THE FEDERAL DEMOCRATIC REPUBLIC OF ETHIOPIA
MINISTRY OF WATER AND ENERGY
ETHIOPIAN NILE IRRIGATION AND DRAINAGE PROJECT (WORLD BANK FINANCED)
FEASIBILITY STUDIES OF ABOUT 80,000 HA NET IRRIGATION AND DRAINAGE SCHEMES
UPPER BELES IRRIGATION AND DRAINAGE SCHEME
FEASIBILITY STUDY FINAL REPORT
VOLUME 11: ENGINEERING SURVEYS, INVESTIGATIONS,
PLANNING & DESIGN
SR 04C. GEOLOGY, HYDROGEOLOGY AND GEOTECHNICAL INTERPRETIVE REPORT |PART 3|
SR 04D: TOPOGRAPHIC SURVEY WORKS
'talcrow
IN ASSOCIATION WITH
GENERATION INTEGRATED RURAL DEVELOPMENT (GIRD) CONSULTANTS
ADDIS ABABA, ETHIOPIA
MAY 201 1Federal Democratic Republic of Ethiopia
Ministry of Water and Energy
World Bank Financed Ethiopian Nile Irrigation and Drainage Project Feasibility Studies of about 80,000 ha net Irrigation and Drainage Schemes Feasibility Study Final Report
UPPER BELES IRRIGATION AND DRAINAGE SCHEME
Volume 11: Engineering Surveys, Investigations, Planning & Design
SR-04C: Geology, Hydrogeology & Geotechnical interpretive Report
Part 3 of 3: Annexes I — P SR-04D: Topographic Survey Works
May 2011
Hafcrow Group Limited and
Generabon Integrated Rural Development (GIRD) Consultants
PO Box 102175, Comet
Floor)
Halle GetxeselasaVo Road, Addis A&iba El hop* Tel *215-1 (0) 116                 92 Fan *251-1 (0)11*€3 09 91
Thia Repon has boor prepared in accordance with the instrucwns of the Fedcral
Government of Ethiopia, Ministry ol Water and Energy tor their soto and speohc
use Ary other persona who um any tntooTiallon contained                  do so at thee own
risk
CHalcrow Group Limited and Generation Integrated Rural Development (GIRD) Consultants
2011Haicrow Group Limited and
Generation Integrated Rural Development (GIRD) Consultants
RO Bom 102175 Comet Bu**ng (5ih Floor)
hw GeOresctassie Road. Addis Abeba. Elhiopa
Tel *215-1 (0) 116 63 09 92 Fax *251*1 (0) 116 63 09 91
www hataow com
This Repon has been prepared tn accordance with the instructors of the Federal
Gcremrreni of Eiraopa, Mmrstry of Water and Energy for their sole and specie
use Any other persons who use any nformallcMi contained harem oo so at (heir own
risk.
C Halcrow Group Limited and Generation Integrated Rural Development (GIRD) Consultants
2011pXcrj'/ Drjy-Ar Jflrj-
trf ffrAftyid. 3 f/kri/rj 0/ H: Wfr £u hjrrrF]
Nr>                dtrf D.wiwyr P*whr
FEASIBILITY' REPORT STRUCTURE
Volume 1:           Multi Report (Plu* Annexes)
Volume 2;           Water Resources
.SR-01 A: Water Resources
Volume 3t           Irrigation Development
SR-01 B: Irrigation & Drainage Development
Volume* 4
2k 5;
Soil*, Land Use &. Suitahility
SR-02A: Soils. Land Use AtSuiLabLliry Part 1 of 4 Main Report
Part 2 of 4 Annexes A B & C
Part 3 of 4 Annex D
Pan 4 of 4: Annexes E - N
Volume 6:            Land Resources & .Agricultural Development
SR-D2B: Tmgarcd Agriculture A Agro-reonomic Development SR-02C J jvc stock Development
SR 02Dr Land A Watershed Management and Forestry
Volumes 7
& 8:
Resource Users & SodoEconomics
SR 03 A: Resource Users and Soao-economics
Part 1 of 5; Summary Report flx-ft & Right Banks)
Part 2 of 5; SDAs I 2k Ill on Right Bank
Part 3 of 3; SDAs III & IV on Left Bank
Part 4 of 5: Survey Data Annexes (SDAs I A: 111 on Right Bank) Part 5 of 5; Survey Data Annexes (SDAs IV & IV on 1 eft Bank)
SR-03B: Reselllrmerit
Volume* 9) 10 & 11;
Engineering Surveys, Investigations, Planning Al Design
SR-04A: Engineering: Irrigation A Drainage Works
SR-04B: Engineering: Storage Dim
SR 0-1C: Geology, 1 lydrogcology and Geotechnical Interpretive Report Pan 1 of 3- Main Report Al. Annexes A D
Pan 2 of 3; .Annexes E - II Part 3 of 3: Annexes 1 P
SR'CMD: Topographic Swvcy Works
Tteir* 1-4 -Volume 1
>
1 July 2Dtl1
Dwnfic HtfMe                Mittity tf'W j' ftr&E*r&
Frfapuji NA I”nprwt ctd Drwwp Pnrttf
Volume 12.      Environmental Status, Financial & Economic Analysis, Stakeholder Consultations &. Study Terms of Reference
SR-05: Environmental Statu*
SR-06 Financial & Economic Analysis
SR-O7: Stakeholder Consultations
SR-08; Study Terms of Reference
Maps and Engineering Drawings, A3
Map Albums, Al
Main .Album
Detailed Soils, Land Use & Suitability Album Topographic .Album
H<lo F4 A ‘oliimc f1
li
1 July 2UJ|Federal Democratic Republic of
Ethiopia
Jj
Ministry of Water and Energy
World Bank Financed Ethiopian Nile Irrigation and Drainage Project Feasibility Studies of about 80,000 ha net Irrigation and Drainage Schemes
Feasibility Study Final Report
UPPER B.ELES IRRIGATION & DRAINAGE SCHEME
II
SR-04C: Geology, Hydrogeology and Geotechnical Report
Part?3lof 3; Annexes I to P May 2011
’x
Kalcrow
in association with
Generation Integrated Rural Development (GIRD) ConsultantsFederal Democratic Republic of Ethiopia
Ministry of Water and Energy
World Bank Financed Ethiopian Nile Irrigation and Drainage Project Feasibility Studies of about 80,000 ha net Irrigation and Drainage Schemes Feasibility Study Final Report
UPPER BELES IRRIGATION & DRAINAGE SCHEME
SR-04C: Geology, Hydrogeology and Geotechnical Report
Part 3 of 3: Annexes I to P May 2011
Hilerow Group Limited ftfid
Gmcraiicm tntegriled Kuril UcvrlopcacDl (GJ RD) Cotuiiltarata PO Box 102175, Come< Buildir»g (5th Floor)
Hollo
Road, Addis AMtH EtNopca
Tel  *215-1  (0)  lie  53  09  92  Fax  *251-1  (Q)  115  63  09  91
*w* hakrow.com
Thia Report has been prepared in accordance with the instructions of the Federal
Government of Ethiopia. Ministry of Water and Energy their wk and specific
use Any other persons who um any I dorm abort contained herein do so al their own
risk.
CHalcrow Group Limited and Generation Integrated Rural Dave lop me nt (GIRD) Consultants
2011ANNEXES
PART 1 OF 3 (WITH MAIN REPORT)
\NNEX A
PROJECT AREA PI lOTOGRAffiS
\NNEX B
COMMAND AREA GEO ITCJIN1CAL PARAMETER PLOIS
.ANNIOta;
DAM STTE GEOLOGICAL MAPPING OUTCROP AND JOINT
OBSERVATION POINTS
\NNEX l>
PRELIMINARY SEISMIC HAZARD ASSESS MEN!
PARI 2 OF 3
ANNEX F:
DAM STTE DRILLING INVESTIGATION FINAL I -ACTUAL REPORT’. ADDIS GEOSYSTEMS CO. LTD, JANUARY 2011
ANNEX F;
DAM SITE ST AKE DI RABHITY PHCTtIGRAPHS
ANNEX G:
DAM SI TE GEOPI fYSICAI. St. RVEY FINAL REPORT, JANUARY 2011
VNNI X 114:
DUAL PIT LOGS: DAM SITE AREA
ANNEX H.2:
TRIAL PIT PHOTOGRAPHS: DAM SOT AREA
ANNEX HA
LAB TEST RESULT S FROM DAM SITE TRIAL PITS
PART 3 Ol 3
ANNEX L
RIGHT BANK MAIN CANAL DRILLING INVESTIGATION FACTUAL REPORT ADDIS GEOSYSTEMS CO. LTD. DECEMBER 2009
ANNEX 1:
RIGHT BANK WEIR GEOPHYSICAL SURVEY REPORT
ANNEX K 1
DUAL PIT AND f 1 XND ALGER LOGS: COMMAND ARI A
ANNEX K.2:
TRIAL PI I AND HAND AUGER PI IOTOGRAPHS: C< JMWAND AREA
ANNEX Li:
LAB TEST RESL LI S FROM TRIAL PITS: STAGE 1 ( < JMMAND AREA
ANNEX I 2
LAB TES I RESULTS FROM TRIAL PITS: STAC)E 3 COMMAND AREA
ANNL.Xl i.
LAB TEST RESLTTS FROM TRIAL PITS: STAGE 4 & 5 COMMAND AREA
ANNEX M
son IIYDRAUI.!(: CONDI CTIVITY MILXSUREMF.NTS
ANNEX N:
GROL'NDXX A'ITR QUALITY TESTRESU1 PS
AXKEX O;
PREVIOUS GROUNDS ATI K \XTLL U< JMP11 DON REPC )K 'IS
ANNEX p:
GUIDELINES FOR TESTING AND MONTH IRINt i GR( )l Nil )\VA 11 R \\ El J S' r 'UJfp n/U>.7r £? J • AT.IJ?
E'/tVpfM V-* /fTriy/^fv
ANNEX I
RIGHT BANK MAIN CANAL DRILLING INVESTIGATION FACTUAL REPORT
ADDIS GEOSYSTEMS CO. LTD. DECEMBER 2009Halcrow Group Ltd-GIRD
Consultants
Nile Irrigation and Drainage Schemes:
Upper Beies Balancing 
Storage Reservoir
Ground Investigation
Factual Report
April 2010
Addis Ge ^Systems Co.Ltd
?.o. Box 27067 1000, Addis Ababa, T,’l nil-AAl 17 71NiSe ImRjTlon J»nci Drainage Schemes Facwal Geotechnical Investigation Report
(L<jt Z:                                      Iklci Hahnang SiuriH!?1 Wx’jrniMr]
1           INTRODUCTION
X /           Fmjec r
A contract for Ciround Investigations at Upper Beles (Lot 2 & 3) Diversion Weir and Upper
Bdcs Storage Dam for Nile irrigation and drainagr Projects was signed on 9 Octobcr2009 between ! laicrow Group Ltd Generation Integrated Rural Development
ConsultantsfGlRD) and Addis Gcosysterns C.o. Ltd JAGS). The Client is the Ministry oi
Water Resource nf the Federal! Democratic Republic of Ethiopia. Htlcrow Group Ltd
GIRD is ihc consultant for the proget.
Beles  irrigation  project  b  found  in  Amhara  region,  West  Go  |  ram  administrative  zonr.Jawi Worcda about 30 km frornjawi (Worrda I own).
Mobilization of equipment and nianpowrr to I 'pper Belts weir Mir was completed on 04 Dec 2009 and ground investigation Marled on 7 Dec 2009 at Bld-UBVC -2. However the drilling activity was interrupted on 11 Dec 2000 due to excavation work being undertaken by rhe Arnhara Water Works Construction enterprise.
Instruction to change drilling site to the proposed Balancing Storage Reservoir located near jawi was received from the Consultant an J I’ December 2009 and rhe ground investigation started here on the 12* of December 2009 and was completed on 1 5,h December 2009
The Grotechiucai investigation al Upper Bek* Balancing Storage Rcxervoir site included core dulling of rwo boreholes to a total depth of 2ft meicrs, conducting Standard Penetration Test (SPT), liking disturbed, small disturbed and undisturbed soil samples, ground water level measurement and Laboratory tests on soil and water samples, Laboratory test on soil samples were performed at Waler Works Design and Supervision Enterprise laborator}'.
This factual report presents the results of ihr held investigation and laboratory test results. This report comprises main text and appendices which includes borehole logs, core photos and laboratory test results.
h
Addis Geosystems CoLtd
PagelU Scvyx-
/»ir»rv’Oofl
1>m k<5<. <4 the Gmund mvnnpt™ *1 I ppcr Mo Bilancing Storage Rowvntr. a* n t** irthmral »pcnftrBtinm <4 the contract agreement include
•     SJ b-rry to 15m depth tn «oft fomutwn or Im tnto un weathered bedrock
•     Crmdncttng Standard Penetration Test* tn «mh.
•     < oficcl representative wrj vampirs for laboratory tent
•     Ground water measurement
•     ( onduri laboriton test on wnl sample*
•      Prrpinnoo of facfuil ground investigation report
U Lvcaboa *nd AcwtibiHty
The propmed Vpper Ikies tmgatkm project is located in the Amhara Reg>>n tn the Ikk' mrr sub baun tn the »ni central portion of the Abbay over basin, south wot of I jkc
1 ana The main ikies Rrvcr originates at the fool of the escarpment dividing it from Lake Tana and flows to the southwest.
rhe I pper Iklrt Balancing Storage Reservoir it located near Jam. a small wereda town which t» 15 km fr<im Kosobcr local rd on the junction of the main asphalt road Jam is kreatrd about GCXtkm Nonh-Weil of Addis Ababa Jam can be reached after having
tm-dlrd for 44}km from Addis Ababa along the main Addis Ababa-Bahtr Dar asphalt road tn Knsober and then dming for 157km off the main asphalt road through Chagnt, GdgeJ IWrt and Pam J but can also be accessed from Dangla through Wcrk .Mcda on 80km dry weather road which ts under construction Generalized location of Lppcr Be les irrigation project area is shown tn l-tgurc I
4Mr Grosyffrmr Co.Ltd
Page 2•Cl* fiTltyttrn trd
Fwtwii G*nt»r>mril
fl*pnr"
(Lot <E l.'pprr M* frdnwrg
Irirri^l
Figure I: Genera Ito rd location of Upper Beira irrigation project wra.
Addis Ceosystems Co.Lld
Page 3Nile Irrlglllon and Drainage* Schfcncc Factual Geotrclinkcal Investigate H*P°"
fijura 1: Gena-iU.i.d It racon o' Vppar Bw«
proud
N
A
Legend
★ JlWI
♦ *qwnw
---------Major Ro»d
f-------- -
- -------- --
Addis
Ge<W>Systems CoAid
UppiH 8-les Itrigibon
r
■- Ufl I »l ji.2a* Group Ltd
P o Box 
27067/1000. Adds Ababa, Tel 011-663 1" "3. 
091-124 491S
Frtr uary 201D
E-mail.• addt>ess.'(Miioiid ct.iiifcx^siddisgwxs'tein coin
hnnv.acldisgcosx^aii com__________________________________ _______
|_, 
_ 
R-0
Addis Geosystems Co.Ltd
JNile rrnffaUDn and Draanage Schemes FjctUril Gecttthnlcal InvcEtigaPerii Report
{Lol 2j Vpper ftcici ilflJarHaqg Sumj^ HcKtwir)
BRIEF DESCRIPTION OF REGIONAL ANO SITE GEOLOGY
2. J Regional Geology
The geological units in Ethiopia fall into one of the following direr major categories, the
Prrramhnan Basement. Late Paleozoic to Early Tertiary sediments and the < cnozoic
volcanic and associated srdimeritarv rocks
The Upper IWes irrigation project area comprises the above units, These arc explained as
follows starting from the basement complex
PRECAMBRIAN BASEMENT
Exposures arc found in areas not intensively affected by Cenozoic volcanism and rifting anti
where the Phancrozoic cover rocks have been eroded away Precambrian rocks outcrop in
four major regions around the ptareau margin* These areas arc in I igray region in the
north, along the Sudan border in C iojaib, WoUcga, Illubabor and Kefa regions in the west, in Sidamo and Bile regions m the south and tn Harcrghe region in the east
•      Ijirge tract of land underlain by rhe relatively low grade valcano-sedirrwrilary succession known as:
f   PR2td   (Tulu   Dimru   Group}   Metabasak,   MetaandesiTc,   green   shist*   phylite, mctacnnglomerate, quartzite and amphibolites.
•      Intrusive rocks occur enclosed by gntissrc terrains of Early Proterozoic tn
Archaean age.
S    ARI    (Al    age    Group):    Biotite    and    hornblende    gneisses,    granulite    and migmatite   with   minor   me   fa   sedimentary   gneiss.   Consisting   of   dominantly grey   biotite   hornblende   gneiss   and   granulite   of   variable   color,   in   part containing     JI     defined     masses     of     relatively     uniform     nrthogneiss     of granodioTilic, lonabnc and diontic compositions.
•      Early or prc-tectoiuL plutonic bodies
gb,  dt,  gd/  m,  ,  and  gt2:  are  internally  foliated  and  concordant  with  their
host rocks
•      post or lair tectonic tntnjMoiis
gtl   and   gt4:   equidiirurmionai   and   discordant   intrusions.   These   intrusives mark the end of tectonic activity in Late Proterozoic to Early Paleozoic
SEDIMENTARY COMPLEX
Two major transgression regression cycles took place during lhe Mesozoic era (Kaznun
1972),
Addis Gratysfeim CoXtii
PagesNile Irrigation and Drainage Schemes Factual Geotrehrucal Inveshganor Rrpon [Ixx 2' 1‘ppcr Beier Ikiluricirtg Shirn^t II* wff)
Adigrai Formation (Ja): The first transgression started in thr Early Jurassic or Late
Tnawic from the Ogaden region in the Southeast towards northwest and reached its maximum extent m Kimtncndgun Adigrat Formation 0a) were deposited during this time consisting mainly of sandstone and minor lenses of siltstone
TERTIARY VOLCANIC AND SEDIMENTARY ROCKS
Mohr (1962) divided the Cenozoic volcanic rocks of Ethiopia into the Trap Scries and Aden Scnc^ The term Trap Series is still widely used to refer to the whole pile of the Tertiary flood basilt srqucncc with intercalation of felsic lava and pyroclastic rocks (commonly on
the upper part) which form dir northwestern and southeastern plateaus and attain a thickness of up to km !hc name Aden Senes was used for post-rift (Middle Miocene to Quaternary) volcanic rocks of the Main Ethiopian Rift, Afar Depression and some parts of the Ethiopian plateaus.
