1 Jun
•
r/1:
•-.O’
5.65
56.:
3.3
4.95
52.4
;
•
late
0.83
4.39
4:.j
5J
• J2
31.2
1
Jli’
late
0.5:
2j:
2?.C
4.4
2. d
22 J
1
I Jul
2
late
0.20
1.0k
ic.4
2.4
0.30
3,n
I TOT;-.
5S5.1
32$.5
VC 0
• *•w
1______
Table 4Crop data :                  W-VHEAT
1
Phase
Init         Oevel       hid           late        Total
1
Croo Staoe Crop Coefficient Rooting Dec th Depletion le/el field-response F.
days              )0             U             45            30          150 coeff.          0.60         ->             1.20         0.70
liter             0.30         •>             1.40          130
tract.           0.60         ->             0.50         0.30
coeff. 0.20 0.60 0.50 0.40 1.00
Table 5
Crop E»apotran soiration and Irrigation Requireaents
Cliaate Crop
Fil e : rote
: i-MHE-T
Cliaa :e Station
riant ing date :
3obe 1 March
Montn )ec Stage Coeff ETCrop Tot.ETC Eff .Rain IWeq. Tot.ISRea.
sa/cay        u'dec        aa/dec          n/day           m/h:
Mar        1     init        0.60      • 1.4.  • 
r
Mar        7     ini:        0.60      5 3s          3ft. S            333             0.3                  13
34.0           23.5             1.01             10.1
Mar        3     init        0.50      : t?c            32.6           32.9             0.00
0.0
Apr
Apr
1     deve     9.5?      3.3!            33.1             323             0.01                         0.'
**
4
de ,e
o.so   3.68            363            31.9             0.50
Apr        3     oeve     0.93      4.39           43.9           32.6             1.10              H.O Hay        1     deva     1.0?      5.16           51.6            35.3             1.57             15.1 Mat        2   de>:        1.’?       5.17           57.2           37.9             1.93             19.3           ! May       •      nd       1.20      6.04            603            25.?             3.1?             31.7 Jun       i    lid         1.70      5.20           62.0           12.2             4.38             43.3 Jun       £     1*.G       1.70      5.35           63.5             8.3             5.53             55.3
•Jun
Jui
3     •ic
1.70       5.32
JlP        *      late      G.7-5     4.34            493
1     •ate       1.12      5.34
63.7
583
C*<. 4
6.7
43
5.65
53!
55.5
Si.;
Jul
i
TOTAL
i
3  late       G.H       3.97           39.7              4.3             333              35.9
4 32             i?.O
720.5          3343
Table 6
4 V « ft «
--------------------1Crop data :                  B-MAI7 E
Phase
Init         De /el      Mid           late       Total
Crop Staje
Crop Coefficient
Rooting Depth Depletion level field-response F.
days coeff.]
net er tract. coeff.
’0            40            50            30           150 o.u         ->             1.15         0.50
0.30        ->             1.30         1.30
0.50        ->             0.50         0.80
0.40 0.40 1.30 0.50 1.25
Table 7
Crop Evapotranspiration and Irrigation Requirements
C'iaate Crop
Fil e : rc
.     5" MAIZE
Ciiaate Station
Planting date :
Robe
i March
i
i
Montr.   Dec                 Cce-’f    ET’-cc     Tot.ETC     Eff.P,3-D       IRReq.
ct.iSSec. 1
aa/day       ax/de:      am-dec         M/33Y          ia/dec J
I bar
1 Mar
’’nit       Mt         2.-9            n ,1           23.9            0.”.
init       e.u    2.55           25.5
1.1 ’
' Mar         •       init       o.u    2.32           23.9           32.9            0.30
•i.t              C.00               0.3
0.0
AP-
Apr
*      :eve      0.53       2.63           26.3           32.4             0.00               G.O
deve      oj;    3.25           32.5            •1.8            0.06
Apr Gave 0.3S 1.15 41.5 32.3 0.8)
«ay • ce ve 1.C6 5.1? 51.3 35.: 1.55
0.5            1
3J
•5
1
r.d         1.15      5.64           55.4            37.:
Mj<
lid         1.15      5.?S          57.9          2?.?             2.92             ? C 5
l.:5               *9.5
1 Jun         •      aid
•Jun               !• 3         ’.15       5.K            51.0             3 j             5.25
• • c
< • 1 « 5.34 59.4 J.2 •4.12 41.2
Jur
Ju!
3 mio
late
’ .15 5.36
5.54
50.6
55.4
ic :
L’
i.i
5.39
5.10
;-•
jui        c      1 ate      0.6:       4.55
2.4            ;.3i
j/
• GT Al
•        ate      9.:9
:  c*
♦ • • w
55.0 4.3
557.0 3:4.4
3.02 30.2
345 J
Table 8Crop data :                CUNIN
Phase
Init         Oevel      Mid           late       Total
Crop -taje
Crop Coefficient
Rooting Depth Depletion level field-response F.
days coeff.
■eter tract. coeff.
25            30            40            45           140 0.40         ->             1.00        0 JO
0.25 -> 0.80 0.80
0.20 -> 0.30 0.50
0.30 0.40 0.60 0.50
1.00
Table 9
Crop Evapotranspi rati or       and Irri
cation R  equireaents
Clifiste  Fil e : robe                                         Cliaa te Stat:    or.: Robe
Crop                         UNIN
Plan: ing date    : 1 August
1
1
Month Sec Stage Coeff ETCroc •ot.ETC Eff .Rain IR R e q. Tot.IRHsq.
ua/Cc *           j»a/dec      m/dec           aa/day         ni/de-:
Aug        1     init        0.40      ‘..3?           19 J              5J              1.30             13.0
Aug       2     init       0.40       1.32           13.2             9.9             1.03              :0.3
Aug       3   in/de      3.45      2.10           2‘..j            25 J             3.53               5.3
Sep
5eo       ?     deve    O.SO     3.52           35.2            32.2             0.30
1     deve     0.50      2J2            2?.2           24.S             0.2/                 2J
3.0
Sec 3 de/n 0.95 4.03 40.8 28.5 1.24 12.4
Oct 1 310 I.0C ».2C 42.0 24.9 1 J? 17.2
Oct 2 ait 1.00 4.-.0 M.O 2i.e 2.00 20.G
Oct               aid        ’-.00      4J?                 4 : J           13.4
;.u
J
No*        1   si/r         3.38      4.1:                 • ’. 5
Not 2 * - wT 0.93 i.GI w r • 13.1 2 J3 2?.C
NC. 3 late 0.9? 3.18 3 ’.: 3.5 2.53 29.3
De:        1     late       0.80      ;                 35.5             5.3              m:
Dec L late 0 J3 3.30 33.0 hi 3.16 31.5
15.3             2.5a            4? , ’
n
i
TOTAL
425.3         225.3
253.2
Table 10Croo 4ata :                    C'H'j'Hdry)
“---------------
1
Phase
Ini t         Level      Hid           late       Total
Crop Sta-je
Crop Coefficient
Rooting Depth Depletion level Yield-response F.
cays coefr.]
neter tract. coeff.
’5            25            10           kO          ISO 0.1G        ->            0.95         0.75
0.20         •>            0.50         0.50
0.20         ->            0.30         0.50
0.4$ 0.80 0.30 0.30 I.IC
Table 11
Table 12Crop data :                   PEPPERS
Phase
Init        Ceve 1    Mid       late       Total
Crop Stage
Crop Coetficient
Rooting Depth Depletion level Yield-response P.
days             35            45            50            20           150 coeff.]         0.15         •>             1.00         0.95
aeter           0.25         ->             0.80         0.90
tract.           0.20        ->             0.30         0.50
coeff. 1.40 0.60 1.00 0.60 1.10
Table 13
Crop Evapotranspiration and Irrigation Requireaents
Chnte    Fil e : rob    a
Croc
: PEPPERS
Cli.3 te Station        Robe Plant ing date :       ‘ Augist
ior.th    Dec   Stage    Coeff    EtCrop Tot.ETC    erf.
IREe:.   T v t.. h k e q .
la/day       asi/dec       m/dec           lil/dcY               ai/dec
1 AU3       1       init       0.15      3.10          3?.O             6.1             3.0? vj:            2      i n i t     0.'5        3.50       36.0          e.s             2.1’
Aug      3       init       n ?c          3.50           35.0           15.1             1.93              19.3
:0.3
21.1
Sec
*
i in/de :.?$ 3.46
A
t
c           24.5             • AA
10.2
(.      deve      0.31      3.54           35.4           32.2             0.32             2 .■>
Sep       3      ceve      0.86      3.10           31.0
*             0.95
Oct       »      ceve      0.92       3.35           32.5           24.2             1.31
Oct        *      ceve      0.3?      3.39       39.9           21.0             1.93              19.3
2.5
13.7
Oct
NOV 1 aid MC 4.22 42.3 15.3 2.6-5 G 5
Nov 2 aic 1.20 4.30 43.0 13.1 2.59 2S.3
iia         1.00      4.11           fci/            19.4             2.33              23.3
Nov 3 lid 1.00 4.31 i3.i
Dec i lie 1.00 4.43 44.:
Dec t lete 5.36 i.33 43.3
Dec       3        late         0.33      4.92          40.2          1.4             3.8?               v*,:
9.5             2.4:                3».f
5.3 3.9C 39.0 1 • . 4 4.19 41.9 !
TuiA-
592.2         221.1
::t.S
i
I
1
Table 14Title 15
Bele • Gdtlla
Ittrly Irrigetion Viler Iteuirmull
hd Pepper
Nil. Ill
1
1
111
>11
III
III
III
III
1
1
1121 1 1
111
111
1
1
111
11
1
111
1
1
IIH
1
1
111
111
1
1
1
111
11
1
111
1
IPeb. Ill
1
1
111
111
l
1
1
111
11
1
1
I
1
1
1
{Hl                             1           1                                           1 1 1                                   1 1 1                         1            1            1                                            1 1 1                          1 1                    1                   1 1 1                                          1                    1
1 HI
mar. 1 1 1 o n 1 Ml |
I            1                                             111                                             111                         1            1            1                                            111                          11                    1                        111                                          1
i
2.10 1 1.01 | 0.11 I
IS.II 1 l.ll 1 0.01 I
1.30 1    C IO I      0 01 I
0.91 1           1          |                          1 1                    1                        1 1 1                                          1             20.7) |
1        ••••«................ ♦...........
I         HI 0.00 | 0.00 |
1 ......... ..................... «........... ••••
1 HI 0 00 | 0.00 I
lApr. | i | 1.00 | o.i; 1
l .......... ....... ............. . ...................
I 2 I HO | 0.21 I
1         111 Lil 1 1.11 1
1 Ray H 1 191 1 M3 1
1 ......... ..................... *..............
