Amibara Drainage Project Phase-II Summary

GOVERNMENT OF ETHIOPIA
MINISTRY OF WATER RESOURCES
DETAILS ok
DES 1 GN OK
structures
ANNEX - 9
V
AMIBARA DRAINAGE PROJECT PHASE-II
ION OF DETAILED DESIGNS, TEND PROJECT PREPARATION REPORT A
DOC UM
»
?NVIRONMENTAL IMPACT ASSESSMENT REPORT
/ATER AND POWER CONSULTANCY SERVICES (INDIA) LTD
(International Consultants in Water Resources) KAILASH', 26, KASTURBA GANDHI MARG.,
NEW DELHI- 110 001, INDIA<t i - 2
i
hi 1 AILS ui- bi-JLGN OK STRUCTURES
ANNEX - 9INDEX
I.
GienenaJ 4.n“tr 0 JucLotl
2 Oufjcdl Structure.
3 Pumping Station
4 Cross- drainage Structure, at The crossing 0} drains MD1 and MD2
5 Roa_d Bridges over MDI and KID2-
G Cross - drai
na^e Structure. cd"“1he. crossing oj- drain MD2- end.
Po-ge 1- l -
2- 1 - 3-1 — 4- 1- 5- 1 - 6- 1 -
Angele.le. Pasture
7. Li sb o]- Figures
0. Ffgure - I
• •
b. Figure -2
C- Figure -3
a • •
Jm’^cdion Pump <SanoJ and Ta.ble
KViosla’s curve Do Do
C E-xi'F gradient )
^UpVjt Pressure)
(_ttead loss in tfydnaubc Jump)
d Fi jurC. - 4
• • •
. River
e Figure - 5
•••
/. Tootle - 13
•••
Gauge - Di sdnanege curve Water level p|ap o*i Awash Kjver V/o-fer level oj* Rjvej) Awask
8 List 0^ Dr a wings .
DRG- NO.
0. ADP-IL/S7/2 (1/4 4oy«)
b. ADP-JL/sy 3 (|/Q
c. ADP-TL/stA (l/Q
d. ADP-E/st/s Q/l)
e. adp-k/st/sa (•/') j. ADP-TL/st/6 (J/Q
SUB!LCT
Outjall Structure o^ Heun Drain MD2 a+ Ck 21500
S+ud^ drawing ^or Pumping Station near Ch. 95\S"0 o| Drain MD2 at alternative- site
Cross - drainage Structure, at crossing oj v Drains MD (ch. 19570 M.} end MD2 (eh. /HO
KoouA Bridge, oven Drain MDI cl+ ch. 1^/05" M R^oad Bridges oyer Dram MD2 at ch- 1330 M
-A360 K|.; 7000 M-, 8500 K|.;
11250 M nd I67OO M
O
Cross - d rai nage Drain VID 2. and
Structure.
An gelele
at the crossing oj- Pastu«*e. Irrigation.I. <Se-hbrau Introduction
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Hk c-lcrtc £ i*n £•*" •
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A • ^7 <2_ f/'rn‘L“ 0 3y 2-
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p
2^7-•>• A • 372-,
-------- ;------------------ — / 0 ‘ b 2 * <1 - 1
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= 12^6 Q|o
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7>*7
p Oj.cofi e’huij
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c[_ -I**'1
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+
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i
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2-3<3. pumping station study
3.1 Jnb.ocL c*| ion—
^ xa‘i
b?e>- moUe.
0
I *- ca. pumping
station—
htu Leeuv
rJ+ennalf/<_ o^oiocx
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i
i
I
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cbicUna^L-
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MD2 • Ikj-— 
Pu.mphou-4-Q— 
lux# t«e#<
pj,
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A pqrnping
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%
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obtain dePai| -fech^iacJ eci^'c-^‘ <rni °ptt ctnd eleap-need -et^u.1 P/ne*"tr }
5h/iVcV| - <xru , 4-nanjfo.-- - £ uppl i aJVi ini 11 R. Il^ aJ
, liks- fouanpr , mol’d Tit t Sp^^eTU
-eka- . ^j-’row “It niQn £ c.tan en-i /
p|a*ir>,n.g ota cjexi i
<dta ,crv^
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om"it tut oj_ tata. a-ta1
2T]X eCuJ' 1 un 5 j] € ex-’i c! •
Tn dill’s pankoJ^ uxaui— however—, “ttk rj^J Jb^On^
has been- p^pAiveU mainly iVa Cito*c— me*4ioruLxl
-fe ^4- e^ie*<uu. , sHcxu
could ntfi
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<ueL
up aP an*| d I n VC— shall