Ashangai Formation (P^a): The Ashingi Formation represents rhe earliest fissural
flood basalt volcanism on the northwestern plateau. The basalt flows arc several hundreds of meters. to a kilometer thick of strongly weathered, crushed, tilted basalts which Ur lxrlow the major Pre Oligoccne unconformity (Zancttin cr ak 1980). Die Ashangi Formation consists of predominantly mildly alkaline basalts with m ter bedded pyroclastic* and rarr rhyolites and is commonly injected by dolcotr sills anil dykes.
Tarmabci Gu*sa (PNrb): Tamialrcr formation represents Oligocrne to Miocene basaltic shield volcanism on the northwestern and southcasfem plateaus The erntr x! type Txnriabcr Formation basaltic volcanism wa* followed by fissural eruptions particularly along the escarpments of northwestern and southeastern plateaus. Basalts of the Tannabcr Formation in contrast to the thokiilic and mildly alkaline nature of ihc earlier flood basalts typiralk have an alkaline affinity
QUATERNARY VOLCANIC AND SEDIMENTARY ROCKS
Quaternary Plateau Basalts (Qbl): Quaternary alkaline basalts and irachvies were
erupted along preexisting structures on ilie northwestern and souihmrem plateau. Although, not dated, their relatively unmodified geomorphological features such as the prevalence of prominent cinder cones and small collapse toilers in particularly in a region of heavy rainfall and perennial streams indicate their recent age Alkaline basalts anrf trachytic lavas prevail in the Tana Graben and young trachyte flows on the Bam Mountain and Sanctr Basalts in Bak rcgiun (Kazmin, 1979. Meria et il. 19 3) all belong to this unit Field
evidence suggest a Pleistocene age to nil these rocks. Volcanic cones and flow's of scoraceous basalts arc well preserved in the Lake Tana Graben.
Quaternary alluvial deposit: round lake Tana, and recent alluvium deposit are included
Addis ecosystems Co,Ltd
Page 6Nile Jrrgatrtn and Drainage Scheme* Factual Geotechnical J n vein Ration Rrpnrt Lot 2" Upper Rclci Bibricintf Smrag Ramiic)
Figure   2:   Geology   of   Upper   Belen   irrigation   project   area,   (from   1:2,000,000   Geological   map   of Ethiopia, Mengcsha Tefera.ei al. 1996)
Addis Geosystems Co.Ltd
Page 7MU* tmuflcn J nd D’-jlr.irp 5dWm*f ' r>nf*cJlwj| !irw:i|>rfl4jn »rprrr
[Lrtf J t'ppff iVjr^ ^■nEarg -ntrniy.7 W*-»r "-’M 3
r-
2.2 Sft* Groh^Y
Hie *rte eulogy JI (hc Heir* balancing ’ enrage reservoir area k characterized by
uncurlsobdared maremls of alhrvtnl and reudud nftgin. welded ruff and Baaafc
2_ 2. 1 I a tr Mijtarif dtfujtfj
Afhnito Deposit
The  alluvial  deposits  arc  composed  of  prtnwilv  cJayev  silt,  Ihas  depc«ji  is  marked  at  the  tup of the succession in both boreholes (BH-UBBSR.* 01 and BILL BBSR- 02).
Rcfiduil Dcpwtffs
The  residual  deposits  are  thaructrrtted  by  fine  co  coarse  gravel,  silt  and  clay.  Th  unit  is significantly thick 11.9m nt IMhUBBSR 01 and 11 Hm it BII-L’BBSR-IC.
22.2 MM
Vetoed Tuff
This  unit  is  encountered  in  BH-  UBBSR-Ol  at  122m*  13.00m  It  is  trrey  and  nbghrk wcathered
Amygduloidid Bab all
This  unit  l*  cncnuniercd  in  BiTUBBSR  02  at  12.Im-15.00m  II  is  light  grev  and  modmtefr weathered.
Mdls Geasyjfems CoJAdNile Irrigation and Drainage- Scheme? FarluiJ GestechiaicaJ IriVtatigaUcn Report
[Lot 2
3   GROUND   INVESTIGATION   AT   UPPER   BELES   BALANCING RESERVOIR.
J. J           Field Investigation
Rotary core dulling was performed with a trailer mounted Pilcoii Wayfarer 1500 core drilling ng fated with water pump and appropriate core sampling tools. Water was used when drilling in fresh rocks and weathered material. T2-86 type Core barrel giving 72mm diameter core; was used for drilling in soft and hard formation. Generally, the methods applied in the invtMigalion were in compliance with the British Standards for Testing Materials (BS 5930) for site investigation.
As soon as tores were removed from core barrels the retrieved torr samples were placed in standard partitioned wooden boxes and logged and photographed Color photos showing cure samples in core boxes are shown in Appendix 3.
Soil samples were collected for laboratory test as instructed bv the supervising engineer assigned by the Client Water level in boreholes was measured every day before commencement of drilling and 24 hours after drilling was completed.
Two vertical boreholes to a total depth of 2B.(X)m were drilled at Upper Belts Balancing storage reservoir Designation, location, geographic coordinates of tile two boreholes with sampling depth ind ground water level measurement is shown in Table 1 below Drrailrd description ol soil types encountered in all boreholes is presented in Appendix 1
As shown in die two boreholes at die Upper Bries Balancing Storage Reservoir (BH — LTBBSR 01 and B! I UBBSR -02) die overburden is of alluvial and residual origin The alluvial overburden material is of clayey silr and thin being localized at the lop of ihc succession. The residual soil overburden is of gravel, sdi and day in coinposifia®. Ii is thick (11 9m ai BI I UBBSR-01 and 11 8m at BH UBBSR-02). At BH -C’BBSR 01 die underlying bed rock i* slightly weathered Tuff. The underlying bed rock at BH- IJBBSR- 02 is moderately weathered amygdaloidal Basalt.
No ground water was encountered in either borehole at the I ’pprr Heirs Balancing Storage Reservoir.
Addis Ceosystems Co. Ltd
10Nile IrrijpSton. and nraina^c Schemes Factual GeottchttrtaJ tnwf.ropfl^n Report [Lot 2 L'pfwr Befct FUbncsnu Suira^t RcicnTirr)
Tabic 3*1: Summary of Field Inveitigalitm at Upper Beks Balancing Storage
Coordinates
(UTM)
Sampling
Item
No
Bort Hole
Dcrfgfiatkn
N
F
Elrvatio
n
(m)
Boerfink
Depth
(m)
Ground
Water level
(m)
Typ
e
N
O
Depth (m)
200-2.35
US
3
5.10-5 60
7.85 8 40
Bll-UBBSR-
01
1.00-1 15
1
1280603
227260
1235
13.(10
IM
235-2.KU
DS
5
4.00-4,45
7.4O-“ 85
9.15-9.50
200-250
US
3
4 20 4.5 5
MW 8.40
1.00 1.45
2
BH UBBSR-
02
279601
226.599
1232
1500
Dry
250 295
DS
5
4.55 5.00
5 60 6.05
10.15 10.60
Reservoir
I ’HHSR: Upper Heir’* Hahocing Knrttrair.
J.2             Laboratory Test
MB HwMr. US- I UmhtuAod Sod Sampk. LJS Itarurfod Soil Sumpk
Laboratory teats performed on wil samples collected from boreholes drilled it I ipper Brlrs Balancing Storage Reservoir are listed in Table 2 and are summarised m Table 3.
Addis Geosystems Co.Ltd
Page 11Hilefrr.g»Dnn »ndtWMg( Schema FxtudGwwhnlcil Invrrtgwion Report
[|jnt 2: Upper ikfci Ihlaiumg
. w) _ __  _________
of laboratory icbcs.
Borehole
Quantity
Item
No
Test Description
BH-
LIBBSR
W
BH-
UBBSR
02
Remark
Requested
Performed
Fl
OvulHcalfon
Fl 1
Nitufi’ Moisture
Content
V
v
14(7/7)
14(7/7)
Fl.2
Atterberg Limit
V
V
UPPI
14(7/7)
FL3
Uniar Shrinkage
V
V
7(3/4)
7(3/4)
Fl 4
Dispersion by Double Hydrometer
V
y
7(3/4)
N.I
Not performed
F1.5
Sedimentation by Hydrometer
V
7(3/4)
7(3/4)
R
Chemkal and Elect roc hemical
F22
Maw toss on Ignition
V
F7 3
Acid Soluble Sulphate Content
V
v
3(1/2)
Nil
Not performed
F24
Sulphate Content o( Water Extract from Soil
V
3(1/7)
Nit
Not performed
R6
Water Soluble Chloride Content
V
-j
3(1/2)
Nil
Not performed
F2.7
Acid Soluble Chloride Content
V
3(1/2)
Nil
Not performed
F2.9
pH value {soil)
V
V
3(1/7)
311/2)
F3
Compressibility, permeability, durability
F3.1
One Dimensional Consolidation
V
V
5(3/2)
5(3/2)
F3.3
Swelling Pressure
V
V
5(3/2)
Nil
Not performed
M
Shear Strength
U nt rained Shear
Strength
V
V
6(3/3)
Nil
Not performed
r
■flem No; refers to section F of the BOQfor Lot 2: Upper Seles Wrr
Addis Ecosystems Co.Lid
p oge 12Nile ErrifditlDin ind Drainage Schrmes Factual Ge^ieihnlirjil lavrariigation. Report | Let 2: Upper Bcici BiLancinf-blifrap: Rfsefl'iOvr)
Table 3: Summary of Laboratory test results. Note: N.PL=No Ptaatic Limit.
Bore HoJe
Designation
BH-UBBSR DI
BH-UBBSR 02
Sampling Oepth (m)
1-00-
US
2.00-
US
2JS
IK
5 10-
580
740-
7 85
7.U-
aao
MS
ISO
LOO
1.45
200-2.50
2 50-2 M
4.204.55            4,55-580
• 00-A40
10.15-10.60
Test Description
Grain She Analysis
| yaw* Hydrometer}
Chy*
57.45
34 59
2115
20.66
20 08
11.76
5 55
Sih*
39 18
Si 29
77 60
6381
55.21
53.79
43,35
Sand*
3.37
13.76
1.25
1553
24 71
34 45
Gravel*
■
-
-
-
51.10
*
Alter berg Limit
Liquid limit*
57.00
61-60
65.45
55 55
61 22
60.2 S
47.25
51.15
56.50
5800
52.38
50.27
63 45
35 36
Plastic Umlt*
3134
34 95
35 48
38 68
38.65
3482
30.72
32.09
38 30          40.10
39.32
N.PL
24.OQ
N PL
Plasticity Index*
25 63
2665
29.97
16.87
2287
25.43
16.53
1906
18.20          17 90
1306
-
39 45
•
Natural Moisture Content (*)
27.4A
3640
59-71
6420
58.48
47 90
47 56
5706
4? >0
46 83
41 52
38 51
-
27 48
linear Shrinkage
*
-
13.50
-
1571
■
5.57
787
3.29
-
1.65
-
2.71
Chemical end Electrochemical
pH Value
-
5.27
-
-
■
■
•
-
527
-
-
-
CompressIbWHy, permeability,
durability
Oedometer Consolidation |CC)
■
0.284
-
0.340
-
0.367
•
0284
-
0 340
0 387
•
Addfr Gcosystemj Co-LtdNile Inipton and Drainage Schemas Factual Geotechnical Invcstijatton Report [Loti; Upper Hefei BnhnringStorage Reservoir)
4 SUMMARY
A Ground investigation was undertaken at the Balancing Storage Reservoir which included field and laboratory Les Ung The ground investigation consisted of two boreholes drilled to 13m and 15m depth respectively, with 10 SPT tests, soil sampling (ten disturbed and six 
undisturbed), ground water sampling from the two boreholes and laboratory testing. The Laboratory testing included gram size analysis, Attcrberg Ijmit, natural moisture content, linear shrinkage, pH value and nedomelrr tests. Swelling pressure, inaxial and chemical tests were not performed due to insufficient amount of samples.
Geosystems Co.Lcd
p ogel4Nile irrigataanand Drainage Schemes Factual GccHiedirrlral jinv^rngjiEiori Rf^nrr
[Lot 2: Lipper Tk'fet
Stc-ragr Kcscrraif ;
REFERENCES
1)   Alemiychu Tefcrra and Solomon Yohanes (1986). Investigation on the expansive soils of
Addis Ababa. Journal of EAEA Vol 7:1-9
2)    Hell F G (1993) Engineering Geology. Blackwell Scientific Public University Press, England
3    British Standard Institudun Code of Practice for Sire Investigation. BS 5930 1981
4)    Central Soil and Materials Research Station, (2008). Geo-Material Testing, Nr*' Delhi India 5)    Fekadu K-, and L/M Asfaw. (1996) Seismic Hazard assessment for Ethiopia and ihe
neighboring countries. Sinct, J Ser, 19(1) 15-50, AAU. Addis Ababa
6 Graham West 1991 The held description of Engineering Soils and Rocks
7)   Jcpscn D.II. and Arheam M.1961, General Geology Map of the Blue Nile River Basin,
Ethiopia. 1:1.000,004) in land and water resources of the Blue Nile Basin.
8)     Jepscn D-l I.. 1969. Blue Nine River Basin Investigation, Lake Tana Sub-Basin Geology of vicinity of Lake Tana and Tiss Abay falls
9)    Kazmin V,„ 1972. Geological Map of Blue Nile Basinrions Oxford
10) Mengesha Tcfcja et aL (CompiL), 1999* Geological Map of Ethiopia !;2,000.000,
11)  Pierre  Gouin,  (1976).  Seismic  Zoning  in  Ethiopia,  Bulletin  of  the  Geophysical  bscrvatory No 17 AAU Press, Addis Ababa
Oddi's Geosysfems Co.LZd
Page 15hfptfa ifEfhtpu. MiwFi tfV~tffr Mt lt*q) 1‘JhcpiM NtJr IrrtyJte* and Drtdrj^f P'WrtfAPPENDICESAPPENDIX 1
BOREHOLE LOGSFtderul
Mirtii'n of^alr &ci Etfffc
Erhj^tjv Nik ifrirafrr and DraiMgt PnffffADDIS GEOSYSTEM CO. LTD
Borehole No. BH UBBSR 01 Sheet 1 of '2
Client: Halcrow Group LTD-GRID Project: Nile irrigation and Drainage
Project
BH Coordinates:
N=120tJ6O3
E=227260
Site/ Location: J.wi (Balancing Storage Reservoir) Ground Elevation: j 235m.
Date Started: 14 Dec 2009.
Date Completed: 15 Dec 2009.
Boring Type: Rotary Coring.
DRILLING
Total Depth: 13,00m
Inclination: Vertical
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GEOLOGICAL description
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BH             BOREHOLE
LUBS         UPPER BFLES BALANCING
STORAGE RESERVOIR
RS              ROCK SAMPLE
RQD ROCK QUALITY DESIGNATION
TCR          TOTAL CORE RECOVERY
I I UNDISTURBED SOIL SAMPLE
j£H DISTURBED SOIL SAMPLE
—— Bottom Of Bnrfljwi*
J STATIC (WOUND WATER LEVEL
Logged By: Samson AbebeABDIS GEOSYSTEM CO. LTD
Client: Hulcrow Group LTD-GRID Project: Nile irrigation and Drainage
Project
Site/ Location: Rulkabal (Pumping Station) Date Started: 28 Oct. 2009.
Date Completed: 01 Nov. 2009. Boring Type: Rotary Coring.
Borehole No. BH URBsr - ___________ Sheet 2 of 2
RH Coordinates:
N=1280603
E=227260 Ground Elevation; 1235^ Total Depth: 13.00m
Inclination: Vertical
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STORAGE REflEKVorR
Its               ROCK SAMPLE.
RQD        ROCK QUA1JTY DHSIGHATION TCR TOTAL CORE RECOVERY
CZj UNDWTUMMED SOIL SAMPLE DISTURBED HOLL SAMPLE
------ FkaLU* wi Of
STATIC GROUND WATER LEVELADDIS GEOSYSTEM CO. LTD
Client: Halerow Group LTD-GRID
Project: Nile irrigation and Drainage
Project
Site/Location: Jawi (Balancing Storage Reservoir) Date Started; 12 Dec.2009.
Date Completed: 13 Dec. 2009.
Boring Type: Rotary Coring.
Bcnrhole No. BH UBBSR 02
Sheet 1 oi 2
RH Coord inntcs:
N=l27?fi0l
£=226899 Ground Elevation: 1232m. Total Depth: 15.00m Inclination: Vertical
geological O€ script ion
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RQD          MOL’KQUAIJTY DESIGNATION TCR          TOTAL CORE RECOVERY
UNDISTURBED SOIL RAMPLK
K71 DISTURBED SOIL KAMI’LE
------ Dc4t«nOf Harrlwl.c
r ,.. CcntuiUH to ftMt PBK*
5 STATIC GROUND WATKH LBVKL
l-OKged By; Samian AbrheADDIS GEOSYSTEM CO. LTD
Borehole No, EHUBBsr^
Sheet 2 of 2
Client: Haicrow Group LTD-GRID
Project: Nite irrigation and Drainage
Project
Site/Location: Jawi (Balancing Storage Reservoir) Date Started: 12 Dec.2009.