I          I 1 I 1.15 1 Lil I
I          HI 1.12 1 • 22 1
|JlM I 1 1 M2 1 Ml |
0.00 I OJO 1 0.02 1                     2.11 I 0.00 I O.OC 1                  0.00 I    0 00 I      e co i
0.00 1 1 1
11                    1
111
1                  2.11 |
0.00 I 0 00 I 0 00 |
11.JI I 1.11 I Ml 1
00.29 1 MC | 0.00 |
W.15 1 1.10 I 0.13 1
09.02 1 I.S1 1 0.10 I
00.00 1 1.1) 1 0.22 I
OHO 1 3.11 I o n 1
0.00 I 0.01 1 0.00 1                 0.00 1    0.00 I     0.00 1                 OJO 1           1          1                         1 1                    1                         1 1 1                                          1             C.00 1
L01 I 1.01 | 0.12 I
MS | 1.10 10.21 1
17.01 1 2.12 I B.2S |
20.15 I 1.91 1 0.2) 1
29.1) 1 MS | 0.21 I
09.11 I 2.92 1 MO 1
IMS I    0.00 |      0 00 |
22.25 I 0.01 1 0 01 |
21.50 I 0 01 | 0 10 |
O.OC |          |
I                          1 1                    1                         1 1 1                                           1                10.11 |
O.K 1            1          1                         1 1                    1                         1 1 1                                           1            10.11 I
O.K I             1          1                         1 1                    1                   1 1 1
•              100.07 I
20.1) 1    I.SS 1    0.10 1               10.5) |
|
I                          1 1                    1                         1 1 1                                           1           112.5) 1
2) 1) 1 1 OS 1 0 21 I
)MO | 2.92 I 0 )0 1
IMO I
21.11 |
|           1                         1 1                    1                   1 1 1                                           1              111.00 I
|
I                          1 1                    1                   1 1 1                                           1          110.02 1
11.9) | 0.12 I 0.00 1                  51.SO I    0.12 I     0.00 1               )O4) 1             1          1                         1 1                    1                         1 1 1                                           1           210.51 I
j
•..............•............. .........
|          Hi MO 1 Ml |
1         HI M2 1 0.03 I
Uily | 1 | 2.21 | 0.21 I
002.SI 1 0.31 1 Ml |
120.00 1 M3 1 0.00 I
1241 | MS 1 O.IS 1
SMI 1 S.OI | 04) 1
OS.11 I 0.10 | O.K |
01.1) 1 3.11 I 0.0) I
01.91 | 2.27 | 0 .*1 1
10 SO | S.2I I 0.11 I
01.50 I S.)9 | 042 I
20 11 1 5.IO 1 I 59 |
09.11 |
50.S) |
I           1                         1 1                    1                         1 1 1                                           1            31*42 |
|
I                          11                    1                   111                                           1
:iij) i
tl.ll 1 'l                         1                         1 1                    1                         1 1 1                                           1            2H.5I 1
I
I
............ •............•..........
III CM I C.C» f
11.91 | OJO 1 0.50 I
12.09 1 MO 1
0 01 1
10.00 I
0 31 1
0 50 I
41.11 I
1
1
11
1
111
1
103.21 1
1 «•••«
....................................
...........
1H1
1
1
1 Ml I Ml 1
SMI 1
1
1
1
Ml |
0 )5 |
20 )l 1
1
1
11
1
111
1
02.20 1
l*u» III
|
1
111
1
11
1
1
1
I 1 10 | 0 IS 1
20.01 | 2.11 1 0.12
1
32.10 I 1.0) 1 OJS 1
J5.OI 1
91.32 1
112 1 1 1
111
1 1 1                 1       1            1
I 1.0) 1 0 12 |
11.01 | 2.51 1 OJO  1             29.90 1 2.11 1 0 )1 |
)i.n i
io.o: |
1H1
1
1
111
111
1
1
1
1 M) 1 o (1 |
9 01 I 2.11 1 0.21 1
25.00 i LI) 1 0.22 I
22)0 I
51.15 1i irion
1 H II
1 (I III
1 II HI
1 :o (i
1 Mil
1 H3I
1 III 1 Pit 1 H3(
l •» « i itt i irt»
1 (10 1 lit 1 H3(
1 M 3 1 l( ( 1                    1 1 1                                 1 1                 1                          1 1 1                                           1 1 1                              1 1             1(1 1
1 113 1 1(3 1 1(35              1 HO 1 H 3 I
l          1         1                                  111                                             111                                        11
1 KO 1 5(3 1 (031
1 ((3 1 103 1                                1         I          1                          1 1 1                                            1 1 1                                        1 1
III 1
1 1 1 MOI
1 IP ill
1 11 3(
1 HO 1 113 | H3C
1 PI3 1 W3 1 II .3
1 (CO 1 (1*1 1
1
I
1
111
111
11
KI 1
1 Mill
1 IP H
1 n o I n*i | h k
I K o i y: i oo si
1 1(3 1 013 1
1
I
1
111
111
11
III 1
1 11*101
1MU
1 1(3 1 PP I | K PI
1 no l or; i n o
1 0(3 1 l( .* 1
i
i
1
111
111
11
1 1 1 «ll
1 (Hi
1 lit:
1 L’3 1 (Cl 1 nil
1 (10 I ill 1 (1(1
1 KO 1 »(3 1
1
I
1
111
111
11
1(1 1
1 iru
1 Uli
1 MO 1 II I I 1X31
1 HO 1 HI 1 ••*((
1 (1*0 1 303 1
i
I
1
111
111
11
III
1
1 HIP
1 1131
1 HO 1 HI I im
1 X13 1 1(1 1 WK
1 oro 1 Ml I
11
1
111
111
11
1 1 1 1*1
I n it
1 113
1 010 1 (03 1 ((’ll
1 iro 1 ir i i io :i
1 HO 1 KI 1
11
1
111
111
11
KI
1
i xci:
1 0X3
1 10 0 1 Ml 1 1I U
1 no l io o l i( (
i io 91 o:*j I
11
1
111
111
11
III
1
1
1 (53C
1 (ill
1 ;ro I .3*1 I xi ii
1 HO 1 (13 1 09 5
i (t o 1 :?*o 1
11
1
111
111
11
1 I 1 dul
• ........................... .......................... »...........♦........... ♦........................... ........... •........... ........................................ .............i.......................... . .............. .............»......................... ».......... . ............ ..........................♦...........•........... . ..........................♦........... ♦............ »•••♦.......... ♦
IH IG MJ I/IIH 901 M| fTUH/i.llliP/ram 001 Mi i/||H/f/Uhp/»i|il| Oil I9| i/|IH/Vll'.•(/■■ IH II mj
<♦♦•♦i•♦i♦♦♦♦♦
| Atp/um lot MJ 1/tHVt/lli’P/NlH HI mj i/(|»Vi/||ltp/M|n y; mj
I
I
mMoi pq |
ioibo i aiitj
i Hin
| mo
|
nm I J>im
hp/ii| I I
»«
lioil I
I         ItAW .............................................................. ............................................................................................................. .............................................................................................................♦................................................... . ....................................................... *1X101*
II
4010
III
• .......................... . ............................................. ................................................................................................................................................................................................................................................................................................................................................ *---♦........... •
noMHtnbu mum asntOtjji ipm
t||»P»5 • >|0|
(I «IV1
n r—r-*Table 16: Bale-Gadulla:Irrigation Interval Calculation
Crop
P
Sa
(mir./m)
D
(in)
(ETcrop)max 
(mm/day;
i
ii
(days).
1
Barley
wheat
Maize
Onions
Peppers
0.55
0.55
0.60
0.25
0.25
180
180
180
180
180
0.30
0.30
0.30
0.50
0.50
5.94
6.36
6.10
4.18
4.43
5.00
4.67
5.31
5.38
5.08
Choosen         irrigation         interval         is         5         days,         for         12         hour         of irrigation in peak periods.
i= P Sa D
( ETzrop) ir. ax Were:
P
=          Fraction of Available Soil Water
Sa         =          Available Soil Water For clay v
D          =          Rooting depth
Source:             FAO  Irrigation and Drainage Project Me 24 Crop Water Requirement’’BALE GADULA IRRIGATION SCHEME
Table 17: Irrigation Canals's Discharges (3.44 1/s/ha)
-+-------------+---------
1 CANAL         1 FROM         | TO | NET                    AREA COVERED|       DISCHARGE     1
1 
•}---— —
1
1
1
1 
1 1
I
1
(ha)
|
1
1
(1/S)            1
1
1
1 PC-1
1 0+000
I 0+135|
542 |
1865
1
1
I 0+135
1 0+955|
528 |
1816
1
1
I 0+955
I l+690|
492 |
1692
1
1
I 1+690
I 2+224|
472 |
1624
1
1
I 2+224
I 2+404|
294 |
1011
1
1
1 2+404
I 2+834|
246 |
846
1
1
1 2+834
I 3+2441
196 |
674
1
1
I 3+244
I 3+434|
144 |
495
1
1
I 3+434
| 3+804|
96 |
330
1
1
I 3+804
| 4+194|
48 |
165
I FC-1
I 0+000
1
I 0+735|
14 |
48
1 FC-2
I 0+000
| 0+025|
1
22 |
76
1 FC-3
| 0+000
1
I 0+775|
I FC-4
16 |
55
I 0+000
I 1 + 010 |
1
20 |
I SC-1
69
| 0+000
I 0+090|
1
178 |
612
1
I 0+090
| 0+200|
1
160 |
550
1
I 0+280
I 0+485|
1
142 |
1
| 0+485
488
I 0+9001
1
110 |
378
1
1
| 0+900
I 1+080j
60 |
206
1
1
■-I 1 + 080
I 1+275|
28 |
96
1
1
I 1+275
1 1+435|
I 1+435
I 1+579|
16 |
55
1
1
I FC-5
4 |
I 0+000
14
1
1 0+9701
| FC-6
| 0+000
| 0+960|
18 |
62
1
I TC-1
| 0+000
I 0+005|
18 |
62
1
| 0+005
I 0+240|
32 |
1
110
1
26 |
1
I 0+240
I 0+460|
89
| FC-7
| 0+000
20 |
I 0+410|
68
1
I FC-8
| 0+000
6 I
21
1
I 0+400|
I FC-9
| 0+000
I 0+520|
6 I
21
10 I
11
I FC-10
I 0+000
1 O+725|
34
10 |
11
| TC-2
I 0+000
I 0+050|
34
50 |
11
1
| 0+050
I 0+450|
172
44 |
11
1
| 0+045
1 0+6721
151
34 |
11
1
I 0+672
I 0+905|
117
1I
| FC-11
| 0+000
I 0+430|
18 |
60
6 |
I1
| FC-12
| 0+000
I 0+552|
21
10 |
11
| FC-13
| 0+000
I 0+380|
34
11
| FC-14
| 0+000
I 0+582|
6 I
21
10 |
11
| FC-15
I 0+000
I 0+382|
34
6 |
11
| FC-16
I 0+000
I 0+500|
21
6 |
11
| FC+17
| 0+000
1 0+4001
21
6 |
11
| FC-18
I 0+000
1 1+1001
21
32 1
11
| FC-19
| 0+000
I l+100|
110
11
| FC-20
| 0+000
I l+000|
12 |
41
12 |
11
4 1
1
| FC-21
I 0+000
1 0+735|
41
14
1
| SC-2 1
| 0+000 I 0+2001
| 0+200 I 0+400|
48 |
40 |
165 1
138 1BALE GADULA IRRIGATION SCHEME Table 17: Irrigation Canals's Discharges (3.44 1/s/ha)
CANAL      1 FROM 1
1 TO 1
1 1
NET AREA COVERED| 
(ha)
|
DISCHARGE 
(1/s)
I 0+400
FC-22
I 0+605|
18 |
62
I 0+000
FC-23
1 0+5251
8 I
28
1 0+000
FC-24
I 0+625|
22 |
76
I 0+000
1 0+715|
FC-25
12 |
41
I 0 + 000 .