P^°F o3e_c|| gekflAv.g- —■ is int&ncL-.d 4t> La— ’kaLe**-
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Campo fl *ndi 1^ nanufedw!^
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<4eji*p\ cvvJl dw’OiivHX z $1x11
pxepooie-T ,
. In dki£
L-^- Ta-L-O*- u^j •Ikfl. thc^u^ Campo neuckr d dj-Hhr pumpi^ *Wia>i
O ^/rvx*vucj Gnal^ct pj|e3e*4l A£j_
a. comp aTKxj’i *<2.— 
4-uTO proposals , namely 
>kA J 1U pu hi p i «g— djicu nc^-^_
“ttfl
cL>a»HQ^jQ^_
is no’imcxll^
Jiuh
jA
1
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S-|<iT|rn J i Ceti
gj-ug^ oj__ 2/) M^Zjee
6.9] cumec— cap aei4^ pyrnpir^ eW.’ovu- .
IL<
^w'»-4 oj- I 'H 2^j_a
pUCTip6 £^ o
7
_
uj_ pumps Vl
03 Lee^ ajuiiv* 21*0
I
i
o pumps <
*1 Ir^^g x
- I£
huinLe*— o p pnrnp S
17 nor .
aJ>
CxrmeA 4-d 2 0
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o|—^pl_ IS 3-5S- *’/cc
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2-S
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lC Vu vdo^\4 -mcoikeJ .
•
us<^_
pumps vju/i ]qo|— eons? cLencJ 4~a
<- L<el_
pump £.
t • OJLC— also
o>. ^— k^ken- ecK puciy 
u ^vkc1»Cidv^ VxT-£— f
3-2Tigh^n eApaci-k] pumps will naj- b^ cjdubl^
1 01
. — sxncJlej*- rlisekia_n^<£
4
u
ccupcicilq pumps <r |l n^e_J dppftr an J toil! jqes^H* A> eofllien—
Gird k^Ta-nJotL^ oL CO»u|tikjl cko/l u;i]| Uc_ -fnonX--
D’njkxn capar™^ pumps u»l| culled! Dsu>fe edi cnft .
rnujiX. Sump
c iv,l S*biu cJuju< czntl i\
^710 siJ-y/j
0^1 & *
iai|l ^c__
-ik pu
EpI^I CK
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a e tow
tfJMl
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’
c c<' 10 p 1
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no4~
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ped^c^ ,v1^
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cj ”fck Ic^rd^zO^ aw<cj
“TR enoc s An cur o MD2_ cr^-J 
A“Ticj£-|-el q_
^HUu4taR_S— d-La-jJ- — 'TI Ltia. CCJiJioarsirsi^a o( fees Putl-C— Pump CCMccf .
BzX>*-~t'tT • -
CO^
I— oj_>TT] ll cPulal
Cons»de?'u^d
^trazo>nx
[3-1 0 f>GA------- h C^fccH> cJ
tui inol— beeu a bo *<2— .
'it yt\q / be- CGfHieJu—' ,
. ;eeiA
■priori ""Hvi coc .1— ard-|«' IkU HU parnpi^
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d— g< punnpi’n^ ftaztacni o|— 3 -3
vAcy Crr\_ Ci^cJ-
L dim en j/an
JI■4
is a. ?ui_al Li«j ond precision -job- "TncuricJ 
like. TYieckanio^
pump - opencltoJtf > ^leetaiciurus uil| b^- iiecnf c*^y 'joji ^unnin^ °(- iue^
Ok pu.mpi*tg ffati'o^ on ^dmane*4“ -emplo^me K*b j
In sife. no unci ~tt doeU- ( at" leasV" in "Itc -JjaoJ pumpi*^ stodjavi cxnnplt^ makes
vii|l
4-i $tay
•
|^3iovision
corJ- o|------- vjrfc»IcL lias nd“ Leeu_ -ae^edoxl i^ 1U
oj- ""Ila. pqmpiwxj stoCkan mill
^iQOTLi— 
opCJiaAlcrn c*t<J|
d“cr^. Ar s4o^SpcuKl
A
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t ^pecial|*| "tt. enrf— pump].^
rrf! ■ Oki'n ^TeuJ^ paWon— su.|?p|^ t mkiJL z.a-mc.'fi’
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■c/jcharu^e'
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Finally , ’»r may L-*_ canJt-JLuxJ Hk>jV “ttl sismeTuxA— , cons.4jiHC.lc_J f>n<*PQj*^ ; nendoo
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pnaeV» cx<||^ \^ilt\0u4 r*iiAC_L_ opened*ancj
-e^pewcL4"uJue— . "Aiie -j\’nanc4al ^.ned^s.s <Jso ^iliows "ttnl "ttx purnfin^
teViemQ- is mac.k— caxlIten— 
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4j-e»ie^— "It
cyiav'i h Ou^cil\ IS JUCairirnP^d c_J .
I i
■
3-|ANNE^lJRE. -3/' CZos4~ Analysis
A. Pumpincj <+ -|
a l0n_
i
1• ^Ziwil y\Zu 3||a£ Cos4- oj-
eon -hnq.d| n
C ff o|_ PMinphoui<t_
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•