Date Completed: 13 Dec. 2009, 
Boring Type: Rotart Coring. 
BH Coordinates;
N=1279601
E-22R899 Ground Elevation: 1239^
Tolal DePth; 15.00m Inclination: Vertical
DRILLING
r*
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GEOLOGICAL description
*£
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100
11 DO
100
12.10
100
jajt
LOO
13 00
100
15.00
100
BOREHOLE
BALANCLNO   STORAGE
RKSERVOtR
ROCK SAMPLE
ROCK QUALITY DESIGNATION TOTAL CORE RECOVERY
r 1 UNDISTURBED SOIL SAMPLE disturbed soil SAMPLE
------ Efeilem or Bomhale
5 STATIC GROUND WATER LEVEL
B^S^ooAbehoAPPENDIX 2
CORE PHOTOGRAPHSCore box Photos: lipper Reles Raia nd ng Storage Reservoir (0H UB05R 1)
Plate 2: 5.10 10.15m (Core Box 2 of 3)Plate 3:10.IS-13 00m (Core 8ox 3 of 3)Core box Photos: Upper Seles Balancing Storage Reservoir (RH IJBBSR2)
Plate 4 0 00-5.00m (Core Box 1 of 3}Plate 5; 5.00-10.00m (Core Box 2 of 3)
Plate 6: 10.00-15.00m (Core Box 3 of 3jAPPENDIX 3
LABORATORY TEST RESULTS1.0 Introduction
This report presents Summery of laboratory tesl result of soils taken from Upper Beies Balancing Storage Reservoir (UBBSR) Site The test results are Natural Moisture Content. Atterberg Limit, Linear Shrinkage, Grain Size Analysis PH value and Consolidation The soil analysis are earned out following the appropriate sample preparation and testing procedures and the standard procedure followed to carry out the analysis Is presented here in
1.1 Standard Procedures
7
1
S No
Type of Test
Standard
1
Grain Size Analysis - Hydrometer
0S Test 7(0)
2
Atterberg Limit
BS Test 2 (A)&2(B)
3
Natural Moisture Content
BS Test 1(A)
4,
Shrinkage Limit
BS Test 5
5
pH
Py Meter
6
One Dimensional Consolidation
OS 1377:1975,Test 17Upper  Beles  Balancing  Storage  Reservoir  (UBBSR)  Site
Summary of Test Results
Date: 11/03/10
Parameters
BHURBSR01 | (1.0* 1.45m)
1 BHtJBBSROl
1 (2.0-2.35m)
BHUBBSR0I
(2.35-2.80m)
BJHJBBSR01
(5.10-5.60m)
BHURBSR01   1
(7.40-7.85m) 1
BHUBBSR01
(7.85-8.40m)
BHUBBSROI
(9.l5-9.50m)
Grain Sire Analysis
Clay %
Silt %
Sand %
Grave! %
57.45
39.18
3.37
i
5
34.95
51.29
13.76
•
-
21.15  |
77.60
1.25
Atterbcrg Limit
1 Liquid limit %
Plastic Limit %
i Plasticity Index %
57.00
31.38
25.62
61.60
34.95
26.65
65.45
35.48
29.97
55.55
38.68
16.87
61.22
38.65
22.57
60.25
34.82
25.43
47.25
30.72
16.53
pH
’ VbJm
5.27
-
-
I
4
Natural Moisture Content (%)
27 48
38 40
59.71
54.20
58.48
47.90
47.56
/ Linenr Shrinkage Limit (%) |
]
-
13.50
15.71
5.57
L
Oedometer
Consolidation (CO
0.284
- 1
0.340
-
'         0.387
-
Remark : Swelling Pressure tests, Triaxial tests and Chemical analysis were not conducted due to insufficient amount of samples.
(becked By
/Approved By
"
■
•» • li".;:.' V6Upper Beles Balancing Storage Reservoir (UBBSR) She
Summary of Test Results
Date: 11/03/10
Para meters
I
BIRJBBSR02
(1.0-1.45m)
B11UBBSR02
(2.0-2.50m)
BHUBBSR02
(2.5-2.95m)
BHUBBSR02
(4.2-4.5 5m)
BHUBBSR02 (4.55-5.(Kim) 1
BHUBBSRU2
(80-8.40m)
BHUBBSR02
(10.15-10.60m)
Grain Size Analysis
Clav %
Sih %
Sand %
Gravel %
20,66
63,SI
15,53
-
-
-
20.08
55.21
24.71
-
11.76
- 53.79
- 34.45
-
-
-
-
-
5.55
43.35
51 10
-
Altcrbcrg Limit
Liquid limit %
Plastic Limit %
Plasticity Index %
51.15
32.09
19.06
56.50
38.30
18.20
58.00
40.11)
17.90
52.38
39.32
13.06
50.27
N.PL
-
63.45
24.00
39.45
35 36
N.PL
..
PM
“ Saint
H
5.80
5.63
-
-
-
Natural Moisture Content (%)
57.06                   47 40
46.83
41.52                    38 51
-
2748
Linear Shrinkage Limit (%)
7.57
3 29
-                         1 65
-
271
Oedom eter Consolidation (CC)
-
0.345
-
0.257
-
-
-
Remark ; Swelling Pressure tests, Iri axial tests and Chemical analysis were not conducted due to insufficient amount of samples.
Checked By
Approved By non PVH MH *TTC
VAntiA hlOlH /<
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Project: Client
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Water Works Design and Ui. Supervision Enterprise Laboratory
Service
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Upper Beles Balancing Storage Reservoir (UBBSR) Site
Location: BH No.
Addis Geo-System CO Ltd. Borehole Drilled
BH-UBBSR-01
Sam. Type: Undisturbed Test Type: Hydrometer Date: 16/01/2010
Dcprh(m): 2 35-2.80
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551 10
551 10
0.00
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1.18
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559.11
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516.70
517.00
0.50
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488.20
48846
0.26
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1.33
98.67
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0.15
481.90
482.58
0.48
0.85
2.15
97?85
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0.08
459.20
459.91
0.71
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5
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______
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Upper Beks Balincinp Storage Reservoir (UBBSR) Site
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Sim. Type : Disturbed
Location:
Borehole Drilled
Test Type: Hydrometer
BH-Nd.
BH-UBBSR-01
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Water Works Design and
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Locals :
BH-No
Upper Belts Balancing Storage Reservoir (I J BBS R} Sier Addis Geo-System CO Ltd. Sam. Type Disturbed
Borehole Drilled BH UBBSR 02
Depth (ml ; l.0-t.45
Tttrf narr af jonpif, x 
Marr of
Test Type Hydrometer Date ; 16/01 /2010
60
Stnt
No
Jr W
Wa/J of imt - Rrt jotl$
Man of
R/Z jdt/
Ptmttagt
Rftasnfd
Cumulative       Penvaidgt % Relaiittd            Pairing
No 10
2.00
M 10
551 10
0.00
000
000
100.00
jX't? 76
1.78
538.90
539.66
0 76
1.3!
1.31
98.69
A'o Ji9
0 60
516.70
519.01
2.31
398
5.29
94.71 \
Nd 50
0.30
488.20
490.53
2.33
4.07
9.30
90 70
No rov
0.15
481.90
48 3.721
1.82
313
12.43
87.57
No 200
0.08
45920
461 00
1.80
3.10
15.57
84.47
o.oo
0~00
000
000
0.00
Hydrometer Analytic
fywifrj
nf r«f/
? JfrS
Ttii T^HTftrtrtfiffF, r ?f
_i—“   —“”i—------
hhpmi
Time
fWIIS,1
r* -----------------------
Aaaai
I l)4rvrjftrfr Rixidinr
r—-------- --—
1
Tftrprpfarr
---------- —------------
CtmvcSetf HjfJrvwfttr
R/Jjj'/Jf
1
liffertrvr
Dtftfh
(Mt)
K
Gnarx
Si^t
(flrrtfj
’ Ptrtfrtfagr Filter
Cjnrbwttd
14.0000
21.0
27.0000
17.90
0.01312
0.0320
45.50
5
30.0000
21.0
23.0000
12.50
0.01312
0.0207
38.76
15
26.0000
21.0
19.0000
17.20
0.01312
0.0123
32.02
30
25.0000
21.0
18.0000
13.30
0.07312
0.0087
30.33
60
23.5000
27 0
16.5000
13.60
0.01312
0 0062
2787
250
20,0000
22.0
13.0000
14.20
0,07297
0.0031
21.97
1440
n.oooo
210
11.0000
14.50
0.01312
0.0013
IS. 54m w5* W* *ttu jk* him*
Water Works Design and
i. iupervisron Enterprise Laboratory
4
Service
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Soli SMaterlel Testing Section 3$
Propcci:
Client i
Upper Bcles Bilancing Storage Reservoir (UBBSR) Sue AOdis Geo-Syslem CO Ltd                  Sam. Tj-pe : Disturbed
luxation: Borehole Drilled HH No, 0H-U0BSR-O2
Depth(m)- 2.5(1-2.95
Test Type: Hydrometer Dale ; 15/01/2010
__
Tcfd/ irf as J (J samfikt
60
Sim
A>
I«w?
_______
Af#rw s/
Stm^
\ frt/r flf jjfie +
Rc/ m7&
Afjj/ o/
f ifWtf/dJlrr
1
% R/to/W
PfFTM/tfijr /Ww
M__
.\6 70
ZOO
557JO
551 10
0.00
0.00
0.00
/OfZOT
Na 16
7J£
5JW
539.4$
075
075
AStJ
99.0.5
Nfl JO
0.60
5/6,70
520.43
J.7JI
6.42
7.57
92 65 1
Np 50
0J0
4M20
493 16
476
£54
159!
£4.09
No 700
0J5
481.90
4S4 55
2.65
476
20.47
79.53
Na 200
a c#
459,20
461.66
Z46
4.24
24.71
75.29
1 jxsir
000
0.00
000
0.00
0 00
Hydrometer Analysis
Gruiifr q/w/
Z//1 Ut j
20
Hiapitd
Turn
(W/jJ
si flit fit
r y4/w#t/rr Rr/jJj’jy;
Comtftd
HfJmwc/tt
Ejrrn'it
Defti/j
frwj
Cuffirnnt
K
Gratft
s*
I'AMV.1
1 PrfWrtA^
.Rwr
2
55.0000
20.0
2O(W
7250
0.01374
0.0)44
46.06
5
J2.MH
20.0
25.0000!
U JO
0.01374
0,0224
477 J
75
27.0(W
20.0
20 0000
14.00
0 01)74
0.0133
J270
JO
24.0000
20.0
tZOOOG
14.30
001374
0.009$
2777
60
22.5000
207
J 57000
14. 70
0.01374
0.0067
2550
250
79.0000
27 0
7ZOGOO
15.30
0.01358
O.OQ34
7974 |
1440
Mjrw
20.0
11.5000
15.50
0 01)74
0.0014
18.92nun
WW $TTC W
Water Works Design and
piWdriA MW
Supervision Enterprise Laboratory
Service
fAAC FUlJW
•'ll
f SoifA Material Testing Section
Project:
L’pper Belts Balancing Storage Reservoir (UBBSR.) Site
Client              Addis Geo-Sys Jem CO Lid Location Borehole OrLllcd
BH Nix BH-UBBSR-02
Ikpth m) : 4.55-5.00
Sam. Type: Itarurbcd Test Type Hydrometer Date ; 15/01/20ID
7 o/j/mjHJ r,r f./wp/r, J              50
Tjcrr
Nta
Sift*
Starr cf
Jrfnrfcl
Marr v/sievr + Hr/ rai/^)
Stan of Krt. roil (r )
Pcrwtiag
r
% Rtltiwd
Ptnetiragr
Parting
j\’l? 10
200
551.10
551.10
0.00
000
0.00
f 00.00
Ne 16
1.18
538.90
539.71
0.81
1 39
1-39
'92.61
A'c 10
0.60
516 70
521.28
4 58
7.89
9.28
90.72
No >0
0.30
488.20
493.62
542
9)3
18.61
81.39
too
0J5
481.90
486.04
4.14
7.13
25.74
74.26
No 200
o.ox
45920
464.26
>06
8.7 f
54.45
65.55
part
0.00
0.00
0.00
000
0.00
Hydro meter Analysis
■foruw               '/.raw1                      2.77 FrJ/
Elapsed
Time
fw/<i
Attoa/
■liytfKtwt/rr
Ttuprarurt
Ctmcttd
IfydrovHtfr
Rtatiw
Ejfatfi*
Depth
(at)
Cotffiatfit
K
Grant
(rrrntj
Fitter ContbiNtd
2
26.5000
20.0
19.5000
11 10
0.01312
0.0309
18.23
5
22.0000
20.0
15.0000
1140
0.01312
0.0198
29 41
15
19.0000
20.0
12.0000
11.90
0.01312
0.0117
23.53
30
16.5000
20,0
9.5000
12.20
0.01312
0.0084
18.63
60
15.0000
20.5
8 0000
12.70
0.01312
0.0060
15.69
250
15.0000          21.0
6.0000
13.70
001297
0.0030
11.76
1440
12.0000          200
60000
14 70
0.01312
0.0015
11.76
Grain Stzo DistribLrtton Curve,B3
100.00
90.00
BO. DO
70 00
60 00
Sood
40 00
30 00
20 00
10 00
nm
JLlkr
0 001
Gnvtl
101
__ Grain SK2«fmm)
001
Sand
I
IfflftTf/ fiy ._ Jf]_
—1
D.D001
□nm-4 W* W ■HTTC
him* (£F
Water Works Design and
i. Supervision Enterprise Laborato
Service
-.         J         '■
V* LU
Project:
Cbeni: Location BH-No.
MCnn^l^ • 7 Soil & Material Testing Section .
Upper Belts Balancing Storage Reservoir (UBBSR) Site
Addis Geo-System CO Ltd. Borehole Dulled
BH-UBBSR-02
Sam. Type Disturbed Test Type: 1 lydrometer Date; 16/01/2010
Dcpth(m): 10.1S-10.60
Total ntari oj jgtnpk,^
60
J/OY
No
Mqji of | Man of licit 4
Sitvtfc) R/r .soilfcj
Man of RrZ jail ($)
Pentntap
Retained
Cnmnlatm % Retained
Percentage
Paun?
Ne 10
2.00
551.10
551.10
000
0.00
0.00
100.00
No 16
1.18
538.90
54232
3.42
5.X9
5.89
94.11
No W
0.60I
516.70
524.8S
8.15
14.03
19.92
80.08
No 50
030
488 20
496.47
8.27
14.24
34.16
65.84
No 100
0.15
481.90
48731
5.41
9.31
41.47
56.53
No 200
0.08
459.20
463.61
4.43
7.63
51.10
48.90
jh)R
000               000
0.00
0.00
0.00
Hydrometer Analysis
Spetiju Grunty uf mi
2.85]>xz Temptratmt, dtg.t 21
FJapted •
Time
(min)
Actual
I lydnmfter Reading
Tenpratnn
Xfgf
Com ited
Ihdrvmetcr
R/ad/r;
Effective
Depth
cm)
Coefficient
K
Gram
St?t
fnmj
Percenta#
Finer (ombmed
2
23.5000
21.0
16.5000
13.60
0.01312
0.0342
27.44
5
21.0000
21.0
140000
14.00
0.01312
0.0220
23.28
15
16.0000
21.0
9 0000
14.80
0.01312
0.0130
14.97
30
15.0000
21.0
8.0000
15.00
0.01JI2
0.0093
1331
60
14.0000
21.0
7.0000
15.20
0.01312
0.0066
11.64
250
11.0000
22.0
4.0000
15.60
0.01297
0.0032
6.65
1440
10.5000
21.0
3.5000
1570
0.01312
0.0014
5.82
Grain Stta Distribution Curve.BS
100 00
£        90 00
SO 00
c       60 00
uZ 50.00
o
70 0C
c
1
©
CL
40 00
50 00
20 00
10 00
100
Tested hy
Checked h --------------------- --------------rmM rtM *w,; *TTTC
“WhOT MIA-K
maim rM.c mW trfA
Tel 251- 1W- 18 55 16/61 45 01
Fax 251‘116 61 53 71/61 08 98
e-mail w,w<d.s.vQe«tfon0l.«t
Water Works Design and Supervision Enterprise Centra?
Laboratory Service
So// £ Catena/ Fest/ng Section
P 0 Box 2561
Addts Ababa
Ethiopia
Project Client Location BH No Depth (m)
Upper Beles Balancing Storage Reservoir (UBBSRl Site
Addis Geo Systems CO LTD Borehole Drilled
6H4JBBSR-01 1 CM. 45
Sample type . Disturbed Test type Atterberg Limit Dale 2W1/2010
liquid and plastic limit
DETERMINATIONS
data ANO COMPUTATION SHEET
Type of lest
PL
PL
Container No
3
Z9
Wi of lamota + Tare we!