SC-3
I 0+8251
6 I
21
I 0+000
I 0+002|
50 |
I 0+002
172
I 0+470|
40 |
1 0+470
138
FC-26
I 0=710|
20 |
I 0+000
69
I 0+600|
FC-27
10 |
34
I 0+000
FC-28
I 0+6201
20 |
I 0+000
69
1 0+510|
SC-4
1 0+000
' io |
34
I 0+260|
52 |
1 0+260
I 0+450|
179
32 |
1 0+450
110
1 0+650|
22 |
I 0+650
76
I 0+860|
FC-30
12 |
I 0+000
41
I 0+570|
FC-31
I 0+000
20 |
I 0+560|
69
FC-32
1 0+000
io |
34
1 0+5651
FC-33
I 0+000
10 |
I 0+560|
34
FC-34
I 0+000
I 0+670|
8 I
28
SC-5
I 0+000
4 |
I 0+002|
14
I 0+002
46 |
I 0+560|
158
FC-35
I 0+000
34 |
I 0+755|
117
FC-36
I 0+000
12 |
I 01500|
41
FC-37
I 0+000
18 |
1 0+990|
62
SC-6--
I 0+000
I 0+180|
16 |
55
I 0+180
I 0+380|
50 |
172
FC-38
I 0+000
26 1
1 0+680|
89
FC-39
I 0+000
1 0+600|
24 1
83
FC-40
1 0+000
1 0+855|
10 1
34
SC-7
I 0+000
1 0+002|
16 1
-J ’J
I 0+002
I 0+240|
46 1
15 8
I 0+240
1 0+750|
36 |
124
FC-41
I 0+000
1 0+6001
24 |
8o3
FC-42
I 0+000
10 1
34
1 0+700|
FC-4 3
12    i
x
I 0+000
A 1
1 0+700|
** 1
FC-44
I 0+000
J12 1 . c.  I
41
I 0+900|
12    |
41BALE GADULLA IRRIGATION SCHEME
Table 18: Offtake Structures
+---------------------------- +----------------- +----------------- +----------------- +
From                    1 
1 1
+ 1
To 
|
|
Discharge| i
[l/sl |
Type
| 
i
1 1
Structure     | i
Canal         I Location   I           Canal(s)
1         No.        |
PC-1
I 0+135
1 FC-1 
|
PC-1
51 1
A2
I 0+995
I FC-2 and FC-3 
|
79+55 |
1 
/I
1
PC-1
B
I 1+690
1 /2 |
I FC-4 
|
PC-1
70 |
A2
I 2+224
1 
/3 
|
PC-1
1 SC-1 
|
620 |
Cl
I 2+404
1 
/4 
|
I SC-2 
|
PC-1
164 |
Al
I 2+834
1 
/5 
|
PC-1
1 SC-3 
|
168 |
Al
I 3+244
PC-1
1 SC-4 
|
1 /6 |
185 |
C2
| 3+434
1 SC-5 
|
1 
/7 
|
PC-1
160 |
Al
I 3+804
| SC-6 
|
1 /8 |
PC-1
172 |
I 4+194
C2
1 SC-7 
|
164 |
1 
/9 
1
SC-1
I 0+090
Al
1 FC-5 
|
1 /10 |
SC-1
58 |
I 0+280
A2
1 FC-6 
|
58 |
A2
1 
/ll
1
SC-1
I 1+080
I FC-18 
|
1 /12 |
SC-1
| 1+275
111 1
DI
I FC-19 
|
1 
/13 
|
SC-1
| 1+435
41 1
D2
1 FC-20 
|
1 
/14 
|
SC-1
I 1+597
44 |
D2
I FC-21 
|
1 
/15 
|
SC-1
I 1+485
16 1
D#
1 TC-1 
|
1 /16 |
SC-1
I 0+900
111 1
DI
1 TC-2 
|
180 |
1 
/17 
|
TC-1
| 0+002
DI
1 FC-7 
|
23 |
1 
/IB
I
TC-1
I 0+240
1 FC-S
|
D3
TC-1
| 0+460
23 |
1 
/19 
1
D3
I FC-9 and FC-10 
|
1 
120 j
TC-2
I 0+050
1 FC-11 
|
32+32 |
E2
23 |
1 
/21 j
TC-2
I 0+450
1 FC-12 
|
D3
j
122 j
TC-2
| 0+672
35 |
I FC-13 and FC-14 |
El
23+34 |
/ 23
TC-2
| 0+905
I FC-15. 16 and 17|
F
1 
/24 
|
SC-2
I 0+200
21+21+22 |
1 FC-22 
|
G
27 |
i
125
j
SC-2
| 0+400
I FC-23
D3
1 126
SC-2
| 0+605
1 FC-24 and FC-25 |
75 |
DI
127
SC-2
I 0+002
I FC-26 
|
60+20 |
E2
35 |
128 1
SC-3
| 0+470
1 FC-27 
|
D2
i1 
// £ >  29 
i1
SC-3
1 0+710
1 FC-28 and FC-29 |
71 1
DI
30+32 |
1 
/30 
|
SC-4
| 0+260
1 FC-30 
|
E2
68 |
DI
i
// i31
SC-4
1 0+450
1 FC-31 
'1
35 |
I
//-32  >■<-
|1
SC-4
| 0+650
I FC-32 
|
D2
35 |
/ 33 
I
SC-4
I 0+860
1 FC-33 and FC-34 |
D2
1 
/ 34 
1
SC-5
| 0+002
1 FC-35 
|
31+16 |
E2
41 |
/ 35 
1
SC-5
| 0+560
1 FC-36 and FC-37 |
D2
63+56 |
1 !
//-36  JO
11
SC-6
| 0+180
I FC.-38 
|
El
82 |
/ 3 7
SC-6
| 0+380
1 FC-39 and FC-40 |
DI
35+54 |
l
//J 38O
SC-7
| 0+002
I FC-41 
|
E2
37 |
/ 39 
1
SC-7
| 0+240
1 FC-42
D2
44 |
/40 
1
SC-7
| 0+750
1 FC-43 and FC-44 |
D2
42+41 |
1 
/41
E2
1 
/42 
|BALE GADULLA IRRIGATION SCHEME
Table 19: Road Culverts
-+---------------- -+----------------
1      Canal 1
1
+--------------
I Location 1
1
I   Maximum | Discharge
1      (1/s]
1
d Type
1
|  Pipe
| Diameter
1  (cm)
1
1
1
1 Structure|
No. 1
--------------- + Canal bed] Width 1 
(m)        1
I PC-1
| 0+135
| 
1865
1
A
| 
84   1  /I
1
1.1 1
1
| 0+755
| 1816
1
A
| 
84   1  /2
1
1.1 1
1
| 0+955
I
1816
1
A
| 
84   1  /3
1
1.1 1
1
I 0+690
| 
1692
1
A*
| 
84   1  /4
1
1.0 1
1
| 2+404
| 1011
1
B
1 61
1  /5
1
1.0 |
1
| 2+834
| 
846
1
B
1 61
1  /6
1
1.0 |
1
| 3+434
I
495
1
C*
I
46   1  n
1
0.9 |
1
I 4+194
| 
165
1
D
1 
30   1  /8
1
0.6 |
I SC-1
| 0+080
| 612
1
B*
1 61
1  /9
1
0.6 |
1
| 0+280
I
550
1
C
| 
46   1  /10
1
0.6 |
1
| 0+485
1 
488
1
C
1 
46   1  /II
1
0.6 |
1
| 0+900
| 
373
1
C
1 
46   1  /12
1
0.6 1
1
I 1+275
I
96
1
D
1 
30   1  /13
1
0.6 |
1
I 1+435
1 
55
1
D
1 
30   1  /14
1
0.6 |
1
| 1+597
1 
14
1
D
1 
0.6 |
I SC-2
I 0+200
I
165
30   1  /IS
1
1
E
1 
30   1  /16
1
0.5 |
1
| 0+605
1 62
1
E
1 
| SC-3
| 0+710
30   1  /17
1
0.5 |
1 
69
1
E
1 
30   1  /IS
1
0.5 |
| SC-4
| 0+450
I
110
1
E
1 
30   1  /19
1
0.5 |
1
| 0+650
1 
76
1
E
| 0+860
1 
0.5 1
1
1 
41
30   1  /20
1
1
E
1 
| SC-6
| 0+380
30   1  /21
1
0.5 |
1 
89
E
I SC-7
| 0+240
1 
124
1
1 
30   1  / 22
1
0.5 |
1
E
1 
| TC-1
I 0+240
1 
89
30   I  /23
1
0.5 |
1
F
| 0+460
1 
1 68
30   1  / 24
1
0.3 |
1
1
F
| TC-2
I 0+050
1 
1 
172
1
F
30   1  /25
1
0.3 |
| 0+450
1 
1 
151
30   1  / 26
1
0.3 |
1
•-+---------------
1
F
1 
30   1  /27
1
0.3 |
Note b = 1.0m. b = 0.60m. b = 0.90mTable 20 - sheet l
MAIN CANAL'S ALIGNMENT
i
<1
Ri(m)
Li (m)
ti (m)
li(m)
LRi(m)
0
205030’00"
-
-
123.94
-
-
-
1
204°10‘00"
39°00’00"
350.00
249.96
123.94
40.00
238.20
2
243°10‘00"
32°00’00"
300.00
220.82
86.02
60.00
167.55
3
275°00 00"
,
28°00’00"
300.00
229.14
74.80
136.00
146.60
4
303°20’00"
7000'00"
300.00
634.32
18.34
537.00
36.65
5
310°05'00"
29°30'00"
300.00
276.23
78.98
17.00
154.58
6
339°30 00"
,
62°00'00"
300.00
406.65
180.25
96.00
324.60
; 7
277°45’00"
47°00'00"
! 300.00
398.60
130.40
38.00
246.10
8
, 231°00'00"
75°00’00"
! 300.00
| 1076.20
230.20
840.00
392.69
Remark:         At the offtaking Points all angles measure clockwise from the North.
PRIMARY CANAL PC-1
J i !
^i
n1
Ri(m)
Li (m)
ti(m)
li(m)
lRi(m)
3   0*    1
140°0'0"
-1
1016.49
-i
953.00
-
28°30’0"
250.00
1
2
1
321°0‘0"
751.23
63.49
530.00
124.35
292°42’0"
64°30’0"
250.00
590.53
157.74
345.00
281.43
13
227°36'0"
38°42'0"
250.00
1207.93
87.79
1085.00
168.86
n
5
268°24'0"
16°0’0"
250.00
766.62
35.14
693.00
69.80
283°18'0"
17°30’0"
| 250.00
| 634.68
38.48
596.20
76.36
1
1
_____
-
i
* =       STARTING POINTTable 20 - sheet 2
SECONDARY CANAL SC-1
i
o<i
—
Ri(m)
Li(m)
ti(m)
li(m)
lRi(m)
0*
-
-
963.32
-
785.00
1
113030'00"
71°0’0"
250.00
683.52
178.32
505.20
309.80
1
* = Offtaking point of SC-1
SECONDARY CANALS SC-2 TO SC-7
1 Canal
1
Angle measured clockwise from the North
OC
distance from
starting point
(offtake)
Remarks
SC2
183°30‘00"
1
1
00.00
Offtaking point
170°30'00"
240.00m
Distance from offtake
1 SC3
11
149°20'00"
00.00
Offtaking point
187°00'00"
690.00
Distance from offtake
SC4
13°30’00"
00.00
Offtaking point
33°30'00"
840.00
Distance from offtake
sc 5
153°3O'00"
00.00
Offtaking point
j
184°30’00"
565.00
Distance from offtake
j SC6
!