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numbeji— o|- oil^/uvaien— 1u.lj)wi’eaajeJ«n— _clIuvelni>iera|it>e._dd vejf|ie.aj
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4u3ib'nfc panics -Cue|v- w J ft” p C.I. -jlap valve. >
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► pipptiof*ci Unq tpeciaK and i fexl lolid chajp ^|5" volts 
cdj^a- induction motm aloncj
I
li!
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Complete-
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9 ‘So
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Lui coupler______ -elc • Complete— _^r' trm A, •
«Su.pp|^ an J Kisjcxlluh oj~ PVC- cwirno mJIQxL 3“ eoTUL. ec<Llc* -elc- Complete.
1'5o
4. —Otd installation oj-
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3>-8CROSS DRAIN AGiE- STRp^TUR-E. at THEL CROSSING OF DRAINS MD1 AND MD2_
I-n 1hic
pj(c/jt* ek a
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FIG-4 GAUGE & DISCHARGE CURVE FOR RIVER
(Thousands)
DISCHARGE (Cumecs)Water Level (m)
FIG-5 W. L.P lot-for River Awash at MD 2
outfall site for 20. so !■ 100 years flood
a zo,r
0 lOO^rTz,L.LE u water levels of river awash .-.t md-2 outfml cm
-•■A- -0.00 & loo YEARS RETURN PERIOD FLOOD RATING CURVE O=u.4096(H-713.2)'3.2666
RP-20 YE
G WL (CUMECS, ( M)
RP=LOO YR (CU0 MECS) WL
(M)
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lu 11 L2 13 14 is
1G 17 Id lb jo 21
24
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— 3 27
JU lj 30 31
717.631 717.976
718.141
718.255
713.407
713.554 
7 lb.801 
719.129 
719.435
719.740 
72o.059 
720.369 
72C.593
720.726
720.782 
720.733 
' 20.618 720.419 
’ 20.122
7 lb.794 719.457 719.145 
7IB.820 71_.590 718.407 •18.289 *lu.190 
7 lb.104 lu.022 
717.929 717.039 
717.0 13
RP=50 YF:
0 WL lCUMECS) (M)
70.07 718.026
74.61 718.124
8 3.61 718.294
90.04 718.411
99. lu 718.568
106.66 718.720
125.92 718.975
151.65 719.31.3
178.73 719.628
206.85 719.942
244.06 720.272
261.97 720.591
311.76 720.822
330.33 720.959
333.50 721.017 331.39 720.966 315.14 720.847 288.40 720.642 252.18 720.343 214.61 719.999 130.76 719.651 153.00 719.33o 127.23 718.994 111.03 718.756
99. Id
9 J .t.»7 716.447 U6.32 718.3-14
81.58 7 la.25b 77.1b 7 lu . 17 1
718.568
72.44
6b . 0 -L
718.075
67.02
717.933
717.961
75.06 718.129
80.13 718.229
89.56 718.403
96.45 718.522
106.24 718.682
116.39 718.837
134.89 719.098
162.44 7i9.443
191.45 719.765
223.72 72U.086
261.43 720.422
302.05 720.749
333.95 720.984
3t>3.90 721.124 362.60 721.183 354.99 721.131 337.5b 791.010 308.94 720.801 270.14 720.495 -29.bb 720.143 193.63 719.7cu 163.90 719.460 136.34 719.117
118.9 3 7lu.875 iue.24 718.68 2 98. 63 7 la. 55*9
92.46 7 18.49-1
- ' • . 9 718.364 u2.67 718.277
77 . Go 713.179 72.88 716.085 71.79 7lu. Ol_'DR AWlNGS-SECTION S-5
SECTION 2
■VtRTIW, SECTION AT D/S BARREL END-TOP
REINFORCEMENT DETAILS OF PjRT WAILS AT-»ARR(L Np$ A WYE 8 I Illi
E
SLl IQn 3 3
SECTION 4-A
■nnMkS-OfJLASONBT RETAINING waus
WATER RESOURCES DEWCOPn.NT AUTHORITY AMIBARA DRAINAGE PROJECT PHASE II
OUTFALL STRUCTURE OF MAIN DRAIN MD2 AT CH 21300M
REINFQRCEMEHL-fl^AlLS-QF BARREL
UIMFyCLMOFT P{TAI^S Of A Q/S CUT-WATERSHOUS
SECTIONAL PLANr5”’---- 4.3SM
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+
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a
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-------- j
SECTION-bl
Scala i:2ll
OF tTHOR*
WATER RESOURCES DEVELOPMENT AUTHORITY
AMIBARA DRAINAGE PROJECT PHASE B
CROSS DRAINAGE structure at crossing of
1
drains HO’ lcM9590m) & MO-2 (ch 1140m I1
I I I
I
I
I
I
►
I I
■
u