28 820
27 750
WLof Sample ♦ Tare dry
25.970
25 120
Wl ol water
2.850
2.530
Tare
16 990
16 640
wt of dry BD<
8 980
0.480
water content %
31.737
31 014
31.376
Flow curve
Result
57 00%
25.62%TtM fiT* MW *TTTC jtCJH            MlirH
WITH
raze
f•
Water Works Design and i Supervision Enterprise Central
I
p-i
Project
Client
let 251 -116- 18 55 16/61 45 01 Fax 251-116 61 53 71161 08 98 t-mail w.w.d.s.»@olhlonet.»t Upper Betes Balancing Storage Addis Geo Systems CO LTD
Laboratory Service
Soil i Material Testing Section
P.O.Box 2561 Addis Ababa Ethiopia
Location Borehole Drilled
BH No BH-UBBSR-01
Depth (m): 2 00-2 35
LOJIO ANO PLASTIC LIMIT DETERMINATIONS
DATA ANO COMPUTATION SHEET
Reservoir (UBBSR1 Site
Sample type Undisturbed Test type Atterberg Limit Date 10/02/2010
Type of tell
PL
PL
Container No
12
A99
W1 of sample • Tire we
t   32 110
30 730
W ol sample « Tare dry
28 090
“27 050
Wl of water
4 020
3 680
Tire
16.640
16 470
wt c! <Jry soil
11 450
10 580
Waler content %
35 109   l 34 763
34 946
Flow curve
Result
LL 61.60%
PL
_
34-95%
p ' _26 65%
Tested By
Checked By_
Approved Byfms /’•i-F’F wk ♦tttc
jttJH                n-ntu
*?tn*+
PM.C
Tel 251-116 18 55 16/61 45 01 Fax 251 - 116-61 53 71/61 08 90 e-mail w.w«d.s e(i)ethlonaLel
Waterworks Design and Supervision Enterprise Central
Laboratory Service
So//4^ater/a/7testing Section ‘
P.O.Box 2561
Addis Ababa
Ethiopia
Project Client ■' Locator! :
0H No
Upper Beles Balancing Storage Reservoir (UBBSR) Site
Addis Geo Systems CO.LTD Borehole Drilled
BH-UBBSR-01
Sample type Disturbed Test type : Alterberg Limit Dale : 17/D 1/201Q
Depth (m)‘ 2 35-2 80
liquid and plastic limit determinations
data and computation sheet
Tjpfl of lest
U
LL
LL
LL
Comeiner No
C
66
F6
85
No of Blows
36
30
24
1B
W1 □Cifjnpie * Tara w«i
33 780
35.410
37 100
36.670
Wt of wimple ♦ Tare dry
27.190
26 030
28 780
28 530
wi of waler
6590
7 380
8 320
6 140
Tiie
16.420
16 710
wt.of dry soil
10 770
16.2BO
11.750
16320
12.460
11.820“j
Wafer confent %
61.188
62 809
66 774 J     68 866
Typv of felt
PL
PL
Combiner Mo
M12
U
Wt of Iimpfe ♦ Tare wet
29 250
28 110
WLof sampfe ♦ Tara dry
25870
25 120
Wl ol wafer
3 380
2.990
Tare
16.300
16.730
wi of day soli
9570
8 390
Wafer confent %
35 319
35.638
35 473
Ffewcirva
at
I
71 ODO
69  000
67.000
65 000
3     63 000
I
B l 000
59 TO
57 ODO
10                         25
Num bar of Blows
1M
Result
L.L 6545% P.L 35718% P.l 29.97%
Tested By Cy../,- Cbecked By Approved By H# MW *TTTC
Mlt+A Z
A101M-                V__
\\
fiur
FI/7JW
Tel. 251 - 116- 18 55 16/61 45 01
Waterworks Design and Supervision Enterprise Central
Laboratory Service
Soil & Material Testing Section
PO Box 2561
Fax 251 -116 - 61 53 71/61 08 98
w.w.d.s e@ethlonet.•!
Addis Ababa Ethiopia
Project Chen! Location BH No
Upper Beles Balancing Storage Reservoir (UBBSRI Site
— Jf*. . — 
if*-____
Sample type Undisturbed
Test type Atterberg Limit
i.-B.U.m. Li.MJM. I
Addis Geo Systems CO LTD Borehole Dolled
BH-UBBSR-01
Date 17/02/2010
Depth (m): 5 105 60
liquid and plastic limit
DETERMINATIONS
DATA AND COMPUTATION SHEET
T ype o* 1»s1
LI
LL
LL
LL
Conlme* No.
2
64
Bl 1
41
No ctfBtoMra
34
28
22
16
Wl of sample • T>t wet
38 210
36 320
36.800
38 4 50
Wl □< umpie ♦ I arc dry
30 420
29.270
29.450
30 370
Wlo*wtfef
7 790
7.050
7,430
8 000
Tare
16160
16 200
wt ol dry soil
16 080
14.340
16.550
12 720
13.290
14.170
W^e- content %
54 324    I 55.425
55 907
57.022
.Type cf leal
PL
PL
Conrteiner No
43
N
Wl of sample * Tare wet
28 190
28 370
Wl of sampN « Tire dry
24 900
25 150
Wi o! water
3 290
3.220
Tate
16.480
16 740
wl of dry io*
8.420
8410
Waler contafrt %
39.074
3$ 2M
38 681
Flow curve
E
5
S
u
E
=
#*
o
2
Number of Blows
L     L_555S%
p L ___ aa.6B%
Pl
Tested By Checked By.
Approved Byfin’l rtPT AMM*? +TTTC jfCJH-             <WI4+A
Tel 251 -116- 1855 16/61 4501 Fax 251 -116-61 53 71/61 00 98 a-mail w.w,d s.e@elhionet.et
Water Works Design and Supervision Enterprise Central
Laboratory Service
Soil & Material Testing Section
P.O Box 2561
Addis Ababa
Ethiopia
Project: Client
Location
BH No
Upper Beles Balancing Storage Reservoir (UB0SR) Site
Addis Geo Systems CO LTD Borehole Dnlled
BH-UBBSR-01
Sample type Disturbed Test type Atterberg Limit Date 21/01/2010
Depth (m) 7 40-7 85
liquid and plastic limit determinations
data ano COMPUTATION SHEE’
T<pe of lesfl
LI
LL
LL
LL
Conlointr No
Z10
Z9
cc
G11
NO of Blows
34
28
22
16
W1 o1 Simple * Tare w»1
33 840
33.400
32.840
31 060
Wl ol sample ♦ Tar« dry
27 290
27 090
26 570
25 440
Wl of waler
6 550
6.310
6.270
5 620
Tare
15 330
16 650
16.410
16 620
M ol dry soil
10 960
10 440
10 160
8820
Water COfltenl V.
59763
60 441
61 713
63.719
Type tesl
PL
PL
Container No.
F5
G11
Wi of ■ample -i Tire wet
28.250
27 670
,Wt erf sarnM + Tire dry
24 980
24 650
|Wt of waLffr
3.270
3 020
1 Tire
16 460
16 890
Iwl.of dry sal
8 520
7 760
[Wtrer content %
38 380
38 916
38 649
Flow curve
Result
L.l 6122% PL 3865% PI 22 57%
Tes,ed By £
Checked By _ j-(
proved Bvtwh rtrl m *tttd
mn
rue fitmw
Tel 251 -116 ■ 18 55 16/61 45 01 Fax 251-116-61 53 71/61 08 98
•-mall w.wd.ie©«thion«tet
Waterworks Design and Supervision Enterprise Central
Laboratory Service
Soli & Material Testing Section
P 0 Box 2561 Addis Ababa Ethiopia
Proiect
Client
Upper Beies Balancing Storage Reservoir (UBBSR) Site
Addis Geo Systems CO LTD
Location Borehole Dolled
BH No BH-UBBSR-01 Depth (m) 7 85-8 40
LIQUID AND PLASTIC LIMIT
DETERMINATIONS
DATA AND COMMUTATION SHEET
SSaammppllee ttypypee UUnnddiist stuurrbbeedd Test type Atterberg Limit Date 10/02/2010
Type of test
IL
LI
LL
LL
Coniemer No
F18
B10
41
52
No of Blows
34
28
22
16
Wt of wtfrpie 4 Tare we!
35 320
35 980
35.650
34 890
Iwi of simple* Tan dry
2 8 350
28 740
28 370
27620
p/Vl of water
6 970
7 240
7 280
7 270
IT art
16 290
1 wt of dry sod
12 060
16 460
12280
16 370 | 12000
16430 F 11 190
[Water content %
57 794
58 958   I 50 667     r 64 969
Type of test
Pt
PL
Contemer No
G6
M3
Wt of samp'e • Tare wet
28.020
28 370
Wt of sa-’T-e • Tare dry
25 000
25 370
Wt of water
3020
Tare
16.260
3 000
16 820
wiofd',ioi
8 740
8 550
Water content %
34 554
35.088
34 821
Flow curve
Result
LL
_
60   25%
Number of Blows
p L 34 82%
P|
Tested By 6 4/ 7
Checked By - —
Approved ByPro H
♦TTTC
jTEJH-
hlfllfrf
mx^t rvxcjr h^A
Tel 251 -116-18 5!
Fax.251 - 116-61 S3 71A61 08 90 e-mail w w.d,s.e@ethionetet
(
Water Wortcs Design and Supervision Enterprise Central
Laboratory Service
So// & Mattrial Testing Section
P.O Box 2561
Addis Ababa
Ethiopia
Project Client Location BH No Depth {mJ
Upper Be les Balancing Storage Reservoir (UBBSR) Site
Addis Gee Systems CO LTD Borehole Drilled
BH-UBBSR-01 9.15-9.50
Sample type. Disturbed Test type : AHerberg Limit Dale 20/01/2010
LIQUID AND PLASTIC LIMIT
determinations
data AND COMPUTATION SHEET
Type ol
LL
LL
LL
LL
Conlewier No
21'
fl 00
6-6
N
NO ol Btawl
34
28
22
16
W! of sample * Tare wei
33 470
35.200
30780
34.060
W of um pie +Tar« dry
28.090
29.110
26.110
2B.1S0
YVt of waler
5 380
6,090
4 670
5.880
Tve
16 160
16.080
16 190
16 660
wt of dry 1O«I
11 930
13 030
9.920
11.520
Water content %
45.096
46.738
47.077
51.042
Type of Ies1
Pt
PL
Cenlemer Nd
G11
79
iWt.cf sample + Tare wet
27.650
27.130
Wl of WHiC'fe + Tare dry
25.040
24.6S0
W of waler
2.610
2.450
Tare
16 620
16.630
wt.ef dry sen
8.420
0.050
Water ton I ent %
30 998
30 435
30.716
Flow curve
jE MOW
|S?0OT
f
50.000
•    43.000
|   4€   000
J A4 000
42 000
Result
1I > 25 100
Number of Blows
L l 47.25% PL 30 72% PI 16.53%
Tested By C?C
Checked By ■ _a^_
Approved JaCmH ♦T5rt <T?-
him*
Waterworks Design and Supervision Enterprise Central
Laboratory Service
Soil & Material Testing Section
T«t 251 • 116 - 18 55 16/61 45 0 1
POBox 2561
Fax 251-116 -61 53 71/61 08 98
Addis Ababa
•-mail w.w.d s.e@olhlonot et
Ethiopia
Prefect
Client:
locabon
Upper Be'-es Balancing Storage Addis Geo Systems CO LTD Borehole Drilled
BH No BH4JBBSR-02 Depth (m): 1.00-1 45
LIQUID ANO PLASTIC LIMIT DETERMINATIONS
□ATA AND COMPUTATION SHEET
Reservoir (UBBSR) Site
Sample type Disturbed
Test type Atterberg Limit
Dale 17/01/2010
[Type ol tea
11
11
11
LL
’Conletner No
25
54
70
51
No c/BVomc
34
28
22
16
Wl.crf sanpie •Tire wet
33810
32 080
33140
33 900
Wt erf swnple * Tan dry
27 960
26780
27.550
27 860
Wt (rf water
5.850
5.300
5 590
6 040
Tire
16.240
16 420
16 750
16 310
wt of dry sod
11 720
10 360
10 800
11 550
|wate< content %
49 915
51 158
51 759
52 294
Typed lea
PL
PL
Ccrtemer No
63
17
Wi trf temple 4 Tare we!
27 240
28.610
Wt of iifTTpW • T>re dry
24 640
25600
Wl of water
2600
3 010
Tare
16.160
16620
wi ol dry veil
8 480
8 980
Water content %
30 660
33.519
32 090
Row curve
55 0OC
T
£ 53 000
I
51000
e
s
5 <9 000
O
3
Result
47 000
10
25
100
1L ^_j1 15%
Pl Z320^
Number of Blow*
P1P(
dh W *tttc
jftJH IdWT MIA-H
iWHrt
Water Works Design and ;, Supervision Enterprise Central
;
Laboratory Service
<JCr.-****'**1*^
•jrTS
ni
Tel 251 - 116 18 55 16/61 45 01
Fax 251 - 116 61 53 71/61 08 98
e-mail w.w.d.s e@ethionei.irt
P.O.Box 2561
Addis Ababa
Ethiopia
Client
Addis Geo Systems CO LTD
Location
Borehole  Drilled
BH No
BH-UBBSR-02
Project        Upper Beles Balancing Storage Reservoir (U0BSR) Site
Sample type Undisturbed
Test type Atterberg Limit
Date 26/02/2010
Depth (m) 2 0-2 50
LIQUID AND PLASTIC LIMIT
DETERMINATIONS
data and computation sheet
Type of te»i
LL
LL
LL
LL
Coftieiner No
30
B-10
F17
47
No (/Blows
34
29
22
16
Wt of aampte * Ta*e we!
36 970
35 650“
36 720
36.830
Wt of samp* + Tate dry
2 9,670
29.040
29.350
29.280
W! of waler
7.300
6 610
7370
7 550
Tire
16 280
17.170 ,
16 570
16 400
wi l/ diy tml
4 -S Tihn
■
1 p         ■ vrt
12.780
12.800
Water content %
54.51B
55.687
57 668
58 984
Type of test
PL
PL
Ccnteiner No
A6
A18
Wt.oF sample *Tarewe1
31 170
31.330
Wlol temple * Tero dry
27.250
27 300
Wt.<rf water
3 920
4 030
Tore
17.050
16,740
M of rj?y Sail
10 200
10 560
Water content %
30 431
30.163
38.297
Flow curve
Result
L-L 56 50%
PL 30,30%
PI 18,20%
Tes,etJ By
Checked By .
Approved ByrmM rtH W? ♦tttc KJH ■WM* rAxc rvww ho*
//
Project
Client
location
BH No :
Tel 251 -116- ’8 55 16^1 45 01 Fax 251 • 116 • 61 53 71/61 08 98 e-mail w.w.d.».efi«Wo<*t-et Upper Beles Balancing Storage Addis Geo Systems CO LTD Borehole Dolled
BH-UBBSR-Qf
Waterworks Design and £ Supervision Enterprise Central
■-* Laboratory Service
Soil & Material Testing Section
P.OBox 2561
Addis Ababa
Ethiopia
Reservoir (UBBSR) Site
Sample type Disturbed
Test type Atterberg Limit
Date 21/01/2010
Depth (m)  2 52 95
LCUO AKO PLASTIC l IMIT DETtRMIKA'nDKS
data ano COMPUTATION SHEET
p)peo!tt£
LL
LL
LL
LL
jcmtaho
33
M3
N
G5
[No cd Btows
34
28
22
16
(W of satc* * T®» wt<
30 830
30.110
31.630
32 030
Ntt d tarote * Tare d-y
25630
25 280
26 160
26 120
‘VW c* water
5 200
4.830
5470
5910
|T«
16 290
16860
16 640
kcci^ry soi
9 340
8 420
9 520
16730
9390
(Water CT.tert %
55675
57 363
57 458
62 939
T)Teo'«
PL
PL
Cortener No
M24
27
W of sample ♦ Tart wel
28 770
28 490
Vfl of sample ♦ Tart dry
25 240
24 930
W ot water
3 530
3 560
Tare
16 400
16 090
w? ot dry sod
8 840
8 840
Water conlert %
39 932
40 271
40 102
Flow curve
I
u
I i
64 000
62 000
60    000
MOOO
56 000
54 000
52 000
50 000
W                      25
Number of Blow*
100
Besult
LL _ 58 00%
pl _4OJ0%
P| _!i90%
Tested By G-/— Checked By 7-r <(1, Approved By_?(
nH A*™ ♦TTTC
Jtcjff HMt
Waterworks Design and
Supervision Enterprise Centra!
nriH
Laboratory Service
rM.c ft/iMM#
Soil & Material Testing- Section
Tel 251 116 18 55 16/61 45 01
P.O Box    2561
Fan 251 ■ 116 - 61 53 71/61 08 96
Addis Ababa
o-mill w.w.d.s.e^sthlonstet
Ethiopia
Project:
Client:
Location
0H No :
Upper Beles Balancing Storage Reservoir (UBBSR) Site
Addis Geo Systems CO LTD
Borehole Drilled
8H-UBBSR-02
Sample type Undisturbed
Test type Atterbe/g Limit
Date 25/01/2010
Depth   (m)   4  20-4   55 LIQUID AND PLASTIC IIMT determinations
DATA AND COMPUTATION SHEET
Type of belt
LL
LL
11
LL
Cor. le inc* No.
A14
12
F2
41
No of 0kJw»
34
26
22
16
Wr of sample • Tare wet
32.090
34 020
36 540
35 220
Wl al tarnp*e * Tare dry
27.260
28 090
29 550
28 700
Wl.ol water
5.630
5.930
6,990
6.520
Tire
16.100
wi.trf dry jo'i
11.080
16 640
11 450
16 570
12 900
16.540
12160
Waler coottnl %
50.812
51 790 |     53.852
53 616 |
Type of Ebbt
PL
PL
Container No
22
G4
we of lam pie* Tare wei
28 730
26 260
WLcrf ftampta - Tar* dry
25440
24 980
Wi n1 waler
3 290
3.280
Tm
17 060
16650
iM.or dry toil
8 380
6330
W*ier contain %
39.260
39 376
39.318
Fl<?v» curve
Result
LL 5236%
PL 39 32%
PI 13.06%
Tested By
Checked Bjt
Approved ByWl FtVT WK *TTTt MltH fcWlH
rue   ruvw IrfA
Project
Ctent
Location
BH No
Tel 251 -116-18 5516/61 45 01 116-61 53 71/61 0898
e-mail v» w.d s e£e1hior*tet lipper Beles Balancing Storage Addis Geo Systems CO.LTD Borehole Drilled
BH-UBBSR-02
Waterworks Design and Supervision Enterprise
Laboratory Service
Soil & Material Testing Section
P 0 Box 2561
Addis Ababa
Ethiopia
Reservoir (U0BSR) Site
Sample type Disturbed Test type Atterberg Limit Date 21/01/2010
Depth (m); 4 55-5.00
l (QUID AND PLASTIC LIMIT OETERMHA TONS
DATA AND COMPUTATION SHEET
Typeoflt*
IL
LL
LL
Cortener No.