13°30'00"
' 00.00
Offtaking point
-
No deflect angle
| SC7
179°00’00"
00.00
Offtaking point
L
__
-
No deflect angle]
] ] 3
3
] 3
3
3
3
3
3
3
3
3
3
3
|40 |2*O2«..OO1
♦------ 4 —
II
II
|Sr.|
|N*i. | Station
II II II
2
3
Table 21
4
S
AverRH*
Ci ns«
nr cl ioriH I nrra id
cmn I arcI Inn
(■-2)
30.NO 30.20
30.20
11.00
28.00
26.20
29.40
34.60
33.40 25.HO
26.20 2R.4O
23.40
J 7.00
13.60
16.65
18.85
>2.20
22.40
20.80
26.20 |H. HO
9.20 18.80
25.00
15.00
12.80
17.60
HAIN CANAL - EARTH WORK
(>                                    7                       8
9
10
12
------ -
iDiftinfictf       l»/n|       Cross       I
|Con*rculIvr
| OiHt.mrr
| rrciNR
| sr< t inn in
I (»)
|serf Ion*I I
| nrrn of ]
| ennoI |
|Section I
I (•"?) I
I
| VuIlian nf
lExvavntion
| ol t Mill! I
| Section
|     (•‘M)
—
| Cn»MM | Avri in*
| MfM I Inna I |
1
| VllItMrf* «.|   |     < r«i*M 1            CfOM        |
11
• >
*V*Iaxr 1 1
11
—
■I
ol fl
| Arm of |se« I imul
|t*«lnink»riU I lirro «»l | srt l inn |r*lM»nk»rtit
|     (■' ’2) I I i«»n
| fill Ml
|».<•• i tonal |     M**'    tional   |S» rippiui'l
| ral»a nk»«*ni    Hl rippiniil
air* nf           | fop M»l 1  1
| seel l'»c
1 (-•■•!)
| r op Mil 1 |        stripping        1 (•—3           1
1 (•' 2) 1
t.T     %ul 1     1
I
I
I
I
|
I (-"2)                 1                          1 1
----------♦---
|2*O84.00
|2*115.00
12*165.00
(2*215.00
12*265.00
12*111.00
12*367.00
12*425.00
2*490.00
|2*539.00
|2*590.00
|2*63H.OO
|2*689.00
12*739.00
|2*7R9.00
|2*R39.00
|2*889.00
|2*939.OO
|2*989.00
|3*039.00
13*089.00
|1*189.00
|     1*239.00
13*289.00
|3*339.00
|3*3B9.00
|3*445.30
|BMP8 3*467.00
60.00
11.00
50.00
50.00
50.00
48.00
54.00
58.00
65.00
49.00
51.00
48.00
51.00
50.00
50.00
50.00
50.00
50.00
50.00
50.00
50.00
100.00
50.00
50.00
50.00
50.00
56.30
21.70
30.80
29.60
10.80
11.20
24.80
27.60
31.20
37.60
29.20
22.40
30.00
26.80
20.00
14.00
13.20
20. 10
17.60
26.80
18.00
23.60
28.80
8.80
9.60
28.00
22.00
8.00
17.60
17.60
IH4R.OO
916.20
liio.oo
isso.ou
IAOO.00
1257.60
I IN7.60
1995.20
2171.00
1265.20
1116.20
I   161.20
1|9 i.4U
850.00
(.80.00
812.50
942.50
1110.00
I  12(1.00
1040.00
1110.00
1880.00
460.00
940.00
1250.00
750.00
720.64
381.92
2.70
2.70
2.70
2.7l»
2.70
2.70
2.70
2.70
2.70
2.7(1
2.70
2.7(1
2.70
2.70
4.60
3.15
2  82
2.85
2.90
2.85
2.90
3.60
1.95
3.15
4.20
5.OH
11.15
5 00
2. 70
2.70
2.70
2.70
2.70
2.70
2.71)
2.70
2.70
2.70
2.70
2.70
2.70
2. 70
3.61
3.88
2.99
2.84
2.88
2.88
2.88
3.25
1.78
3.55
3.68
4.64
8. 12
5.00
|
| 11.200 I 132 1
8 1 70 1 1.27 |
|          135.00     1 116 |
| 1)5.00 I 140 | | 115.00 1 v oo | | 129.60 1 1.21 1
| 145.HO I 175 | | 156.tn | 1.60 I | 175.50 I 1.23 1
| 112.10   1         i.oi 1 |          117.70     |          1.30 | |          129. (.0    1         3.15 1 |          117.70     1         2.85 | |          115.0(1    I          2.81 | |          182.50     1         2.74 | |          191.75     1         3.00 | |          149.25     I          2.7.1 I |          141.75     I          3.15 1 |          141.71     I          2.97 | |          143.75     I         J.08 | |          141.75     I          1.27 | |          125.00     I          2.45 | |          IHH.75     |          2.55 I |          177.50     |         3.20 | |          181.75     I          3.10 |
| 212.00   I          3.15 I |          456.87      |          3.3b |
I0H.50   |          2.45 |
(•   •2)         1                    1 -*
3. 19   |     203.10      I
3.30   |     102.15    1
3. 12   |     165.75     1
3. 18   |     169.00    1
3.20          | 160.00  1
3.12   |     149.12    1
3.49   |     18H.46    1
3.68   |     213.15     1
3.42   |     221.93     1
3.11          I 151.37  1
3.17   |     161.42    1
3.23   |     154.80    1
1 OO
k|
153.00    1
I
I
|     14775.38 |
I
2.84   |     142.00    1
2.79   |     119.25    1
2.87   |     143.50    1
2.87   |     141.25    1
2.94   |     147.00    1
1.06   |     151.00    1
3.03          I 151.25  1
3.18   |     158.75    1
2.86          | 286.00  1
2.50          I 125.00  1
2.88   |     143.75    1
.3.15          I 157.50  1
3.13          I 156.25  1
3.26   |     183.26    1
2.45              53.16  1
111715.41 |
ITable 21: sheet 3 Quantity determination f<?r PrlB rV gSDSl
a
Earth Work
St.N
Chainage
Partial
distance
Area
Aver,
area
Volume
Cumlative
Volume
1
0.00
0.00
1.4
-
-
-
2
100
100.00
2.95
2.175
217.504
217.594
3
200
100.005
2.95
2.950
295.014
512.519
4
300
100.005
2.95
2.950
295.015
807.534
5
400
100.002
1.15
2.05
205.004
1012.538
6
500
100.001
2.28
1.715
171.017
1183.555
7
600
100.002
1.95
21.5
211.504
1395.0592
8
700
100.001
1.66
1.805
180.501
1575.561
9
800
100.00
2.6
2.130
213.00
1788.561
10
900
—
100.002
1.4
2.000
200.004
1988.565
1 11
1000
57.
1.6
1.500
85.50
2074.065
i 12
1100
100.003
.68
1.140
140.004
2214.0692
I 13
1200
—
100.003
1.7
1.190
119.003
2333.0727
14
1300
100.003
2.15
1.925
192.505
2525.57847
15
1400
100.003
1.6
1.875
187.5056
2713.08403
16
1500
100.00
1.6
1.600
160
2873.084
■ 17
1600
100.003
2.0
1.800
180.005
3053.089
j
1700
100.004
2.00
2.00
200.008
3253.097
1 19
1800
100.006
2.15
2.075
207.512
3460.609
20
1900
100.008
2.65
2.40
240.019
3700.628
21
2000
100.006
2.30
2.475
247.514
3948.1428
22
2100
100.005
2.82
2.56
256.012
4204.1556
23
2200
100.008
2.82
2.82
282.022
4486.178
1
24
2300
100.004
2.58
2.70
270.010
4756.188
25
2400
100.003
1.33
1.955
195.507
4951.695
26
2500
100.003
1.08
1.205
220.503
5072.1986
27
2600
100.003
1.38
1.23
123.003
| 5195.202
28
2700
100.000
0.50
194
94.00
5289.202
29
2800
100.002
0.90
170
70.001
1
5359.203
30
2900
100.003
1.24
1.07
107.003
5466.2062
31
3000
100.002
2.30
1.77
177.003
5643 2097____________iTable 21: sheet 4
St .N
Chainage
Partial
distance
Area
Aver,
area
Volume
Cumulative
Volume
32
3100
1 100.002
2.30
2.30
2300.046
7943.255
33
3200
100.004
1.49
1.895
189.5075
8132.7625
34
3300
100.002
1.01
1.25
125.0025
8257.765
35
3400
100.010
3.50
2.255
225.522
8483.287
1 36
3500
100.002
0.65
2.075
207.504
8690.791
37
3600
100.015
0.65
0.65
65.009
8755.8007
38
3700
100.015
0.65
0.65
65.009
8820.8104
39
3800
100.001
0.65
0.65
65.000
8885.811
40
3900
100.001
0.48
0.565
56.500
8942.311
i
1 42
41
4000
100.005
0.48
0.48
48.00
8990.311
4100
100.001
0.32
0.40
40.00
9030.311
43
4200
100.003
0.48
0.40
40.00
9070.311
44
4300
100.000
0.32
0.40
40.00
9110.311
45
4400
100.000
0.85
0.085
8.50
9118.811
46
4500
100.001
0.92
0.885
88.50
9207.311
r47
4600
100.001
0.48
0.70
70.00
9277.311
48
4700
100.001
0.48
| 0.48
80.00
9325.311
49
4800
100.001
1.46
; 0.97
97.00
{ 9422.311
pr
j 4900
100.001
1.46
01.46
1046.00
9568.312
p
4923
23.00
1.46
1.46
!------------ 1
| 33.58
---------------------- 1-------------------------------------t
j 9601.892
1
I
1
j
i
1
i
ni
1
1
1
3Table 21 sheet 5
Quantity determination for
Field Canals
FC
No
Partial
Distance
Fill Vol.