< <

Summery

Project: Amibara Drainage Project Phase-II

Location: Ethiopia

Consultant: Water and Power Consultancy Services (India) Ltd.

Document: Details of Design of Structures (Annex-9)

Project Overview

The project addresses drainage problems in the Amibara region through surface drainage structures. It builds on Phase-I but with larger structures due to increased dimensions and discharge requirements.

Key Structures

Structure	Description	Key Features
Outfall Structure	Gravity type at Ch. 21300m of MD2	R.C.C. multiple box barrel, automatic flap shutters, straight glacis fall
Pumping Station	Alternative at Ch. 9550m of MD2	Study only (not recommended due to high costs)
Cross-drainage Structures	At MD1-MD2 crossing and MD2-Pump Canal crossing	R.C.C. box conduits with wing walls
Road Bridges	7 bridges over MD2, 1 over MD1	Single-lane R.C.C. superstructure, masonry substructure

Design Highlights

Gravity vs Pumping: Gravity drainage recommended over pumping due to lower cost and maintenance
Materials: Uses locally available materials (boulders) where possible
Standards: Follows Indian Standard Codes with references to American/British standards
Hydraulics: Designed for 20-year flood events with exit gradient considerations

Key Design Data

Parameter	MD1 Drain	MD2 Drain
Design Discharge (normal)	1.423 m³/sec	3.52-3.55 m³/sec
Flood Discharge (20yr)	8.376 m³/sec	14-24 m³/sec
Bed Width	8.0m	3.5-5.0m
Bed Level	718.05-726.00m	716.20-720.29m

Cost Analysis

The gravity drainage system (97