2
C15
KK
PenetraVon imm)
13.9
17.6
23.00
of sample • 1 are wet
34 220
34 280
36 860
T
W1 d sample ♦ i't dry
28 510
28400
29910
Wt d water
5710
5 880
6 950
T*t
16 700       16 440       16 390
w! d dry so<
11.810       11 960
13.520
[Water content %
48 349   | 49164
51.405
Type d ten
PL
PL
Codtrer No
Wt of simple • Tire we!
W! of sample * Tire d*y
d water
|Ter»
fad d dry to4
Water content %
Flow curve
L.LimK
jn 27%
P.limrt
p Index
Jv.PL
P»notr»tKx^mm|
Tested By (*,/'_ Checked By              [ Approved By,?rot
* TTTC
rcjtt "JAM* AfltfA
A7d1fr+
> rA-6r
rocriii
Tel 251 - 116 - IB 55 iftBI 45 01 Fax. 251 - 115 - 81 53 71/61 OB 08 e-mail w.w.d.s.*@*thiorwi.et
Water Works Design and Supervision Enterprise Central
Laboratory Service
P.O.Box 2561
Addis Ababa
Ethiopia
Project
Client
Location :
EJH No :
Upper Betes Balancing Storage Reservoir (USBSR) Site
Adds Geo Systems CO.LTD
Borehole Drilled
BH-UBBSR-O2
Sample type : Undisturbed
Test type : Atterberg Limit
Date 06/02/2010
Depth (m) 8.0-B 40
i hsuid and plastic LiMrr
DETERMINATIONS
□ata AND COMPUTATION sheet
Type ol 1«1
LL
LL
LL
LL
Container No.
D6
M12
95
41
Nc of Blows
34
28
22
16
Wt of umie + T»ta wet
33.730
36 2 SO
38 750
37 410
Wt of sample + Tire dry
27 220
28.610
29890
28 830
Wt.o1
6.510
7 670
0.860
8.580
T«a
16 260
16 300
16 440
16 130
wtof dy toil
10.940
12.310
13450
12.700
Water contact %
59.506
62.307
65.874
67.559
Typ« of lest
PL
PL
Con tan er No
42
M2
Wt.ofsample * Tare wet
28 400
28.600
WLDf iarrpta * Tare dry
26.000
26 400
W1 nl water
2 400
2200
Tir»
16 740
16.440
wtcrfdry snf
9 260
9960
WbIbt content %
25 918
22 088
24 003
Ftow curve
Result
LL 63.45%
PL 24 00%
PI 39.45%
By_
Checked By--------
APdm.ed By_ _ Jgyl<__Ttnl
Project
Client:
Location
BH No
♦TTTC
«*H klfllH /Or
he*
Tel 251 - 116-18 55 16/6145 01 116-61 5371/61 08 98
e-m«l w.w.d.».«@«<hlonet.et Upper Beles Balancing Storage Adds Geo Systems CO LTD Borehole Drilled
BH-UBBSR-02
Water Works Design and Supervision Enterprise
Laboratory Service
Soil & Material Testing Section
POBox 2561
Addis Ababa
Ethiopia
Reservoir (UBBSR) Site
Sample type: Disturbed Test type Atterberg Limit
Date
21/01/2010
Depth (m) 1015-10.60
LIQUID ANO PLASTIC LIMIT DETERMINATIONS
DATA AM) COMPUTATION SHEET
Type attest
IL
LL
IX
Container No
A19
27
A13
Penetration immj
155
18 6
21 10
W* ol sample * Tire wet
31 380
30.570
33.900
|Wl of sample ♦ T»e dry
27 560
26 810
29 230
|Wt Of water
3820
3 760
4 670
Tare
16.520
16.090
16120
ItM Qf d'V SO4
11.040
10 720
13 110
(Water content %
34 601
35075
35622
Type of test
PL
PL
Contemn No
Wt o’ sample ♦ Tare wet
Wl ol sample ♦ Tare dry
Wt of water
T»e
wt ol dry sot
Waler content %
Flow curve
LL '™t           35 36% P limit         n pl
P Index
Penetration! mm |
Tested By
Checked By Approved By^   7^Upper BeJes Balancing Storage Reservoir (UBBSR) Site Client: Addis Geo-System
Summery of Test Results Date : 11/03/2010
Prcuu
re
LN'm:
BH UBBSR-01
(2,00-2.35)m
BII-UBBSR Ol
(7.85-8.40)m
BM-LlBBSR-OI
(4.20-4.55)m
BH-UBBSR-02
(2.0*2.50)m
BH-UBBSR-01
(5JQ-5.60)m
____________________________
Coefficient
Mv
(m2/M
N)
Cv
(m2/ycar)
Cc
Mv Cv
(m2/Mhl j (m2/ycr)
Cc
Mv
(m2/MN)
Cv
(m2/year)
Cc
Cv        T Cc
(m2/year)
Mv
(m2/MN)
Cv
(m2/ycfl.
O
Cc
50
0.167
10.039
0.1B9
3 042
0 000
0.000
0.274
1.560
0.256
3.055
100
0.165
2.943
0 1B4
3.147
0000
0.000
0265
2 724
0.250
3.170
1 200
0217
4.305
0 428
0.581
0 000
0000
0 255
1.695
0.343
0.584
0340
400
0.2U
0.387
0.257
0.345
0.IB5
2 339
0.280
1.842
0.000
0 000
0.248
1.303
0.217
1 855
JOO
0.133
1 643
0.162
1.915
0.053
2.822
0.139
0.929
0.145
2.008
1600
j
0.085
1.047
0099
1 023
-
0.051
j
1.534
0 0(3
1 365
0.086
1.027
Fes ted by : _
Checked by :
TI
UH* I
Dale 7«tw V2;
Sample    No    BM    UBRSR    01
Dapthfrm                   2 00-2 35 SpeeOc gravity 2 OS
Mor» Tool
Wrigni of 5a’np«e«Rr>g Weight of Rng
Weight of tampie Weight ©f tfry sample Ww mo*i»ue coder! M©
144 29
71  24
75  05
55  75
34 59
Dumwtw.D
Area A
TNc*ness. M
Vdurr.t
Denary
Dry Den«y
50 00 m 1953 50 nwn7
2000 mm
30 24 cm’
1.01 9*£
1 42 ghz
‘f'rtrai e..
e te
<05 9978
VtHumr change Fachy F*              0 09324 After Teel
Weight o' sampling Weight o* dry sample *f Ing Weight of Ring
Weigh! or wal sample Weight of dry temple Weight of moisture Frtal mob tune conirnt Final tahxaUo" ST«
144 75
127 00
71   M
71 S2
SS 75
1778
31 85%
t«6«7
Overall eelUameri
Volume charge
Final vonr-e
Final OenMy
Fetai Dry denary
Final void ratio
3 M80 mm
7 5555 cm*
315849 cm* 1 3204 g/cc
1 7599 ytc
0 51
Volume CompretsiNiiy rnerameniai Changes
tbU
KNhnJ
.Coefhcent q< consoMation
.►VTOmm
20
MT
100
l*a.
J 1 76 77 B1 sj D 1670 165 i|
1 730?         0 217
10 039
at     200^
;4
»4
400
800/
p      868*      o      185      I    <«*’            -7 H ?
t P    1600
p 544.L
4 840
17038
50C
'                         0 065         | ® yc°[ J5 961
18 500' J72 214
L«k      400
t?ji _____ 100
t’vProject-' Upper Be lea Balancing Storage Reactvoir She Client- Addi» Gco-Syetem CO. LTD
Location: Bnthole Drilled
Tot P«: BBSR-01
Dcpth(m): 2.O-2J5
Sample No.: _
Sample Type: Undhturbcd Date: 03/02/2010
Tested By: G.M
Void ratio Vi Freaanre curve
100.0000
1000.0000aProject: Upper Belts Balancing Storagr Reservoir Site Client: Addis Geo-System CO. LTD
Location.’ Pothole Drilled
TeitPhr BBSR-01
Dcpch(m): 7.85-W
Sample No- _
Sample Type: Undisturbed Dace: 04/02/2010
Tested By: G.M
Void ratio Vs Pressure curveTttl
Pro>cl
Date Tetled 4/2/2010
□?©** Beiaa Bewncinp Sling* RMorvor S4«
Samp* NO              BH UBBSR 01
DepfrXm)
4 2G4 55
Spec fie gm »my 2B3
Before Teet
Oameter. 0
50 00 rrm
Weight o* samp**Rlng
136 41
Area A
*063 50 mm*
Weight of Ring
67 05
TTacfcnetK H
20 00 mm
Waighl of * a mote
70 56
Volume
30 24 cm’
ihteight of (fry temple
40 39
Density
1 SO g/cc
m/!*f moisture content Mo
42M
Dry Density
1 26 gfcc
MBafle-
1 09
’03 46746
Vcxjfne change Factor F« 010446
After Test
VM^ght of sample*nng
135   76
Overall Mtlhmem
0 8260 mm
WRght of Oy sampte*<rg
117   24
Volume change
1 6256 or'
Ihtaght of Rng
67   65
Fnal volume
37 6142 cm’
VW«ght of wet aampte
67.91
Fnal density
1 6054 g»tt
Weight of <9y eamp*
49   30
Fn* Dry denary
1 3131 gtec
Weight of momtirw
10  52
Final vod ratio
1 00
Final molahze content
37    50%
Fined lattralksr Sf’
96 33
fOf^POP.CATre
XProject; Upper Belta flu J anting Storage Reservoir Site Client: Addia Geo-System CO. LTD
Location: Borboie Dnlled
Teat Fit: BBSR-01
Dcpth(m): 7*85-8.40
Sample N0.1
Sample Tvpe: Undisturbed Date: 04/02/2010
Tested By: G,M
Void ratio V« Pressure curveCaflaeMtften Te«t Cerite* Sfte«1
:
MnrBQ. Qwtwww a,
Date Tested 18/2/20*0
S^npte Mo SH-UBBSR O?
O«fMh(m)
Specie gravity 2 73 Before Teat
200-2   50
Diameter     D
50.00 mm
Wesgnt at sampietRing
139 17
Area. A
1063 50 mm3
Wwgh'of Ring
71 42
Ttecknesa. H
20 00 mm
Weigh! of sample
67 75
Volume
39 24 cm’
Weight of dry sample
44 27
Density
1.73 glee
Inaiai mostire cont err Mo
53 04
Dry Denary
i 13 ycc
trwtui c«-
irvtef
1 42
101 08106
Volume change Fedor F« 012000
Alter Teel
Wa^M of sample**r»g
131 29
Overall se-ement
4    9600    mm
W«Qhi ot dry ••mpla-wng
11589
Volume change
9 7390 cm’
Weight ol Ring
7142
Final volume
29 5010 cm’
Weight of wet sample
59 67
Fnai density
2 0294 >CC
Weight of dry sample
44 27
Fv\ai Dry dertsfy
1 5006 g/cc
Weight d molsttre
156
Fmal vod rate
012
Fml mottture content
3524%
Final saturation Sl=
11743
VomJ Ratio
Votjme CompreSStHCy
Coe" cent o’ consoteillion
Comprwswan
Pressure
Settlement
e=e<-5e
Incremental Changes
Mv=
hthjh
’V.-i»*.*m,K2 (H  )'
M
Cv*
lndex.Cc
£
MN/m*2
A H mm
e^TJT
M
15U
M,=?Omri
mm
mm2
U02«-|H_>*A50
*•0 1210
KM/m2
1*9,
min
0
0
0 1210
1 420
0
0
20
1
50
1 276
0 154
1 266
0 154
50
2266
0 274
6 250
18724
19 362
374 887
1 560
2
100
1.878
0 227
1 193
0 073
50
2 1931
0 255
3 240
18 122
18 423
339 407
2 724
3
200
2 599
0 314
1 106
0 087
100
2 *08
0 255
4 640
17 401
17 762
315 471
1 695
0 345
4
400
3 420
0414
1 006
0 099
2C0
2006
0248
5 760
16 560
16 991
288 677
1 303
5
800
4 295
0 520
0900
0 106
400
1 900
0 139
7 290
15 705
16 143
260 560
0 929
•
7
tJ
1600
BOO r           400
1            too
5 26i[ 0 637 5 2O3| 0.630 5 1281 0 620
1 4 96o] 0600
O7B3
0 790
0   800
0 020
0 111
-0 006
0009
-0 020
800
-800
400
-300
1 763
0 083
4 410
14 732
15 219
231 603
1 365
------------------- ”Project Upper Bel« Balancing Storage Reservoir Site Client Addis Geo-System CO. LTD
Locution: Borhole Drilled Test Pie BBSR-02 Depd>(m): 2 00-2.50
Simple No.: _
Sample Type: Undisturbed Date: 18/02/2010
Tested By: G.M■
:
Dale Teeled 
Tf. c^w^uoa IMei
Jtxw 5«m i        Mkarc^g Vor^.          "••error SO
672/2010
Sample No             0H UBBSR 01
CM«<r|
Specteg^Wy
Before TmI
5 10 5 60
2 62
OamHe* 0
50 00 mm
We»ghl of B«mple*Ring
136 00
Area A
1963 50 mm1
VMto^Mo/Rng
67 62
TNcknen. M
70 00 rnm
Wdght of temp*
68 16
Vcurr
39 24 cm’
of <ry eampte
4423
Gentry
1 74 pfcc
kWbar moNtire conlenl Mo
54 15
Dry Denary
1 13 p'oc
IrMul ■-
Initial ■»
1 12
<07 11696
Volume charge Factor F«
After Teat
0 1’6Z2
VMvgfe of eamptening
128 30
Overai tenement
4 5220 mm
Weight of Uy Mmpie«ring
11705
VoAjrre change
6 6780 cm’
wargntof Ring
67 82
Fne vceane
303611 cm’
WHgnt of wet sample
60 48
FmaJ denary
1 9920 glee
WHght of dry sample
44 23
Final Dry denary
1 4SM gfcc
Weight of mDtofcra
1625
Final void ralb
080
Fna* rrotiLre corlom
36 74%
Finer urkratan Sf-
120 55
CoeoMditan im( dMe fg e-ioocc^vt
Pr>»*um
KHAW?
C-oryiilon lndex.Cc
TH
Mv *
■- »r‘’ xr. ■ •■
Cocfficerrt   of   consoidatu   r- FTR^R- --------------------------------------- 7HZT
-r^TT
F»0 1162
0 0 1162
t?O26-<H^rn5O
"*W
1 320                0
1 206          0 114
IB 510
16772
17910
17 IM
16 228
IS 169
:i60    640
:52 388
1-59292
145 328
176790
146 757Project: Upper Be lei Balancing Storage Reservoir Site Client: Addfc Geo-System CO. LTD
Location: Bor hole Drilled Tear Pit: BBSR-Oj
Dcplb(m): 5.10-5.60
Sample No-l
Sample Type Undisturbed Date: OH/02/2010 Tested By: G.MfW MOt/riuq 4//^r
&*3 pur jjjtji QjfO^fy r^rf/i
/Aup.j
'FapMi rf Effapj,
o flT#fr
C”H ~.
V                      St
Ei’&fw Ntir tmfittw //ffffDntJt^e Ptm
ANNEX]
RIGHT BANK WEIR GEOPHYSICAL SURVEY REPORT
DECEMBER 2009F ,-frrx
. ff E^ntta, Mta:tin tf u~t^r Cw E rr^i
f-J-wjfixw XJr I»n*u3w nd Pran^f I'n^jGEOPHYSICAL SURVEY:
UPPER BELES RIGHT BANK OFFTAKE WEIR SITE
DECEMBER 2009Ft/kn! DvwuiK R/piMc of Eihopia. Mimrtry of V ofrr jo.i Earrr, E^hofaao Sift hnpUM aod L>r»O^f Pryf-Contents
I. INTRODUCTION
7,7
1.2
1.3
MaGWUfJD................... ....................
OtyECWE Of THE GEOPHYSICAL SURVEYS LOCATION AND ACCESSIM ITY
<4
2.     GEOPHYSICAL SURVEY
2.7        GENEJM1....... ........... ..............................................................................
J
.1
.2
3
22
23
24
Survey Layout ano Summart Statistics...........______________
Ins      i      rumen      ia      tion      and      Field      Procedure      .....
Data Processing and Presentation ...............................
■4 r-
■■
3.     RESULTS AND INTERPRETATION
3.7
3.2
3.3
Une-I
Line-2
Ljne-3
-4-- --- aa-* ---
4.    CONCLUSIONS AND RECOMMENDATIONS
ANNEX I. 2D RESISTIVITY SECTIONS SHOWING INTERFACE BETWEEN HIGHLY WEATHERED ROCK/SOIL AND UNDERLYING
R^^^3K. ....................................... .................................................................... LIST OF FIGURES
6
6
.....1
 .7
9
Figure      l-l.      Location      Map      of      the      Upper      Beies      Weir      Site2
Figure     2-1.     Location     Map     of     the     geophysical     lines/pro     files4
Figure 3-1.2D Resistivity Section along Line-1........................................................... 6
Figure          3-2.          2D          Resistivity          Section          along          Line>27
Figure 3-3. 2D Resistivity Section along Line-38
LIST OF TABLES
Table 2-1. UTM coordinates of the 2D Resistivity profiles3fuAtf Arumjfl pvr mA] irrdbnj/.; cZaw^pr^xJ ,i &W rtdanrjft 'W&H .\ifltvMOQ /wy
iI.  Introduction
J J Bockground
The Upper Belcs Weir Project is part of a larger planned irrigation development under the Ethiopian Nile Irrigation and Drainage Project The main structures proposed consist of a weir on the Upper Beles River, a sand trap roughly 40m wide and 400m long and main irrigation canal.