(m3)
Fill
Cumulative Volume m3
Cut
Volume
m3
Cut
Cumulative
Vol. (m3)
1
0 + 735
955.5
955.50
49.59
49.59
2
1+025
1332.5
2287.5
172.73
122.32
3
0+775
1007.5
3295.0
54.83
17.15
4
1 + 003
1303.9
4598.9
62.47
239.62
5
0+970
1261.0
5859.9
63.38
303.0
6
0 + 960
1248.0
7107.9
56.20
359.20
7
0+394
512.2
7620.1
18.05
372.75
8
0 + 364
473.0
8093.3
22.08
394.83
9
0+522
678.6
8771.9
23.42
418.25
10
0 + 720
943.8
9715.7
53.04
453.29
1 11
0 + 430
559.0
10274.7
32.06
485.35
1 12
0 + 542
704.6
10979.3
27.65
513.0
1 13
0 + 381
495.3
11474.6
14.69
527.69
14
0 + 583
757.9
12232.5
29.38
557.07
15
___
16
0 + 382
496.6
12729.1
21.70
578.77
0 + 482
626.6
13355.7
28.99
607.76
17
0 + 370
481.0
13836.7
19.97
627.73
18
0 + 100
1430
15266.7
144.38
772.11
0 + 100
1430
16696.7
47.77
819.88
20
0 + 100
1430
18126.7
70.70
890.56
21
0 + 746
| 969.8
1 19096.5
42.53
933.11
22
0 + 576
748.8
19845.3
I
I 27.17
960.26
23
0 + 625
812.5
20657.8
32.72
993.0
24
0+715
929.5
21875.3
35.04
1078.04
25
0 + 824
1071.20
22658.5
45.60
1073.64
26
0 + 600
780.00
23438.5
29.09
1102.73
0 + 622
808.60
24247 . 1
44.35
27
1 28
1147.06
0 + 510
663.0
24910.1
28.13
1175.21
' 29
0 + 730
949.0
-1
25859.1
30.53
1205.74Table 21: sheet 6
30
0 + 570
741.0
26600.1
34.09
1239.38
31
0 + 560
728.0
27328.1
26.78
1266.61
32
0 + 565
734.5
28062.6
29.18
1295.79
33
0 + 560
728.0
28790.6
32.16
1327.95
34
0 + 670
871.0
29,661.6
36.00
1363.95
35
0 + 735
955.5
30617.1
41.38
1405.33
36
0 + 500
650.0
31267.1
30.55
1435.88
37
0 + 190
1287.0
32554.1
73.19
1509.07
38
0 + 680
884.0
33438.1
65.16
1574.23
39
0 + 600
780
34218.1
20.74
1594.97
40
0 + 855
1111.5
35329.6
80.26
1675.23
41
0 + 600
780.0
36109.6
32.06
1707.29
42
0 + 700
910.0
37019.6
38.99
1746.28
1 43 1
0 + 700
910.0                   37929.6
32.03
1778.31
| 44
0 + 900                   1170.0
39099.6
71.59                1849.9
Quantity determination for Secondary and
Tertirv canal earth Escavation
For
Cut (m3)
Fill (m3)
Sc-1
1942.12 —
852.10
Sc-2
584.33
787.80
Sc-3
306.47
761.89
Sc-4
935.90
1176.00
Sc-5
134.4
971.04
Sc-6
-
1455.41
Sc-7
18.55
2949.96
T-l
156.10
677.40
|            T-2
14.10
271.40.Lu LJ U
WATER RESOURCES DEVELOPMENT AUTHORITY P.O.BOX 5673
ADDIS ABABA ETHIOPIA
DATE:
BAR SCHEDULE RELATING TO:
PROJECT Bale Gadula Irrigation Project
DRAWING NO. DRAWING TITLE
PREPARED BY:
CHECKED BY: BAR SCHEDULE REFERENCE CODE
STRUCTURE: Intake gate D/S wing wall -
Member
Bar
■ark
Type
&
Size
No.
of
■bra
No.
In
each
Total
No.
Length
of each
bar
(MM)
Total Length
(M)
Total
Weight
(kg)
Shape
code
Shape
(Diaenaion in an)
•
H CT F— a
hO
I
OB
ZT n> rt> rr
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
12
12 ‘
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
8
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
9
I
1
1
•1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
12
9
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
12
4846
4678
4582
4486
4390
4294
4198
4102
4006
3910
3814
3718
3622
3526
3430
3334
3238
3142
3142
7179
4.85
4.68
4.58
4.48
4.39
■ 4.29
4.20
4.10
4.00
3.91
3.81
3.71
3.62
3.53
3.43
3.33
3.23
3.14
3.14
7.18
Weight pet
water (kg/.)
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.882 0.392
38.54 4.13
4.04 3.96 3.88 3.79 3.71 3.62 3.53 3.45 3.36 3.28 3.20 3.12
3.03 2.94 2.85
2.77
2.77
33.77
33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33
iLJ
WATER RESOURCES DEVELOPMENT AUTHORITY P.O.BOX 5673
ADDIS ABABA
ETHIOPIA
DATE:
BAR SCHEDULE RELATING TO:
PROJECT Bale Gadula Irrigation Project
DRAWING NO.
DRAWING TITLE
PREPARED BY:
CHECKED BY:
BAR SCHEDULE REFERENCE
STRUCTURE:For Total
ce gate D/s wing walL
«
““ nzn  ».»o.n
s
Hauber
Bar
mark
Type
A
Size
No.
of
■bra
No.
in
each
Total
No.
Length
of each
bar
(MM)
Total
Length
(M)
Weight
per
meter
(kg/«)
Total
Weight
(kg)
Shape
code
Shape
(Dimenaion In mm)
0
21
22
23
24
25
26
27
28
29
8
8
8
8
8
8
8
12
8
1
1
1
1
1
1
1
2
2
1
1
1
1
• 1
'1
1
15
10
1
1
1
1
1
1
1
30
20
6226
5573
4920
4267
3614
2961
2308
2396
3604
•
6.23
5.57
4.92
4.27
3.61
2.96
2.31
2.40
3.60
0.392
0.392
0.392
0.392
0.392
0.392
0.883
0.883
0.392
2.44
2.18
1.93
1.67
1.42
1.16
0.91
63.58
28.22
33
33
33
33
33
33
33
33
33
I
TOTAL
237.25WATER RESOURCES development authority P.O.BOX 5673
ADDIS ABABA ETHIOPIA
DATE: June 23,1992
KJ"
PREPARED BY:
CHECKED BY:
drawing no.
drawing title design of weir
*
BAR SCHEDULE REFERENCE
CODE     |—| zn
SH.NO. 1       1     REV
STRUCTURE: For Intaice Gate peir
4
Total
Member
Type
&
Site
Length
of each
bar
(MM)
1996
1163
660
2879
2804
2729
2654
2579
2504
4446
1728
4026 2562 4026 3276 4026
Total Length
(M)
1.99
1.16
0.66
2.88
2.80 2.73 2.65 2.58 2.50 4.45 1.73 4.03 2.56 4.03 3.28 4.03
Weight
per
meter (kg/m)
0.883
0.883
0.883
0.392
• 0.392
0.292
0.392
0.392
0.392
0.883
0.392
0.883
0.883
0.883
0.883
0.883
Total
Weight
(kg)
Shape
code
Shape
(Dimension in bb)
73.80
6.15
3.50
6.77
6.58
6.42
6.23
6.07
5.88
47.15
30.52
35.58
36.17
46.46
46.34
56.93
33
33
33
33
33
33
33
33
33
33
72
33
33
33
33
-
•
Total
420.55
iTable 22 - sheet 4
WATER RESOURCES development authority P.O.BOX 5673
ADDIS ABABA ETHIOPIA
DATE:
BAR SCHEDULE RELATING TO:
PROJECT Bale Gadula Irrigation Project
DRAWING NO. DRAWING TITLE
PREPARED BY:
CHECKED BY:
BAR SCHEDULE REFERENCE
CODE
SH.NO. 1___ 1 REV LJ
STRUCTURE: For out let gate peir Length
Member
Bar
mark
Type
&
Size
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
—rr 12 12
8 8 8 8 8 8 12
8 12 12 12 12 12 10
8
No. of mbra
7 3 3 3 3 3 3 3 3 3 3 1 1 1 1 1 1 1
No.
in
each
-nr 2 2 2 2 2 2 2 2 4
16 10 16 16 53 16 18 16
Total
No.
57
6
6
6
6
6
6
6
6
12
48
10
16
16
53
16 18 16
of each
bar
(MM)
1616 783
2879 2844 2731 2654 2579 2504 4696 1728 4026 2562 13176
4026
4026
3720
4.026
Total Length
(M)
1.62
0.78
2.88
2.84 2.73 2.65 2.58
2.50
4.70
1.73
4.03 2.56
13.2
4.03
4.03
3.72
4.03 Total
Weight per
meter (k.g/n>)
0.883 0.883
0.392
•0.392
0.392
0.392
0.392
0.392
0.883
0.392
0.883
0.883
0.883
0.883
0.883
0.616 0.616
Total
Weight
(kg)
yH • O ✓
8.58
4.13
6.77
6.68
6.42
6.23
6.07
5.88
49.80
32.55
35.58
36.17
186.50
188.60
56.94
41.25
39.72
Shape
code
33
33
33
33
33
33
33
33
33
33
33
—
33
33
33
—
Shape
(Dimension in mm)
l
812.76
•Table 22 - sheet
09 W U
i4
WATER RESOURCES
DEVELOPMENT AUTHORITY
P.O.BOX 5673
ADDIS ABABA
ETHIOPIA
DATE:
BAR SCHEDULE RELATING TO:
PROJECT Bale Gadula Irrigation Project
DRAWING NO.
DRAWING TITLE
BAR 
CODE
PREPARED BY:
CHECKED BY: SCHEDULE REFERENCE
rm
STRUCTURE: Parpet for intake & out let.gates
Total
nark
Type
A
Site
Length
of each bar (KM)
Total Length
(M)
Weight per
■eter (kg/«)
Total Weight
(kg)
1825
3650
0.92
1.83
3.65
0.60
0.61
0.50
i
1.57
1.57
1.57
1.57
0.883
0.883
17.33
14.49
22.92
15.07
12.93
21.19
Shape code
33 33 33 33 33 33
Shape
(Dlaanalon In ■■)
»
»Table 22 - sheet
WATER RESOURCES DEVELOPMENT AUTHORITY P.O.BOX 5673
ADDIS ABABA ETHIOPIA
DATE:
T
I
BAR SCHEDULE RELATING TO:
PROJECT Bale Gadula Irrigation Project
DRAWING NO. DRAWING TITLE
PREPARED BY
CHECKED BY:
BAR SCHEDULE REFERENCE
JJ        SH.NO. |___ | REV |___ |
STRUCTURE: For middle lock wall
4
Bar
mark
Type
A
Site
Length
of each
(MM)
Total Length
Weight
per
meter (kg/«)
Total
Weight
(kg)
Shape
code
Shape
(Dlmenelon In mm)
■
5.20x3       0.883
0.89
0.392
4.59
0.35
33
33
I
1
Total
4.94
•Table 22 - sheet
V
PREPARED BY:
WATER RESOURCES DEVELOPMENT AUTHORITY
P.O.BOX 5673 ADDIS ABABA ETHIOPIA
DATE:
BAR SCHEDULE RELATING TO:
PROJECT Bale Gadula Irrigation Projec drawing no.
DRAWING TITLE
CHECKED BY: BAR SCHEDULE REFERENCE
CODE
STRUCTURE: Intake       U/S “‘"8 Length
t
t
Type
Total
of each
bar
(MM)
5196 5184 5173 5161 5149 5138 5126 5114 5103 5091 5079 5068 5056 5044 5033 5021 5009 4997 4986 4974
Total Length
Weight per
■eter (kg/m)
Shape
Bar
nark
5.18
5.17
5.16
5.15
5.14
5.13
5.12
5.H
5.10
5.08
5.07
5.06
5.04
5.03
5.02
5.01
5.00
4.99
4.97
*
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
Total
Weight
(kg)
4.57
4.57
4.56
4.55 4.54 4.53 4.52 4.51 4.50 4.49 4.48 4.47
4.45
4.44 4.43
4.43
4.42 4.41 4.39
Shape (Dimension in
Member
jL
Sire
No. of mbrs
—■■---------------------
«
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
12 12 ’ 12 12 12 12
12
12
12 12 12 12 12 12 12 12 12 12 12 12
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1WATER RESOURCES DEVELOPMENT AUTHORITY P.O.BOX 5673
ADDIS ABABA
ETHIOPIA
BAR SCHEDULE RELATING TO:
PROJECT Bale Gadula Irrigation Project
DRAWING NO.
DRAWING TITLE
PREPARED BY:
CHECKED BY:
DATE:
BAR SCHEDULE REFERENCE
CODE
STRUCTURE: 
Intake gate U/S wing Wall ,
4
Length
of each
bar
(MM)
Total
Length
(M)
Weight
per
Be ter (kg/m)
Total
Weight
(kg)
Shape code
Shape
(Dlmeneion in bb)
H
u*
fl)
4962
«104
5622
5675
5729
5782
5836
5890
5943
59*97
4.96
8.10
5.62
5.68
5.73
5.79
5.84
5.89
5.94
6.00
0.883
0.392
0.392
0.392
’ 0.392
0.392
0.392
0.392
0.392
0.392
35.04
28.58
2.20
2.23
2.25
2.27
2.29
2.31
2.33
2.35
33
33
33
33
33
33
33
33
33
33
re
ro
I
to
ft
ft
oo
TOTAL
171.7Table 22 - sheet 9
WATER RESOURCES development authority P.O.BOX 5673
ADDIS ABABA ETHIOPIA
DATE:
BAR SCHEDULE RELATING TO:
PROJECT Bale Gadula Irrigation Proj DRAWING NO.
DRAWING TITLE
PREPARED BY:
CHECKED BY:
BAR SCHEDULE REFERENCE
CODE    r
m         SH.NO. J____|  REV |__ |
STRUCTURE: Outlet gate D/S wing Wall
Total
Mashar
Type
& Sire
12 12 ‘ 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12
Length
of each
bar
(MM)
«
Bar mark
"i
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
5216
5177
5138
5099
5060
5021
4982
4943
4904
4865
4826
4787
4748
4709
4670
4631
4592
4553
4514
4475
Total Length
(M)
5.22
5.18
5.14
5.10
5.06
5.02
4.98
4.94
4.90
4.87
4.83
4.79
4.75
4.71
4.67
4.63
4.59
4.55 4.51 4.47
Weight par
mater (kg/«)
0.883^
0.883
0.883
0.883
'0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
Total
Weight
(kg)
Shape
coda
Shape
(Dimenalon in m)
23.05
4.57
4.54
4.50
4.47
4.43
4.40
4.36
4.33
4.30
4.26
4.23
4.19
4.23
4.12
4.09
4.05
4.02
3.98
3.95
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
•
•
4Table 22 - sheet 10
WATER RESOURCES DEVELOPMENT AUTHORITY P.O.BOX 5673
ADDIS ABABA
ETHIOPIA
DATE:
BAR SCHEDULE RELATING TO: PROJECT Bale Gadula Irrigation Project
DRAWING NO.
DRAWING TITLE
PREPARED BY:
CHECKED BY:
BAR SCHEDULE REFERENCE
iuue
J
SH.NO. _______ REV L
STRUCTURE: Out let gate D/S wi
ng Wall •
Member
Bar
mark
Type
&
Sire
No.
of
nbra
No.
In
•ach
Total
No.
Length
of each
bar
(MM)
Total
Length
(M)
Weight
per
meter
(kg/m)
Total
Weight
(kg)
Shape
code
Shape
(Dlmenalon In ■■)
•
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
12
12 ‘
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
• 1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
4397
4358
4319
4280
4241
4202
4163
4124
4085
4046
4007
3968
3929
3890
3851
3812
3773
3734
3695
3656
4.40
4.36
4.32
4.28
4.24
4.20
4.16
4.12
4.08
4.05
4.01
3.97
3.93
3.89
3.85
3.81
3.77
3.73
3.69
3.66
0.883
0.883
0.883
0.883
'0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
0.883
3.88
3.85
3.81
3.78
3.74
3.71
3.67
3.64
3.60
3.58
3.54
3.51
3.47
3.36
3.40
3.36
3.33
3.29
3.26
3.23
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
1
•Table 22- sheet 11
VJ J M —
MM
WATER RESOURCES
BAR SCHEDULE
 RELATING TO:
development authority
PROJECT Bale
Gadula Irrigation Project
P.O.BOX 5673
ADDIS ABABA
ETHIOPIA
DATE:
DRAWING NO. DRAWING TITL
E
PREPARED BY:
CHECKED BY:
BAR SCHEDULE REFERENCE
CODE
REV I I
STRUCTURE: 
Out let gate D/S wing Wail .
Meaber
Bar
Birk
Type
b Size
No. of nbra
No.
in
each
Total
No.
Length
of each
bar
(MM)
Total Length
(M)
Weight per
Mt«r
(kg/«)
Total Weight
(kg)
Shape
code
Shape
(Diacnalon In aa)
1
1
1
1
1
1
1
1
J
1
1
1
13
14
17
1
1
1
1
1
1
1
1
I
1
1
1
13
14
17
3578
3539
3500
3461
3422
3744
3904
4064
4224
4384
4544
4704
12624
4004
3396
3.58
3.54
3.50
3.46
3.42
3.74
3.90
0.883
0.883
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
12
12
12
12
12
8
8
8
8
8
8
8
8
8
12
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
4.06
4.22
4.38
4.54
4.70
12.62
4.00
3.40
0.883
0.883
0.883
0.883
0.392
0.392
0.392
0.392
0.392
0.392
0.392
0.392
0.392
0.883
3.20
3.16
3.13
3.09
3.06
3.02
1.47
1.53
1.59
1.65
1.72
1.78
1.84
64.21
21.95
51.03
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
Total
346.43Table 22 - sheet 12
WATER RESOURCES DEVELOPMENT AUTHORITY P.O.BOX 5673
ADDIS ABABA
ETHIOPIA
daie:
BAR SCHEDULE RELATING TO:                                    PREPARED BY:
PROJECT Bale Gadula Irrigation project
DRAWING NO.
DRAWING TITLE
CHECKED BY:
BAR SCHEDULE REFERENCE
r 1 1 1     SH.NO. |   1  REV 1
STRUCTURE: For bridge Structu re
1 Meaber
Bar
aark
Type
&
Sira
No.
of
■bra
No.
in
each
Total
No.
Length
of each
bar
(MM)
Total
Length
(M)
Weight
per
■eter (kg/-)
Total
Weight
(kg)
Shape
code
Shape
(Diaenelon in taa)
r
11
•
1
2
3
4
5
6
8.
8
8
8
16
10
2
2
2
8
8
8
22
22
8
. 20
“5
2
44
44
16
160
40
16
2380
1424
4344
1584
5048
4940
104.72
62.66
69.50
253.44
.201.92
79.04
0.392
0.392
0.392
»0.392
1.57
0.616
41.05
24.56
27.24
99.35
31.70
48.69
74
74
33
74
33
33
•
I
Total
272.59        |
ru<
WATER RESOURCES DEVELOPMENT authority P.O.BOX 5673
ADDIS ABABA ETHIOPIA
DATE:
BAR SCHEDULE RELATING TO:
PROJECT Bale Gadula Irrigation Project
DRAWING NO. drawing TITLE
PREPARED  BY CHECKED BY:
BAR SCHEDULE REFERENCE
CODE    |—
|    SH.NO. ||      REV |__ I
STRUCTURE: Parsail flume for PC 1
Type
Total
Length
of each
bar
(MM)
2600 1290 2020 1704 2340 1390
702 1304 2604 1420 1074 1454 1254 4054 1004 2534
Total Length
(M)
57.20
28.38
40.40
18.74
18.72 11.12 14.04
6.52 23.04 19.88 17.18
5.82 7.52
32.43
4.02
10.14
2.94
Total
Weight per
■eter (kg/m)
0.616 0.616
0.392
. 0.392
0.616
0.616
0.392
0.392
0.616
0.616
0.392
0.392
0.392
0.392
0.392
0.392
0.392
Total
Weight
(kg)
Shape
code
Shape
(Dimension in mm)
35.24
17.48
15.84
7.35
11.53
6.85
5.50
2.56
14.19
• 12.25
6.73
2.28
2.95
12.71
1.57
3.97
1.15
33
33
33
-
33
33
33
-
33
33
33
-
33
33
33
33
i
160.15Table 22 - sheet 14
bU u-a
PKOJBCT
PREPARED BY:
CHECKED BY:
VATU RESOURCES
DEVELOPMENT AUTHORITY
drawing
no.
P.O.BOX 5673                  drawing ADDIS ABABA
title
bar SCHEDULE reference
ETHIOPIA
DATE:
STRUCTUR
E: DIVISION STRUCTURE AND SLUICE GATE
Typ«
Total
Mambar
Langth of each
bar (MN)
2010 4040 5540 1651 4640 3140 1740 1480 2Q10 2440 3870 1651
Total Langth
(M)
28.14
56.56
99.72
94.11 83.52
75.36
41.76
79.92
18.09 3610 23.22 46.23
Weight per
■ater (kg/«>
0.616
0.616
0.616
0.392
'0.616
0.616
0.616
0.222
0.616
0.616
0.616
0.392
Total Weight
(kg)
17.33 34.84 61.43 36.89 51.45
46.42
25.72
17.74
11.14 21.04 14.30 18.12
Shape code
Shape (Dlmenalon In
•
• Flatform
1
2
3
4
5
6
7
8
9
10
11
12
total
356.39
aF Dec 16
Page 51
appendix a
Bill of Quantities and Cost EstimateSUMMARY
1.  Preparatory Works.......... ....... 300,000.00  Birr
2    F.arth Works
..........................................   ..... 5,235,082.30    n
3.   Structures
3.1. Diversion Weir........ ....... 308,607.20    n
3.2. other Structures...... ...... 2,068,593.30
ii
subtotal.................. ....... 7,912,283.90    n
Contingencies 5%.......... ........ 395,614.10    n TOTAL 8,307,898.00r ur ur    w -
litem |
:=======
|
Unit         | Total
Description
PREPARATORY WORKS
Mobilization
De-mobilization
1 
--
Sums
===s
|1
11.1
11.2
11.3
_______
i
j
i
| L . 6
I unit       iQuantlty 1             Price       | Price
1 1
_ _ _ _ _ _ _ — — — — —       szxssaxs    tsxxsssasx:
1 
I
1
1
I
I
IL.S         1 1
I
I
I
I
I
I
I
I
I
River
diversion
300000
WEIR AND ASSOCIATED
STRUCTURES
18307898.
1
1
| 150000
| 50000
| 100000
1
1
1
Soil
Rock
Soil
excavation for excavation for
excavation for
weir
weir
intake
I L . B
1
1
1
I Cu.m.