This report describes the geophysical Two Dimensional (2D) Resistivity Imaging survey conducted at the location of the sand trap on the right side of the river close to the weir axis on November 27 and 28, 2009 for the purpose of geotechnical investigation.
1.2 Objective of the geophysico/ surveys
The original plan was to measure two lines, one along the weir axis (200m) and another along the sand trap diversion structure on the right bank (100m). However, due to weir site construction works already underway by Amhara Design and Supervision Works Enterprise (ADSWE), the plan was revised, and three lines were investigated only on the sand trap.
The main purpose of the geophysical survey conducted at the site was:
•     To determine the depth to bedrock.
•     To determine the thickness and degree of weathering of the bedrock and;
•     To determine the existence of geological structures, i.e faults and/or fracture
zones
The depth to bedrock at the site of the sand trap determines the cost of the structure, which depends on the difficulty of excavation to the extent of blasting if shallow bedrock may be found.
11.3 Location and Accessibility
The Upper  Beles Weir site is found on the Upper Beles River,  about 16 km north of the village of Fendika in Jawi Woreda, Awi Zone of the Amhara Regional State.
The site can be reached from the Addis Ababa-Bahir Dar highway by branching to the west at the town of Koso Ber. Koso Bcr is found at about 430 km from Addij Ababa Thereafter, a good gravel surfaced road of about 100 km to the west via Chagm leads to Gilgel Beles. A northwards turn 3km west of Gilgel Beles on a 6km long road leads to Fendika. From Fendika. access to the site is possible using a new track bulldozed by the ADSWE The location map of the project area is given in Figure l-l.
2.2.  Geophysical Survey
2,         f General
Geophysical surreys provide useful information in the planning and implementation phases of large construction projects, where the geological conditions of the foundation beneath the proposed structure should be investigated. In this regard, geophysical surveys provide indirect information about the subsurface condition to supplement the engineering geological investigations.
The geophysical method employed in the present study is the Two Dimensional (2D) Resistivity Imaging Survey, which is able co furnish subsurface information both in lateral and vertical direction Different geologic materials show significantly different physical properties, the measured property in this case being the resistivity of the subsurface co electric current flow.
2.2 Survey Layout and Summary Statistics
Three profiles, Line I to 3. were laid out in the area of die sand crap diversion structure as shown in Figure 2-1 Line I follows nearly the center fine of the sand trap, and is 300m long, whereas Line 2 and Line 3 run almost perpendicular to Line I The length of the cross profiles is in the range of I 20 and 130m.
A hand held eTrex Garmin GPS receiver was used co measure the UTM coordinates of the start and end points of the geophysical profiles, which are given in Table 2*1. It should be noted that the Adindan datum was used in the acquisition of the UTM coordinates.
Table 2-1, UTM coordinates of the 2D Resistivity profiles.
Profile
Start
End
EaMkng
Northing
Eaallng
Northing
Length (m)
Line 1
247757
1289988
248016
129013G
300
Line-2
247738
1290076
247765
1289949
130
IUne-3
247804
1290091
247849
1289980
120
3Figure 2-1. Location Map of the geophysical lines/profiles.
2.3  Instrumentation and Field Procedure
The PASI I6GL Earth Resistivity Meter was used in the 2D resistivity imaging measurements, which is powered by the PASI model PI 00-3 Energizer that can deliver current up to SOOmA. at a maximum output voltage of 350 Volt. Additional pieces of equipment used include:
•     Cable sets (for current and potential circuit)
•     Stainless steel electrodes
•     Connectors and clips, and
•     Hammers
Each profile was laid out on the ground from the start to the end point. The starting point was labeled as station 0 and the end point was labeled by the maximum length of the profile. Stations were marked at 10m interval with wooden pegs/picketsThe Wenner electrode configuration was used, with smallest inter-electrode spacing (a) of 10m. Multiples of the smallest inter-electrode spacing (na) ranging from n-l to n=4 were progressively used so as to increase the depth of investigation, the largest inter-electrode spacing mainly used being 40m However, for Line-1 measurements were made up to n=5. the largest inter-electrode spacing being SOm. The data is collected in such a way that the electrodes are arranged along a line with a constant spacing between adjacent electrodes First the profile is traversed with the smallest inter-electrode spacing, and then the process is repeated with rhe next higher spacing until the maximum spacing is reached
2 J Data Procuring and Prejentatfon
The 2D resistivity imaging survey data is first edited to remove any erroneous data which could have detrimental effect on the inversion process. The edited data is input to the 2D resistivity inversion software, RES2DINV, which automatically determines a two-dimensional (2D) true resistivity model of the subsurface for the data obtained from the imaging survey along a particular profile.
The program divides the subsurface into a number of rectangular blocks, and cries to determine the resistivities of the rectangular blocks that will produce an apparent resistivity pseudoseccion that agrees with the actual measurements. The inversion method basically tries to reduce the difference between the calculated and measured apparent resistivity values by adjusting the resistivity of the model blocks in a number of iterations A measure of this difference is given by the root-mean-squared (RMS) error.
The final output of the inversion provides three sets of sections, i.e. the measured apparent resistivity values, die calculated apparent resistivity response of the model and the true resistivity model itself. The true resistivity model section Is further interpreted in terms of the local geology, and is presented in Figure 3-1 to Figure 3-3 for the three profiles, respectively. The inferred contact between the highly weathered rock;soil and the underlying bedrock is presented in Ann ex-1
S3.  Results and Interpretation
3.1 Une-I
The  interpreted  2D  resistivity  section  along  Une-I  (Figure  3-1)  shows  distinct resistivity responses generally marked by low and high resistivity.
The low resistivity response, attributed to highly weathered and/or fractured rock. Is observed at three locations along the line. The 50 Ohm-m resistivity contour is considered as the boundary between the highly weathered/fractured rock or soil and the underlying relatively massive bedrock. The low resistivity zone stretches from about picket 30 in the SW to nearly picket 200 in the NE. attaining a maximum thickness of about 15m below pickets 60-100 and picket 150-190.
In the area between picket 220-240. the low resistivity zone (10-50 Ohm-m) appears to represent a sub vertical structure having a large depth extent, which probably represents a weak zone Also the area between picket 260-280 is underlain by such low resistivity response, which is still open northeastwards.
MaO] resistivity with tBptqrdjrfty
lleritiM ■ RMS error - £.1
Figure 3-1. ID Resistivity Section along Line-1.
The bottom pan is characterized by high resistivity response varymg from 50 Ohm-
m to greater than 300 Ohm-m. This high resistivity zone is probably the response ofslightly weathered to massive rock, which forms the bedrock in the area. The portion lying between pickets 70 and 140, in particular is characterized by very high resistivity, and thus may correspond to fresh horizons. The area between picket 0-
20 and 210-240 may be sites where shallow bedrock could be found.
3,2 Line-2
The  2D  resistivity  section  along  Line-2  (Figure  3-2)  shows  two  zones  of  contrasting resistivity responses. Generally, the northern part of the line between station 0 and
90 is characterized by low resistivity values below 50 Ohm-m, and may be attributed
to   highly   weathered/fractured   rock   This   zone   extends   down   to   more   than   25m below the surface, and further extends northwards beyond picket 10.
iiwni
PW*I relativity irith icpejrApfrt
Iter'atlam 5 WB wruf* - Jut
tiw
1775
173*
1775
1H5-
K.M ft.M
a[—icziEZ3m r
Hl 71. 1 U.fl 11.1
tn litIvitf !■
IM
tfMt LitcLredf
- 1a.p
Figure 3-2* 2D Resistivity Section along Line-2.
In the southern pan of the line between Picket 90 and M0. a high resistivity (>50 Ohm-m) material is found close to the surface and having depth extension. The high resistivity body generally appears to have a northward dip. and is still open in the south probably extending to the river bed indicating that the area is underlain by slightly weathered to massive rock
3.3  Line-3
The 2D resistivity section along Line-3 (figure 3-3) shows a simple subsurface stratification. Except a small part in the southern tip of the profile at picket 100 and 110. the whole section is underlain by a low resistivity material of less than 50 Ohm-
7m with resistivity progressively increasing with depth This low resistivity hye probably composed of highly weathered and fractured rock, having thickness of
to 15m. which is expected to increase even more further north of picket 20  u as can be seen from the section.
rwKMrttr dll tapojriptf
I.N A.M lt.l
BMlUlvlty In afea.B
• HI ?M
I
Hi..2 i.nhml, ,.,.A
Figure 3*3. 2D Resistivity Section along Line-3.
The high resistivity values at depth probably indicate the response of slighdy weathered to massive bedrock The depth to bedrock progressively decreases to the south, and is expected to be close to the surface north of picket 100
8Conclusions and Recommendations
The results of rhe geophysical surveys conducted it the proposed Sand Trap diversion structure clearly indicate the nature and condition of the subsurface materials.
Three profiles were measured at the site. On the first line, extending in the SW-NE direction, the surficial layer attributed to highly weathered/fractured rock or soil is found between pickets 30 and 200 with thickness generally ranging from 8 to 15m.
Between pickets 220 and 240. a vertical low resistivity anomaly (10-50 Ohm-m) with its resistivity value decreasing with depth has been detected. This anomaly may be interpreted is a nearly vertical structure/weak zone, which extends to more than 25m depth. At the NE end of the line lying between picket 250-300, another iow resistivity is mapped which is open depth wise.
Line-2 and Line-3 run in the north-south direction across Line-1. The results along these lines indicate that depth to bedrock is deeper towards the north. On Line-2, overburden thickness of more chan 20m may be found between pickets 0 and 55. whereas between pickets 55-80 depth to bedrock is in the range of IO-2Om. In the area south of picket 80, the bedrock is very dose to the surface.
On Llne-3. the bedrock outcrops in the southern part close to the river bank south
of picket 100. To the north of picket 100, the bedrock is covered by a low resistivity material whose thickness varies between 10 and 15m, Generally, a northward
increase in the thickness of overburden is observed.
At the intersection of Line-1 with the other lines, very good match is found on the interpreted depth co bedrock For example, at Picket 80 of Line-1 and Picket 7S of Une-3. depth to bedrock of 14m has been found. Similarly, almost outcropping bedrock is mapped at the intersection of Line-1 and Line-2Annex I. 2D Resistivity sections showing interface between highly weathered rock/soil and underlying rock, (a) Line-1, (b) Line-2 and (c) Line-3. Black dashed lines show the boundary.
(a) Line-1u
jouja SUH 5 wnr-wir fiildrubodoq ujpi
i«po*f
Z-aun (q)(c) Line-3
Elevation Model resistivity with topography 12$a Iteration I RMS error • M.S
12h5
12M
1235
1230
1225
122fJ
Lin?3ll
61.0 Resistivity In ohn.n
Unit Electrode Spacing■'               AfrwzffFD>/’[T«vr fEiwjj.
£j^»' X<*
ANNEXE!
TRIAL PIT AND HAND Al GER LOGS: COMMAND AREA. v>ni WfMc c*
rr
Mini r* II \l!ft C* Encpg
Er piiitt.\,w Ifrirjtw jf.fiDm*r* fryertifalcrow
Project Name
Upper Boles Irrigate Scheme
Project No.
BELES
Coords    243885E    -    1288a?5N Level           1243 00 m AS LM
1 50m
Location
CNent-
Upper Beles
Federal Democratic Republic of Ethiopia
Ministry
I    Or”         Lwvel
Dimensions
Depth
043m
Hole ID
TPB4
Sheet 1 of 1 Date
20/11/2009 Scale
1:25 Logged By KEH& TT
Slratixn Description
____ _______  ____
I (mj
(m ASLMi
TOPSO*.
MMK-N^Y-X^CtAY-b.oOt.
fine
0 17
1242 S3
az/
v 
(T opted)
_----------------------------------- --------
f V V ModoW!itrong wm»tne«i BASALT w*l
v V V           (Bedrock 1
0 43
12425*
X—W
rc/’Tii*** >i Q43 n
Stabibty
Remarks.
Gr *»xkeater Dry
No shear vane taken as insufficient cover Desiccation cracks down to bedrock.
M.SKalcrow
Project No
Project Name
BELES
Co-ords: 240560E • 1287536N I Level 1238 00mASLM
Upper Beles Irrigation Scheme
*t
1.50m
Location   Upper Beles
Depth
dent Federal Democratic Republic of Ethi
opia
2 00m
Ministry of Water Resources
Lewi
fmASLM)
Legend
-7T~-
Stratum Descriptor
R«sJts\
ri
____________
*     —4     Sl^tt«Wt>rown>dtyCLAV     □<     hljfh     plasticrty     <rtth     shny     Hck<r     sis’ -“2-1 Roots 12tn ortr
(VwMt)
NN1 ®*P>
NN2 «kP>
M43
NN 4
<f*Pa
NN 5       74kPa
NN 6
B
6MP»
NN 7
55kP«
NN 6       57kPl
NNO
1
64 kPa
Remarks
Hole s«des dried out in the upper part
Groundwater DryUalcrow
Project Name
Upper Beles Irrigator Scheme Location Upper Beles
Project No
BELES
Coords     239331E     •     1286608N Level:         1237 00 m ASLM
Hole ID
TPB 6
Shoot 1 of 1 Date
1 50m
Client
Federal  Democratic  Republic  of  Ethiopia Ministry of Water Resources
Dimensions:
Depth
2.60m
25/11/2009 Scale
1:25 Logged By KEH&TT
Samples* M Mu Tarting
Depth (m>
Tw-
ResulK
s»« .uKy
red'biac* Tine lo me*um
(Verkeolt)
Stratum De«cr»piion
90.*^ CLAY -Hb -vnv
©T weainered ha**
vdes c,r— •
14O*Po
136KP4
MOfcPa
Highly wealhcr«l thiwll receded as wWtafligN grey wry
10 coarse tutveundad to angUar GRAVEL
(Weathered Badraeh.i
Stability-
Remarks:               Hole sides dried out in the upper pert Mewmum hand vane reading is HOkPa
Groundwater Walerstnkeat f25m~[ Ualcrow ££.
I P*ojed Name
I Upper Beles Imgalton Scheme
Project No
BELES
Coords     235345E     -     1285882N Level:          1233 00 m ASLM
1 Locator Upper Betas
1
I Cheat            Federal Democratic Republic o( Ethiopia 1                      Mrrstry o( Water Resources
Dimensions
Depth
1 50m
Sanptai tin Sftu Taling Dapfr lcwl
□epr^r TJ^ 5ft*un* Iw ASLM)
LBWl
laosnd 
T ?--'•} Eko*n |ligr<ty sandy CLAY/Sfl T
•S’ 5-!              (VsrtlicH)
_ ____ _
Stratum Description
050
050
050
0 00 120
000-' 20
'ftkPa
XkPi
120*2
xherw)  tusaH  raco««fM>  as  wtXefligT/  gray  wenr  Silty wjbrourond io annular GRA vTl
StMHMy
Remarts:
Groundwater Dr,} talcrow
CW ►
Protect Name
Upper Betas Irrigation Scheme
Location:     Upper Belos
—f—  --------------
Project No
BELES
Co-ords
Level
Dimensions
232695E - 12B3560N
1236 00mASLM
1 50m
Client
Federal Democratic Republic of Ethiopia
Depth
0 25m
_r
-
I
Ministry of Water Resources
Hole ID
TPB 8
Sheet 1 of 1
Dale
21/11/2009
Scale
1:25
Logged By
KEH
S^pU. UnStu Twllos
DepthI j
(m)
__ ___
Lewi
(m ASA M)
Legend
4 ♦• + +
Stratum De»cnp4ion TOPSOL      tmwn      sturdy     yewdy     SLT/CLAY     mth     mm
0 07 1235 03
025 1235 n
\ (ToplcW)
______________________ ______________
► 4- 4- 4- 4-                 Black   wrth   brown   red   end   cranio   statring   N.jhly   weather   nd   mode<BWH,   strong
Ikw lo modern grained DOCFRH t
Joint ortem&or 004/86 146 M
iWeMhered Bedrock)
M^Ud (cooling joW») **¥ t»gN
....... ..............................
TrWp« Ccrnplete tf 0 25 tn
09
:
-1 5
I
I
2.0
J
stable
Remarks: Nq samples taken
^Wwater Dry
\GS'{alcrow
Project Name
Upper Beles Irrigation Scheme
Location Upper Betas
Cbent Federal Democratic Repubfic of Elfropo Ministry of Water Resources
SaMtsAfeSfeTM?
Depts («n) 7jre Remjllt
Coords     229084E     -     1282214N Level:           1225 00mASLM
Dimensions
Depth
2.68m
1 50m
SHKum Description
Stf! Hack Mty Qrawty CLAY o' h^i plasticity Grasel h £»"' lo coana subanguUf to wbrounded ol weathered
(VertHotii
lUXPi
IDOhP*
1f X*Pa
•"’Wdafoidil baiau mwred as Qfeycieyrv s/*gl*V C^M is fire to coarse wtrcxsitMd tn suba^ar
1J4-2M
Stability:
Remarksfjalcrow
project Name
Upper Betas Irrigation Scheme Location Upper Betas
Project No
BELES
I---------------
Co-ords
Level
225829E- 12786O7N 1204 00mASLM
Dimensions:                   1.50m
Depth
2 60<n
e
Cbeflt Federal Democratic Repubkc of Ethiopia
Ministry of Waler Resources
J
Hole ID
TPB 10
Sheet 1 of 1
Date
23/11/2009 Scale
1 25 Logged By KEH 4 TT
LowqI
Strake DwcnjMon
ResJ?
DeoCh
(m)
im ASLMl
TOPSOIL truwn SLT/CLAY wMh yaw roots
(7op»«)
Red brown stiff <U^y
mediun highly wditherwd Mnait
IRodSrown SnCloy)
CbAY/SCT. Gnr* s *+*• 
"no to
000            NN 1        172kPa 060            IVN 7       SCKPa
060            NN3
1.10          NN4
lOOkPa
110 NN 5 115*6
1.10          NN 6
77-2 60         B
160
NN7
idftKPa
160
NN 6
WUPj
1.60
NN9
IlShPo
2 10
NN 10
82kPa
210
NN 11
100kP»
7 10
NN 12
102HPB
Stably:              stable
Remaps.
Hole sides dried out In the upper part
Maximum hand vane reading is 140kPa
^w-.ver Dn,.----------------------------------------'laicrow
r«
_._L__
Project No
BELES
Co-ords     221542E     -     1276465N Level:           1146 00mASLM
Location: Upper Beles
Dimensions
Depth
4 60m
1.50m
i
Federal Democratic Republic of Ethiopia MMrnissltrivy noffWWftatatef rGaRcessm ources
Lewi
(fflASLWl
j
legend. -J
SUaijrr Descnptor
811,1 dBrt'0 ^
r
br o*^^rv CLAY
new
1 rocHoi)
SW dart ^flatfish tro»r> »*ysl*ghflyCJAY
<vSSf Wh"* ar¥j
~T
056
055
0 56
114iPa
i«W>»
140kPa
I
IM
105
1 05
018-2 55
1»
■56
156
132IP1
’tOkPi
M4Z
1VN8
b%9
205
205
205
4 15-4.35
4.J5M4tX)
Sldba«t>
Rom*riis
•ui at*.
”4185
5X^8^
-------
craaiItalcrow
Hole ID
Project Name
Upper Beles Imgabon Scheme
Co-ords: 217950E - I27342ON Level            113600mASLM
Location
Upper Beles
Dmens«ns
1 50m
, TPB 12
I Sheet 1 of 1
Dale
23/11/2009
Scale
Client
Federal
Democratic  RepuUc
of
Ethiopia
-I Depth
2 62m
E
Ministry of Water Resources
5
1 25
I Logged By
I____
'
KEH&TT
Stratum Description
SWT dark gray
b   wfVW   fc
< T ^ ^s'Vhnygra^i^CLAY^th •hms
_______________ _____
•Ides   Gnnerf
es   Un*   black   rounded 
Fnxn
1   2m   becoming   damp   and   trv*n
cotocr Roots to ’ 3m '>r<?
(VarbaoH)
l20M>a
9C’bR>
0 00-200
8N»i
4^P]
*/N io
93kPa
9?hPi
MMPa
Srrfl ^tow clayey tlighfly <F»^ly SILT Qrawf
IVN II
IVN 12
fV^towGrey S4LOay 1
Ho<o S'des drid out in the unoer
Grourx»w»i^ '
Dryiialcrow
________________________
Project Name
Upper Betes Irrigation Scheme Location. "Upper Betes
Project No
BELES
I-
Coords 227024E - 1280149N Level          1229 00 m ASLM Dimensions;                  1 50m
Depth          X
2.33m          ®
_J
Client
Federal Democratic Repubkc of Ethiopia
Ministry of Waler Resources
Hole ID
TPB 17
Sheet 1 of1
Date
30/11/2009
Scale
1 Zu
Logged By
KEH&T7
^p^imSWT^oy
D«P<b (WJ
Rflu/ls
Le*
( m A$LM
Wed(>*h tro*r v»ry stiff CLAWS LT
Hed/R-cwn SavClay?
On wuffi and w.t taco band o< -n^.r io COBMES and BOULDTHS * d*t W™<*xn **r*d* weaHwmg on surface
white
os
050
NN I
r 7-
*
On     north     face     o««*V     b.nd     GrM«jvM«     »°     ^braunOnd     fn. to coarvt of dc<*<ile Hr^jtWy w«-oihefBd
10
100
100
100
00&23J
M»4
F7N 5
NN 6
B
UOhPa
1404P1
140bP>
1.4
'K
1 SC
1 50
CVN 7
lYNff
NN9
14O.Pl
1W»1
140W3!
20
233
122607
25
JO
15
I
»
I
- -Hotosidw dned out Stratum very herd. difficult Ito push shear vane into sides
al 0.5m TP surface too hard to pus* the hand vane in
Gf ’Xiridwatar: Dry
’
'
_Malcrow 211
Name
Locator Upper Beles
Project No
BELES
CcHXds       231911E-       1279477N Level. 1175.00 mASLM
Dimensions
1 60m
Depth
"1
Ctent Federal Democratic Repubk of Ethiopia
Mnstry of Waler Resources
D’P’h            level
|               (mASLM;
2 00m
-J
Slralum Description
S*ff Mach sdty slights grawllyCLAY with ctes-ccaNx) exacts Gray* 1
trown firm ang^ar fo subrourxxi
(Vecws)
050
050
140».Pa
Wi
1Wj.
1®
1 QQ
IOC
MM
IVN5
WHO
iW*a
Wl
'40kPa
V«r>   still   greyih   dart   brown   why   tidily   gravelly   CLAV   Grew*   n   g*,   t) *•** flr»y angular tatOar Fin® Io rredrum gra netf
(Vrtoota)
Qftr-2OC
i to
ito
1 to
140kPa
KOkPi
14DHPJI
2X      ’17300
1
Reronrts              tush and grass rand
Macrmum hand vane reading is 140kPa
-r,Halcrow
Hole ID
TPB 19
Sheet 1 of 1
Project Name
Upper Beles Imgation Scheme
Project No
BELES
Coords    226007E    -    12747B4N Level 1164 00mASLM
1 50m
Location
Chent
Upper Beles
Federal Democratic Republic of Ethtopra
Mnlstry of Waler Resources
Dimensions
Depth
2.55m
Date
02/12/2009 Scale
1:25 Logged  By KEH&TT
Le*H
(m ASLM)
TOPSOIL
(Tapsol)
Stratum D*scr>o<»on Wff ^rrytrown CLAY/SHT with rcciteu
000-0 35
D
1163 65
Stiff r«i brown  CLAY'SLT
(Rwdttrtjwn S4VC**y)
Ofc
ow
0»
050
0 3*1 14
H9kPa
140<Pa
1WPJ
i
»
-10
71 kPa
WkPa
$h(1 reddish prey brown  »41y CLAY
(Redtfrwn SwClay)
000-2 55
114-1 65
15
69kPa
77 kPa
76kPa
Sulf +&Ssrt grey fcrcwn  silly Qraveily CLAY Grew* !•  bruwn/grey f r<> to
coar« angular
S^VCIay)
2.0
15
30
—-------------
Gr 0un U.|
(      or
Maximum hand van© reading is 14Ok Pa
------------------ -- -Malcrow
Project Name
Upper Betas Irrigation Scheme
Location Upper Befcs
Project No
BELES
Coords     224957E     -     1271270N Level 1137 00mASLM
sy,
Cient:         Federal Democratic Republic of Ethiopia Mrtstry of Waler Resources
Dimensions
Depth
2 00m
laMallnfttuli
Opr. (*n)
00W)»
1.50m
J
Type Rmm
Depth
(m)
level
UrKSLM)
Stratum Deicnpfer
TO^SOIt si«f» dert grey clayey $l»ghlN grew*?  Sil T  w<rh  roof j Grwe
brown fine angular
CotrtCH)
SMI   dart   greyly   Grown   clayey   slight^   gm^v   SkT   Grave   .t   Qrpyer
brown fme angi/ar
fVortwtai
14C*Pl
’2>Pa
iGOfcPa
WkPa
Slfl dart \e4ow greyish  trwn urty wghlly flravrfly CLAY Grave is dart
grey fine engjer
(Vertsoti)
insw
Stabdily:                         liable
Remarksfialcrow £X*.
Hole ID
TPB 21
Project Name
Sheet 1 of 1
Upper Beles Imgation Scheme
Coords:    22O5O5E
-    1269005N
Dale
Level 1124 00 m AS LM
Location Upper Betes
03/12/2009
OimensKxis
1 50m
Scale
Cient Federal Democratic Republic of Ethiopia
Depth
2.45m
1 25
Ministry of Water Resources
Logged
By
Swxfes A hi Sftu TeeUng
| Level
l
KEH & TT
CedM'nF Type
Re«dt«
(mASLM)
Stratum Description
Stiff   black   Mty   Ulghty   yiitly   CLAY   with   thlny   *l«cken   s»*Jes   Grave*   «• brown   *ne   Io   cnarw   angular   Desiccation   crack*   enend   to   1   15m   0ec4h
(Verted* I
'OfkPa
U4kPa
«MPa
GOPa
BOkPa
50 kPa
14(MPa
WMPa
i40kPa
UOttPa
^X^rowr,' ™ 
(Vetted*)
CL>Y *"*’ ‘"’"-Ct btack f„.
»VN 11|
VN 12
VN n
1 70-245
’70-2.45
’4O.P4
144MP*
14OPa
S ^bU»y
Ooed out <n upper partDamp from approx 0.9m deptn Stratum very hurt. drfficultk
GcX*1*»i.r
AGS} talcrow
Project Name
Upper Belts Imgaton Scheme Localion Upper Beles
Project No
BELES
Go-ords     22O471E     -     1265693N Level 1096.00 mASLM
Dimensions
Depth
2.70m
1.50m
Ctenl Federal Democratic Republic of Ethiopia
Ministry o( Waler Resources
Sampln & in Smi Tatting
Dtp(h<fnfJ tjpo^
Legend
Stmtum Description
Stiff t»Ck lllty CLAY wdh thirty atlcIliRn s‘dmfl W ith * fracn <X tnjwnhh ypy Fine suhmuMtc QTIWI Deiccabort cr«K rrtentf n 1 Qm deplh
A'ertlscta i
cw IVw 1 MQlPa {•50 IVN2 134^1
0®             MM3         14&P»
0 00*1.56           D
1 00
h/N 4
W-a
1 00
IVH5
«MPb
1 00
IWQ
44kP»
IM             VN 7        11 DhPa l 50           IVHB           IWa
t M            IVN9          nOtPa
***
Clay of e.riwnplyMjh
20a           IVN 10       X?fcPn 2 DO         r/N ii            Mtf’a
200           MM 12        4B*#’2
* 3s; zo            D
S_^_-
1>
Stabrirfy
Remarks;
trod'/shrub   root   penefrubna   to   base   of  trial  pit Maximum hand vane reading is l4l>Pa
Groundwater Standing water 11 2 5rn deplh- ---------------
Halcrow _4__
•
project Na^e
Upper Beles imqaHon Scheme Locate       Upper Beles
Project No
BELES
Co-ords   217847E   -   1268792N Level          1140 00mASLM
Hole ID
TPB 23
Shoot 1 of 1
Date
05/12/2009
1 60m
I
Federal Democratic Republic of Ethiopia C                          Ministry of Water Resources
D»p1h(flU
Dimensions
p
Depth £ 200m 3
Scale
1 25
-to Logged By
77
SVatum Description
SMI to  *ery stiff Mac* silly v-ght!y gra^Uy CLAY desictalion  tracks 1o
1 m dept* GraMH dart goy ftne angular
(VartisoKI
14£*P«
14<APj
140kP»
132HP*
•MhP»
T40kP>
uOPa
i40sPa
140kPi
Very illfl d*» ^luwijh  gray Mty slightly gnvHly CLAY of «ry high
>Mbc<y Gra^ 4 grey Fne anular
(VertHcHI
R *narki;
% '-«w i
a er
and elephant grass
Maximum hand vane reading is 140kPa
■
U.SHalcrow
project Narnc
Upper Bek?s Imgabon Scheme
LocaOon Upper Betos
Project No
BELES
£1^             Federal Democratic Republic of Ethiopia Ministry of Water Resources
________ _____ ____  _____
S^npica Sin Situ Twllng               Depth
Coords 217232E - 1258225N
Level
Dimensions:
Depth
0.10m
Hole ID
TPB 25
Sheet 1 of 1 Date
Scale
1 25
Logged By
TT
0 10
+*
♦ 4- OOLERrTE
<0«*Wkl
Stratum LMtcnpt-^
— -------------------------
Tr *W<1 CorcAaa «  10 f*
—T
05
t5
25
• 20
31
40
^""’arks
R «* Outcrop. Trial prt i
massive dyke
s located along the left Mope of the Betas River covered by very strong
M.SUalcrow
Project Name
Upper Betas Imgafion Scheme Location Upper Betas
Project No
BELES
Client
Foderaf Democratic Repubic cl Ethiopia Mnrstry of Water Resoirces
Co-ords         216868E-1265221N Level 1088 00mASLM Dimensions
Depth
0 10m
Sanpte* & In Srtu T tsting
Le*<
(m ASLMI
Stratum Dwcnplion
□•CtMlR)
Typt! Resi/li
DOLE RHE
iBeewk)
StetHity
Remartis-            Doierite dyke rock outcrop Ooundwalm■—77  <# r*
}{al crow —4—
^joct Name
Project No
^rBeles^on Scheme                                            BELES
Coords: 209364E 1259088N
Level           1120 00mASLM
' Location Upper Betes
Federal Democrat* Republic of Ethiopia C160                     Ministry of Water Resources
Dimensions 1 40m
Depth
0 35m           ?
Hole ID
TPB 27
Sheet 1 of 1
Date
25/122009
Scale
1 25
Logged By
IT
c^^stlnSlluTesinQ
Opr
(m)
LevM
(m AStMi
020 1119 80
0 3?. 1119 55
X_X    x      2L* LAAAX
Stratum Description
Stiff reddlth brown dayey lantfy SILT
(Rcd/Brown SWClay)
Weathered BASAL 1 reco-jercd as dark grayHh bolder with stiff grn^h Nown dwSlT
IWeathered Bedrock^
-to
-
-
15
20
25
10
I
M.SHalcrow ££
Project Name
Upper Betas Irrigation Scheme Location:         Upper Betas
Co-ords 2O8137E- 1256496N
Level:              1129 00mASLM
Omensons: 150m
Depth
c
0
___ _ J25
Cbent
Federal     Democratic     Republic     of     Ethiopia Ministry of Waler Resources
2 30m             2
■----------- — - —--------------1 .
L »89ki
Snplts & in Situ Testing
Decr>(m) T^e Rewilj
t
opr
(m)
Lo«l
(m ASiM)
Stratum DescnpOon
Firm  dart  tiigffly  gnr**y  Cl  AY  frw»  surface  vmy  Gravel  Is  fcrw brown angular to Subanguiv
(Vertisols)
0 40          A/M 1
0 40          CVN2
040           FVN3
0 00-1 40          0
OOkPa
fi2kPe
71>Pe
1 OO          /VN4
1 00          fVN5
1.00           FVN6
4fikPa
GOkPa
Firm Io Miff gmyish brown fifty u»ghc yavetly CXAV wilh desccston creeks Grew! Is Ono dark angular in $ut> 'oundeC
(Vatlwiil
11DkPa
9OPa
KOkPr-
I
_J_L_
StaWily                  stable
Remarls:               Narrow deMCLatxxi cracks
Maximum hanc vine »ead*og ts 140kPa Groundwater moUtfrom 0 5m depth
•
1Halcrow
TPB29
1     Sheet 1 of 1
Project Name
Upper Betes imgaowi Scheme locabon Upper Boles
Project No
BELES
Co-ords        211194E- 1254917N level              1126.00 m ASLM
Dimensions
Depth
300m
1 60m
Dale
26/12/2009
Scale
1 25
Cltaft Federal Democratic Republic of Ethiopia
Ministry of Waler Resources
E
8
Lew*
«n ASLM»
112S 00
legend
010-0*5
i40*Pa
I40KP4
MOkPa
Stratum Description
TOPSO*   stiff   dart   brown   dewv   S*T   **   yvw   mots
(Toped)_________________________________________________________ Ver/ ilifl reddfcsh brown ttWy dightty gravelly CLAY Grav*4 »* yeHomsh
grey Me angUv
Iff (far* brown silty slimily greveffy CLAY Grew! «t dare «ne V(Voerrytibsiols)
*naji*r
(Varteofe)
<15
0X5-140
140 kPa
l4OPa
l44*Pa
10
Stiff to secy vffi dw* reddish brown with vedowlsh finis illty aligMIy
gra,«ffy CLAY at wary r*gn ptasacey Gmwt i« mecfa^m angUar racmarad tram decompo%«ci bedrock.
fVertsols)
11OP»
105kP»
I'SkP*
2»
1123 00
io
>4
L
Stahtty
— — 
Moist From 1 4m depth
Maximum hand vane reading <s 140kPa
-- ----------------------------------- - ----------------------------------
moal towards bottom
U.Sffalcrow
Project Name
Project    No
Upper Betes Irrigation Scheme
BELES
Co-ords
Level:
208997E          -1251117N 1120 00 m ASLM
Location Upper Beies
Dimensions
1.60m
Depth
2.50m
o
E
Federal
Democratic
Republic
ol
Ethiopia
Ministry of Water Resources
Stratum Description
TOPSOt  «llff  da*  greyish  bnwn  clayey  SLT  with  grass  nxli (Topioi:
Stiff lo Miff reddish brown
to fine anpjar gre^H
'Red'Brwr SaVClay)
silty CLAY with Irece yHowlth grey
Remarks
hom deptti
Maximum hand vane reading ts !40kPa
Groundwater. moist towards bottomfialcrow
Hole ID ~~
TPB 31
Sheet 1 of 1
Project Name
Upper Boles Irrigation Scheme
Location UpP°r Bctes
Project No
BELES
Date
23/12/2009
Scale
1:25
Ont
Federal Democratic Republic of Ethiopia
Ministry of Water Resources
Co-orts 206751E - 1250952N Level              1118 00mASLM
1 Dimensions. 150m
-
Depth             5
1 65m            5
Logged By
TT
4 ■? **5?5-
Depr
(m)
Da>(mTjjhf*
Lawai
(m ASIK
Stratum DescncM«on
Vary «MV Made sligffly gravelly CLAY *oii of very high dwhcMy
Dm*cc*oo eracks up to 1 05m Gravel is greyish dart trw* 5ne ary^Jar
iVwewiti
*x-x
c.\.x
* x- *
# X’X
G^y weatherecI bedrock rarovered as ^ryshfl^MHly SILT Graver H grey
irMMlKjm angular
(VMM0M)
R^narks;
C>T‘Undwaler
5laWe
Ends on bedrock
al 0 5m TP surface too hand to push hand vane m Ma^mum hand vane reading Is 140kPa
Dry”’
U.SHalcrow
Project Name
Upper Beies Irrigation Scheme
Co-ocds      204900E      -      1245214N Levol:            1116,00 m ASLM
Localion Upper Beles
Dimensions
1.50m
S>
Depth
Client* Federal Democratic Repub
lic of Ethiopia
3 00m
Ministry of Water
Resources
ja
Tr
Dac*h
(m)
-4M>I
(W ASLM)
Legend
StrMum De«r1p|ion
rOPSOll *m dart brown r»ay«?viiigr<1y Qfr^ilyS LT GrawT »
~-
angular
(T<r*>l)
Stiff dark reddish brown s4ty sligM , graxwy CLAV with one bouldv Un
basjwbc rock of (Mansion <2cmx3Jcni and thickness 5 to Sen occirry^ h IM
srxffh wail at 1.4m doplh Gr»*sl r» OaA Io ^owish brown IHe
I Rod/B'cwn SSVClayi
95*5-3
102kP«
5^4
Wruthwed ord dKomponcd bedrock recoded as                ye*low»Vi ijuy wrffi reddish brewn tints Mty gravely C-AV sod o(Ngh piasocify Grawi • veffnwisn grey fine Io
RMfcrown SdtfClay)
1 0-3 00
IDSM
Stagey
Remarks              wet from depth 1.4m Groundwater Wet towards. bottomHole ID
ffalcrow
TPB 33
Sheet 1 of 1
project Name
Project
No
CcktMrts:
203379E
-     12-10996N
Upper Betas I
rrigation
Scheme
BELES
Level 1092 0
0 m ASLM
Location
Upper B
oles
Dwnensons
1 60m
Dale
24/12/2009
Scale
1 25
Depth
Client.