1 1
1 1
1 
1 
1            321 |                7.72   I 2478.12
1
1
Concrete for weir
Cyclopean concrete for weir
Concrete for intake
Reinforcement for intake
Concrete for outlet
Reinforcement for outlet
Concrete for mid-lock
Reinforcement for mid-lock
Steel hand-rails
Formwork
Gate 6mm thick (1500mm x 1500 mm)
MAIN AND PRIMARY CANALS
Clearing and grubbing
Excavation in soil
Excavation in rock
Compacted canal bank
Main      canal      lining      (cemented      stone      50-100mm) Trimming of inner slopes and bed6 of canal
Bridge over main canal
3.7.1       Concrete
|Cu.m.      1            833 I           80 . Q0   |        66640 I Cu.m.    I            178 |                7.72    I 1374.16 |Cu.m.      1           375 |            369.56   I 136585 I cu.m.     1            104    |         166.50   |        17316
ICu.m.     I
54    |         369.56   | 19956.24
1 Kg         I            820 |
4.31    I 3534.2
|Cu.m.      1 
71 |            369.56    126238.76
1 Kg 1  703 |
ICu.m.     1 2 |
1 Kg         1 
5 |
IKg          1            104 |
4.31    | 3029.93 369.56   |     739.12
4.31    |        21.55
4.31    |     448.24
I sq.m.     1           501 |              54.68    127394.68
ISq.m.      1 1< 1
60.80   |        851.2
I
I
I
I
I
I
I
I
I
I
I
I
1308607.2
|Sq.m.
I 104,000 |             0.33   |        34320 |
|Cu.m. 1  92,569 |
ICu.m. 1  27,656 |
|Cu.m. 1  14,775 |
ISq.m. 1  21,357 |
7.72   1714632.6 | 80.00   I 2212480 |
8.33    1123075.7 | 37.34    1797470.3 |
I Sq.m.
1
|Cu.m.
|     53,500 |
i
<
1
1.00 | 53500 13935478.
| |
1              10 I           369.56   |     3695.6 |
3.7.2
3.7.3
3.7.4
3.7.5
3.7.6
3.7.7
Canal
3.8.1
3.8.2
3.8.3
3.8.4
3.8.5
3.8.6
3.8.7
Canal
3.9.1
3.9.2
3.9.3
Reinforcement
Masonry
Stone      pitched      facing      in      cement      mortar Hand rail 1” pipe
Hand rail 3/4” pipe
Formwork
drop h-1500mm
Excavation        in        soil
Gravel and sand
Plain cement concrete
Stone pitching
Masonry
Stop log 50mm X 200mm
Steel     Channel     (U)     section     100     X     100mm check structure
Excavation in 60il
Gravel and sand
Concrete
IKg           1            273 |
4.31    I 1176.63 |
ICu.m. 1 
ISq.m.
|Bl 1 
|ml
36 | 120.73 I 4346.28 | 41 1 37.34 I 1530.94 |
13 I
1 18 1
ISq.m. 1  <7 | 1 1 1 1
1
ICu.m.     1            650 |
10.00   1            130 |
8.00    1            144 |
54.68 I 2569.96  113593.41
|
7.72    1          5018 |
|Cu.m. 1
ICu.m. I
1 11 1 58.67 | 645.37 |
46 | 311.93 114348.78 |
ISq.m. !    1            303 |
|«T3 |
Iml |1 
289 |
30 1
10.28   I 3114.84 |
120.73 134890.97 |
10.00   1            380 |
I ml
i
1 1
ICu.m.
ICu.m. |
ICu.m.
1  07 | i 5.00 I 435 158832.96
i
i
ii
1 
1 1
5 |
7.72
1 1
1  34.74 |
Bale Gadulla Project 31-Aua-92
0 |         369.56    1 1
1 2 |             4.31    I          0.62 |
d. 1litem |
III Unit |
 Total |
|no.
|
Description
I Unit iQ
uantity |
Price |
Pric
e | Sums |
1
| 3.9.4 Reinforcement
|Kg
|
103
|
54.68
| 56
32.04 |
1
| 3.9.5 Formwork
I Sq.m.
1 
351
I
5.00
1 
17^5 |
1
| 3.9.6 Hand-rail 1” pipe
(ml
1 
23
| 10.00
1 
230 |
1
1 3.9.7 Stop log 50mm X 2
00mm
Iml
1 
44
| 10.00
1 
440 |
1
| 3.9.8 Masonry
|Cu.m.
I
60
|
120.73
|
7243.8 |
1
1 3.9.10 Steel Channel (U)
section 100
X lOOmmlml
1 
17
|
5.00
I
85 | 15429.2
13.10 I offtake
1          | 3.10.1 Excavation in soil
1              | 3.10.2 Gravel and sand
1              I 3.10.3 Plain cement concrete
1              | 3.10.4 Masonry
1          | 3.10.5 Backfill
1         | 3.10.6 Compacted earthfill
1 | 3.10.7 Concrete pipe (D=300mm)
1 | 3.10.8 Concrete pipe (D=400mm)
1 | 3.10.9 Concrete pipe (D=600mm)
jcu.m.       1                       1
1 1
ICu.m.     |             542    I          7.72      | 4184.24 |
jcu.m.       1 
|Cu.m. | 168
14    I       58.67       | 792.045 |
|      311.93       152301.30 |
jcu.m. I 391 I 120.73 147221.12 |
jcu.m. I 542 1  6.^5 13710.234 |
jcu.m. 1  412 I 8.33 13428.628 |
Iml           1 20
I       98.29       I 1965.8 |
|ml            1                 5            I 112.36    I        561.8 |
I ml           1                 5            I 140.49
I 702.45 1114867.6
13.11i I Culvert                                                                                                        1               1                       1
ICu.m. |    1            345 |   I          7.72      I 2663.4 |
1 1
1              | 3.11.1 Excavation in soil
1          I 3.11.2 Gravel and sand
1              | 3.11.3 Riprap (laying) 50 - 100mm
1              | 3.11.4 Backfill
1         I 3.11.5 Concrete pipe (D=300mm)
1              | 3.11.6 Concrete pipe (D=460mm)
1          | 3.11.7 Concrete pipe (D=610mm)
1              | 3.11.8 Concrete pipe (D=840mm)
1              | 3.11.9 Road surfacing 6tone (D=2-4mm)
|3.12    I Tall escape
1          I 3.12.1 Excavation in 6oil
1              | 3.12.2 Gravel and sand
1          | 3.12.3 Plain cement concrete
1          I 3.12.4 Stone pitching
1          I 3.12.5 Masonry
1          I 3.12.6 Stop log
13.13     I Parshall flume
.1 '           j 3.13.1 Concrete
1         I 3.13.2 Reinforcement
1             | 3.13.3 Masonry
1             I 3.13.4 Stone pitching in cement mortar 13.14 |    1 Ford crossing
1 1      1 3.14.1 Masonry
ICu.m. |    1 21
fSq.m. |
ICu.m. |
Iml
Iml
Iml
Iml
ICu.m. |
|
|
|
|
I       58.67       11214.028 |
292 |I       10.00       I 2921.8 |
345 |I          6.85      12362.428 |
6 I            98.29    1    589.74 |
6 1       I 120.00   1            720 |
12 |          140.49    | 1685.88 |
24 |          401.61    1 9638.64 |
7,368 |          58.67
1432294.6 |454090.5
ICu.m. |
jcu.m. |
ICu.m. |
ICu.m. |
ICu.m. |
1 1                                1
2 1
1 1
7.72 I 11.58 |
Iml
|
1 1          58.67     I 29.335 |
0 I          311.93    1 1
o I          10.28     1          2.57 |
4 1          120.73    I 494.993 |
2 1 10.00 1  22.5 | 560.978
1 1                                     1
(Cu.m. |
ICu.m. |
ICu.m. |
|Sq.m. |
1 1
4 1          369.56   1 1478.24 |
160 |             4.31     1       689.6 |
1 1          120.73    1     120.73 |
12 | 37.34 1  448.08 | 2736.65
1 1                                      1
ICu.m. |
1 |
1 1
3.14.2 Sand & gravel
1 1         3.14.3 Dry stone pitching
1 1  3.14.4 Concrete marker post (1800 X100 1 1  3.14.5 Reinforcement for marker post
13.16 |      Sand and gravel for weep hole
ICu.m. |
(Sq.m. |
X100m|Cu.m. |
|Kg 
ICu.m. |
|
26 1          120.73    1 3138.98 |
24 |            58.67    1 1408.08 |
16 |            10.28    1     164.48 |
1 1          369.56    1     369.56 |
1 1 4.31 1  4.31 | 5085.41
158 |            58.67
1 9269.86 | 9269.86
14 
1  SECONDARY CANAL
1 1
1
1 1
14.1 
|   Clearing and grubbing
ISq.m. |
14.2 
|   Excavation in soil
13,750 |
ICu.m. |
0.33    1     4537.5 |
14.4 
|   Compacted canal bank
3,922 |
ICu.m. |
7.72    130277.84 |
14.5 
1  Trimming      of      inner
8,954 |
slopes
and
beds
of
canal
(Sq.m. 
|
8.33 | 74586.82 |
14.6 
|   Canal drop
i
i
16000 |
1
1.00 |
1
16000 (125402.1 1S=SZZZZZZZ=ZZZZZZZZZZSZZZ£ZZZZ2ZZZZZZZZZSZ
litem I
|No. |
Description
==ZZ33XZZZZ2ZZZZZSSZZSZZ=ZZZKZBZZZS2SZZZZZ
I Unit IQuantlty  |
ZZZZXSZSZZZZZZZSSZ
1
1
1
1
14.7
1
1
1
1
1
1
1
| 4.6.1 Formwork
I 4.6.2 Gravel and 6and
| 4.6.3 Plain cement concrete
| 4.6.4 Stone pitching
| Check structure H=900mm
| 4.7.1 Excavation in 6oil
1 4.7.2 Sand & gravel
I 4.7.3 Formwork
I 4.7.4 Reinforcement
| 4.7.5 Concrete
| 4.7.6 Rip rap
| 4.7.7 Stop log 50mm X 200mm
I   Sq.m.   |
163 |
ICu.m. 
I
ICu.m. 
|
12 |
95 |
62 I
Unit          | Total Price         |         Price !zsz= = zse = xszzzzs:
54.68    | 8912.84 58.67    |      704.04
311.93     129633.35
ISq.m. 
|
10.28
I
I
1 |   637.36
ICu.m. 
|
ICu.m. 
|
|Sq.m. 
|
I
12 |
1 I
24  I
I     Kg 
|
ICu.m
|
7.72    I        92.64 58.67   1       58.67 54.68    I 1312.32
4.31    I       73.27
369.56     I 1478.^4
I   Sq.m. 
|
10.00
1 
30
I
| sums
I
I
I
139887.59
I
I
I
I
I
I
Iml
|
17 |
< I
3   I
25    I
I
|4.8
I
I
I
4  I
10.00V
|
250
I Par6hall flume
1
| 4.8.1 Concrete
ICu.m. 
|
369.56
| 1478.24
1
| 4.8.2 Reinforcement
4.31
I 1249.9
1
I 4.8.3 Riprap
10.00
1 
40
| 4.8.4 Sand & gravel
58.67     |        58.67
I
I 3295.14 I
I
I
I
1
1
j 4.8.5 Formwork
14.9
1
1
| Check/Drop structure 1 4.9.1 Excavation in soil | 4.9.2 Sand 6 gravel
1
1
1
1
14.10
1
I     Kg     |
I  Cu.m.  |
ICu.m.     |
ISq.m.      |
II
ICu.m.     |
I  Cu.m.  |
ISq.m.      |
|Cu.m.      |
290 |
4 I
1 I
52 I
I
350 |
13 I
305 |
62  |
54.68
11 |    2843.36
| 4.9.3 Formwork
| 4.9.5 Plain cement concrete
| 4.9.6 Rip rap
| 4.9.7 Stop log 50mm X 200mm
ISq.m. 
lai
|
I
65 |
2.25 |
I Offtake
| 4.10.1 Excavation in soil
I
I
|Cu.m. 
|
I
1
j 4.10.2 Gravel and sand
ICu.m. 
|
1
| 4.10.3 Plain cement concrete
|Cu.m. 
|
1
| 4.10.4 Masonry
ICu.m. 
|
1
| 4.10.5 Backfill
ICu.m. 
|
1
| 4.10.6 Compacted earthfill
|Cu.m. 
|
14.11 1
i
I Culvert
I 4.11.1 Excavation in soil
I
I
ICu.m. 
|
1 - 1
| 4.11.2 Gravel and sand
|Cu.m. 
|
7.72    |           2702 58.67     |     762.71
54.68     I 16677.4
311.93    I 19339.66
10.00    I            650
10.00   I          22.5
i1
7.72    I 9966.52 58.67    I 2288.13
311.93    1117023.6
120.73    | 131496.7
6.85    18844.514
8.33    18711.514
7.72    I 872.36 58.67     1995.8352 |
1
4.11.3 Riprap
ISq.m. 
|
10.00     1 
65 |
1 1
1 1
4.11.4       Backfill
4.11.5  Concrete pipe (D=300mm)
ICu.m. 
|
Iml
|
1 1
4.11.6 Concrete pipe (D=460mm)
Iml
|
1 1
4.11.7 Concrete pipe (D=610mm)
!■! I
1,291 |
39 |
375 |
1,089 | 1,291 | 1,046 |
I
113 |
17    |
9 I
113 I
66 |
18    |
6 I
6.85     1 777.201 | 98.29     I 6487.14 |
112.36       1 2022.48 | 140.49       1    842.94 |
I
| 5670.17
I
I
I
I
140154.27
I
I
I
I
I
I
I 278331.0
I
I
I
I
I
I
I
112062.95
1 
1
I
I
15 
|
TERTIARY CANAL
I
I
I I
|5.1         | Clearing and grubbing |5.2         | Excavation in soil
15.3        ! Compacted canal bank
|5.4         | Offtake
I
I
ISq.a. | I Cu . ■>.
2800 |
 I
170 |
ICu.n. 
|
I I
ICu.n. 
949 |
j
0.33    1            924 |
7.72    1     1312.4 |
8.33 1 7905.17 110141.57
1 1
I
| 5.4.1       Excavation in soil
|
208 |
7.72
1 1605.76 |
I
| 5.4.2 
Sand U gravel
ICu.m. |
ICu.m. |
ICu.m. 
11 1
|
I 5.4.3 
Plain cement concrete
|
|
71 1
| 5.4.4 
Masonry
193 |
|
| 5.4.5 
Backfill
ICu.m. |
ICu.m. |
208 |
I
| 5.4.6 
Compacted earthfill
164 |
58.67    1    645.37 | 311.93    122243.72 | 120.73    (23305.71 |
6.85    11425.074 | 6.33    11364.454 |
Pain Gadnlla Prnl^r^litem
|
|
|
| Unit
 | Total |
I
INo. |
Descri
ption
I Unit IQ
uantity | P
rice I Price
| Sums j
I
I
15.5
I
5.4.7      Concrete
pipe
(D=300mm)
Iml
5 1 
1
98.29
|
491.45
151081.55
I
I
 Parshall flume
1 
|
1
1
1
1 
1
I
I
I
I
I
|
5.5.1 Plain cement conc
rete
ICu.m. 
|
1
62 |
311.93
1
119339.66
I
 5.5.2 Steel plate (3mm)
Iml
|
253 |
30.00
1 
7590
1
1
|
5.5.3 Riprap
|Cu.m. 
|
98 |
9.00
| 882
1
|
5.5.4 Sand 6t gravel
ICu.m. 
|
20 |
58.67
I 1173.4
1
|Sq.m. |
153 1
54.68
I 8366.04
1
I
 5.5.5 Formwork 5.5.6 RHS 50/50
Iml
10.00
1
I
440
15.6 I
|
Culvert
I
5.6.1 Excavation
in
soil
I1 1
|
i
ICu.m. 
|
44 |
1t
|
I 37791.1
i
21 1
7.72
I 162.12
1
I
I
I
I
16
i
1
16.1
I       5.6.2 Gravel and        sand |        5.6.3 Riprap
I       5.6.4 Backfill
| 5.6.5 Concrete pipe (D=300mm) J FIELD CANALS
I
| Excavation in soil
|Cu.m. | lSq.ro. | 1Cu.m.     |
Iml
|
26 |           56.£7         I 1525.42    1
13 |            10.00   1            130     1
21 1             6.85           I 143.85    1
66 |           98.29         I 6487.14    I 6448.53
1  1
1               1
| CU . ID . |
7.72
1
1
I
14262
16.2        | Compacted canal bank
|6.3
1
1 1
| Parshall flume | 6.3.1 Steel plate | 6.3.2 RHS 30/30 | 6.3.3 Backfill
Icu.m. 
i
|
i
1
1
1850 |
39100 I
i             8.33    |1
325703 I 339985
■
1
1
1
1
1
16.4        I Parshall flume
I
1
| 6.4.1 Steel plate
1 6.4.2 RHS 50/50
(3mm)
(3mm)
1              1 |Sq.m. | isq.m. |
|Cu.m.      |
27 |           30.00                   810
1
i1 1
i
isq.m. 1
7 1
1 1
|
8.00   1               56    1
6.85 I 6.85 1  872.85
295 |            30.00
I
I 8850
|
40 |            12.00   I             480     1
i
1
1
J             | 6.4.3 Backfill
1             | 6.4.4 Plain cement 16.5        I Canal drop/check | 6.6        I Tail escape
20 |
6.85   1            137     1
concrete
Iml ICu.m. | |Cu.m. | Ipcs
|pcs
|
|
29 |         311.93         I 9045.97    118512.97 658 |          800.00           I 526400   I 526400
44 |          300.00    I        13200      I        13200
• 7
r-
17.1
17.2
17.3
17.4
1
1
1 1 1
17.5
1 18
1
18.1
DRAINS
| Drain culvert on main canal
| Excavation in 6oil for field drains
j Excavation in soil for collector drains | Interceptor drain
| 7.4.1 Excavation in soil
I 7.4.2 Gravel and 6and
| 7.4.3 Riprap
| 7.4.4 Backfill
| 7.4.8 Concrete pipe (Dr840mm)
| Cemented stone pitching
1
| LAND LEVELLING AND ROADS
1
I Fill MO-25 m3/ha)
II
Ipcs          1 ICu.m. | icu.m. |
1 11 1
Icu.m. | icu.m. |
|3q.m.       | icu.m. |
Iml            1 Isq.m. |
I
I
9872 |
5324 |
3 1                         1                1
|1
7.72 176211.84 176211.84
7.72 141101.28 141101.28
5,775 |
7.72    1       44563
i1
1
6 1 58.67 1368.4476 1
31 1 10.00 1  314.4 1
38 |
12 1          401.61    I 4819.32          1
8,250 | 37.34 I 308055 1358398.6
6.85    1 258.519          1
I
I
I
I
I
I I I
I
I
I
I
Icu.oi.    I
I
I
I
I Km
|
11,175    1          1.50 |             16762.5    1
18.3
14
1
|
1 Inspection road
1
I
I
1 Contingencies 51
j
I
I
j1
150000.00 
|
i
690000
I
I
1 
i1 1
1
i
1
1395614.1
1706762.5
1
(Total
I
I
1 1
1
|8307890 .F Dec 16 Page 52
1.
2 .
3. 
APPENDIX B Construction Drawings:
Layout of the System, scale 1:10,000 Weir Site Plan, scale 1:2,000
Weir Plan and Sections
4 .  Weir Reinforcement
4A.  Gates' Details
r Farm Blocks, Scale 1:5,000
e.
7 .
8 . 
Main canal, Longitudinal Section,
Main canal, Longitudinal Section,
Main canal, Longitudinal Section,
Sheet      1
Sheet n
Sheet o■j
9 . 10. 11.
12 1? . 14 . 15 . 15 . 17.
Main canal,
Cross
Sections,
Sheet
1
Main canal,
Cross
Sections,
Sheet
2
Main canal,
Cross
Sections,
Sheet
-j
M a l n canal,
Cross
Sections.
Sheet
1
A
Main canal,
Cross
Sections,
Sheet
E
Main canal,
Cross
Sections,
Sheet
b
Main canal,
Cross
Sections,
Sheet
7
Main canal,
Cross
Sections,
Sheet
8
Main canal,
Cross
Sections,
Sheet
9
13.
19 .
-> i
_x.
-» n
Drop Struct            ure on     the Main     canal      H = 1 .    e Drainage Culvert on the Main Canal
Division Structure on the Main Canal Bridge on the Main Canal
Irish Eridge on the Asendabc
J - .                Parahall Flume on the PC-1
-* A
— -s .
T .p
*•. E
». -J *
“C-l, Longitudinal Section,
PC-1. Longitudinal Section,
PC-1, Longitudinal Section,
27 . PC-1, Longitudinal Section,
- c- PC-1, Longitudinal Section,
29 .
PC-1, Longitudinal Section,
dry str-
Sheet 1 Sh-»t c =h--t 7
Sheet 4
Sheet 5
?f!
SC-1, Longitudinal Section,
Sheet S
O i
Sheet 1
SC-1, Longitudinal Section,
O -»
—< •- .
SC-2, Longitudinal Section
Sheet 2
33 . SC-2, Longitudinal Section 34. SC-4, Longitudinal Section 35. SC-5, Longitudinal Section 35. SC-5, Longitudinal Section 37 . SC-7, Longitudinal Section ° 3 TC-1, Longitudinal Section 39 . TC-2, Longitudinal Section i . Parshall Flume on SC-1
41.      Parshall Flume on SC-2, SC-
ar
S2-7
42 . Parshall Flume :n Field Car
3, SC-4,
:als Type
and
. -J A
/F Doc 16 Page 53
43.  Parshall Flume on TC-1, TC-2 
and Field Canals Type "B" (<150 1/s) 
44.
45.
46. 47 .
48. 49. 50. 51. 52. 53. 
54 . 55. 56.
57 . 58.
Offtake Structure, Type "A" and "D" Offtake Structure, Type nB"
Offtake Structure, Type "C"
Offtake Structure, Type "E"
Offtake Structure, Type "F"
Offtake Structure, Type "G"
Culvert type "A"
Culvert type "B"
Culvert type "C"
Culvert type "D"
Culvert type "E"
Culvert type "F"
Tail Escape Structure on PC-1
Tail Escape structure on Field Canals Check/Drop Structure for Field Canals 
59 . Check Structure on PC-1
60. Check Structure on SC-1
61. Drop Structure on SC-1, SC-2 and SC-3
62. Check/Drop Structure on SC-1 and SC-4
63. Alignment of the Main Canal,
Scale 1:2,000 (Sheet 1)
64. Alignment of the Main Canal,
Scale 1:2,000 (Sheet 2)
65. Alignment of the Main Canal, 
Scale 1:2,000 (Sheet 3)
66. side Escape structure on the Main Canal
67. Interceptor Drain, Longitudinal Section, Sheet 1 
68. interceptor Drain, Longitudinal Section, Sheet 2I I
I I I I I 1
1
I
I
I
I

Summery