Federal
Democratic
RepuWc
of
Ethiopia
2 00m
Logged By
Mristry of Water Resources
Le—
(m ASLMI
Sin-urn IViriipIkX’
S *«T* tori FfddiOf trpwnclaywf »i>ghffT
gcasciiy 541, T
rs ^kwish
gfey«Mio *n#dtum pJMw^giiv
iswieiwi suircray)
«ZtPa
40fcPa
Highly   Mattered   todrack   ^caverns
■&   wry   dart
rtdftsh   f*wn   silly
JT** F CLAY. Grawl «t 'ffalSilt/Otarf
rarny otary inyunr
1»kP.
!4tXPa
llWa
a
a aw;
L-WvWm
Gre^Fi      gfttfn      n^d^slety iWaathornj a-MSFOtkj
,vwwJ fVWWN /WAVs ,VAVA aawa <va/va
Stafxif,.
R *^arki
;
stable
Ends on bedrock
Maximum hand vane reading is l4DfcP«
-h
\<;sHalcrow
Project Name
Upper Beles Irrigation Scheme
Location; Upper Beles
Cfcent Fedora! Democratic Republic of Ethiopia Ministry of Water Resources
Coords         213293E - 1252837N Level             1065.00 m ASLM
Dimensions
Depth
3 00m
1.40m
Deplh
(ml
lm!
(m AStMj
Stratum DescnpUor
110kPi
liOfcPa
SUIT relish hrown aayey wl-ghty                   SIT G’asel it dwt anguty Kre grained
IWBwn SllClayl
100kP»
135kP«
iPOkPa
Firm  reddish  brawn  CLAY  ol  yery  high  pUUicity  wif  races  o*  dart Anti ar^Jar gravW
I Rethrown Srt*Clay>
0 00-3 00
B
200
IVN 7      VOaPi
200          IVNB       10*P» 200          rvN9      100 kPa
1 20-3 0G        B
250
IVN 10
enPa
250
IVN 11
TOtPa
250
IVN 12
60»Pa
Stability:                 stable
- _J
Remarts
Mo*st from 2.5m depth
Maximum hand vane readme 15 140kP«
G o<Jndwitec moist towards boflorr-
rfialcrow
Project Name
Upper B&IES Imsati&n Scheme
Locate- Upper Betes
CcMMtfS
Level
211 We - 1248Q69N 1052 00 m ASLM
Hole id
TPB 35
Sheet 1 or 1
Dale
22/12/2009
-
Dwriensions
1 40it»
"1          Scale
Cfent
Federal    Democratic    Republic    of    ELHopo Ministry of Water Resouras
Depth
2.80m
J
4_____
1:25
Logged By
TT
5lr»txm Da-Jtfngtiori
Type
tos’ ao
'■. •<‘7<, V ' ’
l40faP»
MOkPa
1+OhP*
300-1 eo
010-1 bg
ItOfcP*
IM kPa
Wn
A  aMWMf  10(1  daetrnrptmcd  beOwk  rKmttM  M  «ry  stiff  dart  A**WrtS*i  <FWr CKXV                SV GttMf .-s dart qjtv mntfiij-’ Io ccww angular
(Vflrtl«>l4i
140hP*
HOhPa
MOhPa
16&2K
1 8D-2 00
s UbMlHy;
stable
Hxls in weaffv^red bedrock
Maximum hand vane reading Is 140kPalialcrow
Project Name
Upper Bales tmgation Scheme
Project No BELES
Coords       209038E       -
1243378N
Level:             1027 00 m ASLM
Location Upp
er Betas
Dimensons-
1 50m
E
I
Client
Federal   Democratic   Republic
of
ElNopia
Ministry of Water Resources
-.1 1
-_1
Stratum Descnp(icxi Vny stffl Mac* CLAY of very Oflh pbtbcdv F rmh appenrarx:*! ^’Ww deMXahon erects
(Vernwij)
140 Pa
1«kP3
MOPa
140tf*l
!40kPa
•4OPa
14OP*
HOPa
»40kPn
Vary stiff grvyrah dark brown w»y CLAY o/ wiry hlQh platticffy rVaditolS)
very  «HB  dark  tmw  cUyvy  «l<9N1y  grinelly  SILT  Go«  n  nark  ya*  l'ne angJu
7
2.75 VN 11
2 75 VN 12
l40»Pa
1«MPa
140kP»
Remarks
Groundwater Dr>
Narrow des*ccabon crick
"“
Maximum hano vane reading is !40kP«flalcrow 2*1.
T
Project Name
Upper Beks irrigation Scheme
Location:        lipper Boles
Cfent Federal Democratic Republic erf Ethiopia Ministry of Waler Resources
Project Na
BELES
Cooats 2074OQE 1241Q90N Level            KMfl 00 m ASLM
Dmonsions.
Depth
I 2.90m
1 4frn
b
"
D*pBi i'itiI
* In Siu TMUnfl
Rwwlts
——              |
LMl
ini *SLMJ
Sfralum Oftupcnci'rjri
OflM.tt           B
□ 90          r.^ i        144AP* * oao           m        144HP* 0 50         rvhr 3  HOfcPa |
W.40
Vary cliff PlpnHy SKrurfy CiA¥. Frr%.*i vuriacv
faia ar^sar
iVWljfiOiflJ
Srgw *« ?3iric
1 «             ivni          HW*
l.DB          rvwft
1 DO MM fa IWfcPa
U6£F?90            D 1
Ctok'tK] (
16
2.00          IVN 7 I     HOW1* 30o         1 VNft       140hP*
20C          rVN9
1
! UOKPa
J-M            IW 10      HptPa
7.50         F/fc 11          140*P* I 3 50          IVN 12         140W* 1
1045 rn
.__                          Maxknum hand u*r»o readin^'Is 140kPa
—----Malcrow
Project Name
Upper Boies Irrigation Scheme
Location: lipper Beles
Ghent Federal Democratic Republic of Ethiopia Ministry of Water Resources
Project No
BELES
Co-ortis:
Level:
Omensjons
Depth
2 00m
214135E - 1241801N 1104.00 mASLM
2.00m
£
2
”]I
i7-
Samplai & In Situ Tasting
Depth I’m)
0004 <5
Le«l
(m ASLM>
—_l
Stratum DoscnptKn
TOPSOIL f«m dan gray «My CLAY
(TopsoN)
Sl ‘QMy Qra^lly silty CLAY Gq^ n
(RwVBrown SlH/Oar
‘•’D2 6C
WMihered  bnd  reck  reco^oc  as  gray  grMiy  clayey  SCT.  Grawi  n  to flrey medium Io coarse angular and fnat*e
' YeUcw’Grwy S4|/Cl*y)
1 *>3 00
1102C©
Remarks:             grazing land Groundwaler dryffalcrow LtJL
Project Name
Upper Betas Irrigation Scheme
Location Upper Bales
Client. Federal Democratic Republic of EtNopta Ministry of Water Resources
5«npM 4 In Stu T«nng
Coonfe:         2170521?-         1237224N L<W               1147 00 mASLM
D.rnensws;
Depth              £
|     300m
1 4^
~
j
Hole io
TPB 39
Sheet 1 of 1
Dale
21/O2Z2O10
Scale
125
Logged By
TT
iL=7^_^-2L^
-f-
Vary    Mffd*
'I lavish hn?s-»i
Hrear^jur
Slralirn Descinptxin
■__ nL J-,. .la
:—■-------- --------------- ----- ------
Awew-d bed ruck wzwwl n gr* tAcMv d»^» onr^tY S4.T. Grasci t
■>*¥ mctfoni to ccanwi anqULr
C 5O.3QQ
l YaflowJGrAy SJfQjyJ
S, a&lity:
sUtMe-L _L
^ rm land
a’laicrow ££
Project Name
Upper Beles Imgatioc Scheme Location Lipper Betas
Project No
BELES
Co-ords.    22575    7E    -    1241154^ Level:           1284.00 m ASLM
Dimensions
160m
Client Federal Democratic Repubfcc of Ethiopia Ministry of Waler Resources
imASLMJ
Depth
4 00m
E
8
— -J
StrMum Dwcnplion TO^SOt sii*f           reddish trawn uify CLAY
(T«moII)
Von- it iff            trow Uty r y
'RaYBootim SilUOtyl
Grf^vr yvflowrW bnxm with m tr*5 til*y CLAY
(RwMkwn SMClayl
,m •**aAV
>i,f*Q>v' •*
$| b'Cljy)
Remartrv Farm land. Hand Auger from 0 9m depth
Groundwater drylialcrow
TPB 41
Sheet 1 of 1
project Name
Upper Boles Irrigation Scheme Location- Uw^Betes
Project No
BELES
Coords       221231E        -       1246797N Level:             1150 00 m ASLM
1 80m
Depth
260m
Dale
20/02/2010
Scale
1:25
Logged By
Client'
Federal Democratic Republic of Ethiopia
Mrvstry of Waler Resources
A In Mw letting
Oerir^^ypoi
3»CX
Le^l
|m ASLM)
1149 BO
1149 70
Strahxn Description
TOPSOL reddrtT brown sligNIv cobblv greyly Otw SHI G*a^ is dark
grey angular medium k? c«wv»
(Tcpnotf)
_______________ _________
Der* grey Uty Clay with trace gr»\« tnai is *lne angular
(VedHoKJ______ _________________________________________ Dark brtxvn Bight? y gra^etty $4ly CLAY. Gra^ 19 *ne engulnr
(Vertisols}
0XMJ90
0»1»
Dark grey slightly gravelly WFy CLAY
(Vertisols)
M.SHole ID
}{alcrow
project Name
Upper BeifM Imgation Scheme Locator Upper Beles
Project No
BELES
Co-ocds      228095E      -      1253344N Level              1143 00mASLM
Cient
Federal Democratic Repubbc of Eth*>p«a
Mnstry of Water Resources
Dimensions
Depth            d 0 60m             X:
150m
TPB44
Sheet 1 ol 1
Date
22/02/2010
Scale 1:25
Logged By
TT
L»v*
(m ASLMi
Stratum Datcnpbon
0 14-0 40
300 eo
TOPSOf. yeytsh injhOv gravity S4ty CLAY Gra^^darkBrw
angular
(Top coil)______________
V«*y cliff ratfish brown city CLAY
< Ryjfrwn SH/Qay)
__ _______________ _________ ______ _
1142.40
Higrty kccurtf b*drnrt,tf rti aphareoc Basalt
(Bedrock)
T-WI
10
1B
I L
I
10
■
40} laicrow
Project Name
Upper Betes Irrigation Scheme
Location Upper Beles
Cbenl Federal Democratic Republic of Ethiopia Ministry of Waler Resources
Project No
BELES
Co-ords       241775E       -       1254660N Level:             131100mASLM
Dimensions
Depth
2 45m
1 60m
Swnptai & In Sttu Twang
Dapti(tn) ’ 1** Rewti
Datfh
(m)
lew*
(mASLMi
020          1310 80
1
r t'11“ ’J'C’F
ill
x_x x x_*
X £X X
>XXXX
X XX X
Stratum Descnptcn
TOPSOt Ulfl dart 9rwy*l’ghfryy»*«y Silty CLAY Gravel
ong^ar
(T gpSQii) _________ ________ _______________________ S’jtt reddish brown rla^y SHT
.'RedBrown
(
020-1 20
I
I
D
rvs 1
NN2
IVN3
13MPa
90M>»
’UkP.
• x x x •: x x_>~*
<y.
XX-•
XJX x 2_ ■
X XX x__
x_X X x_ x
X X X x_
xxxxx
120          1309 80
0 20 2 45
B
514 reddish brown s/N (XAY Wot lowwds bottom ‘rom 2/rtt defdi dcnr I RwifVwn S4VCl*yi
y-x S
L-X -44
_ _”2L •
1 20-2 45
200
700
200
0
MM 1
MM2
WJ
12OPa
aokou
65kPo
-
_“2L
—X —-
7 45
1308 55
Stability                Made
Remarks              Farm land Groundwater wet from 2mdep4h down
888Hole ID
lialcrow
1t anal
Project Name
Upper Betes Imgatwn Scheme Location Upper Beies
Project No
BELES
Federal Democratic Repubbc of Eth»op<a
Mostry of Waler Resources
I r*dnl
im AS*M)
Co-orts:         226565E         1260075N Level 1144 00mASLM
Dimensions
Depth
2.50m
TPB 46
Sheet 1 of 1
Date
| 20/02/2010
Scale
1 25
Logged By
Stratum Descncrtion
Very Uilf Uacfc Uly CLAY Mil oi w htQn plastcrty Cui pan
ryjlcatiog slurry surface
(VerlfrsoK)
0 00-190
0 00 190
100
1 00
1 00
14OPa
140kPa
140kPa
200
2.00
200
’90-2 50
190-2 50
140M*a
140U>a
140kPi
>C.i*
rxx.j<;xj
>r x a
Weathered bedrock recovered as yeflowtsh Crown grMly sJty ClAY Gr^el is
dariigreyi
depth
(VartaoH)
V**
C K -.LjGX-.
Stability.
^ ^rVs-
er
rann land. Hand Auger from 1.2m depth __                Maxmytn hand vane reading is 140kPa
GfOuM vat
<       er “t talcrow
Project Name
Upper Betes Irrigation Scheme Location Upper Betes
Project No
BELES
Coords   234979E   -   1258256N Level. 1204.00 mASLM
1 60m
Client
Federal Democratic Republic of Ethiopia
Mrwstry of Water Resources
Dimensions
Depth
1.50m
Depth
|r»l
020
LVWl
T
(m ASLMj
. T**
Stratum Description
TOPSOK dart brw> tiigMy gravity Silty CLAY Grawl I* da*
(Topto*)
______________ _____
020080
0 20-0 60
e
D
Yallow grayith dart hmwn grmelly clayey SLT
•npular.
lYtflpw/GrvySItCtori
ZT
050           1203 40
•VeMhereO Dcctock recdwred as (jrry slktfifly iwiry MlnTiB  clawev
y
gravel
(Weathered Bedrock)
0 60-1 50
0 60-1 50
B
D
1 50          1202 50
SlaWify
Remarks
stable
L
GroundwaterHole ID
tfalcrow
Project Name
Upper Betos Irrigation Scheme
Project No
BELES
Coords         235839E         -1264532N Level 1202 00 m ASLM
1 50m
Locauxi
r
Client
Upper Betos
Federal   Democratic   Republic   of   Ethiopia Ministry of Waler Resources
Dimensions
Depth
1 20m
TPB 49
Sheet 1 of 1 Dale
20/02/2010 Scale
125 Logged By
A In 8Mv TetlJng
Typ® Rtw/K
Dcolt*
(m)
Lcmii
(fn ASLM)
rOPSOt i?* dart S4tv CLAY
(TomoI)
OX.120
□ 301 20
D
0
120
1200 eo
Stability;
Buih
G '^0wtW
dry -
U.Slialcrow
Project Name
Upper Beles Imgaton Scheme Location Upper Bates
Project No
BELES
Client
Federal Democratic Republic of Ethiopia
Mmstry of Water Resources
Coords: 233827E - 1272647N
Level:         1177 00 m ASLM
Dimensions:                   1.60m
Depth
0 90m
WcvJts
l ewl
<m KSLMI
Slralum O&cnpUjn TORSO*     Bbffttock     tUtyCLAY
(Topsoil
Wttfhral becrocfc recovered at QreycotiW, srfty GRAVEL Grasd.^
nw<>um io coarse angiJar
iCoBuMuml
**(
0 304? 90
0 30-0 00
TfWp*                * C W *
Stability
_____
sUokj
Remarks                farm land
Groundwater dryftalcrow —-L
Project Name
Upper Boles imgalion Scheme
Location Upper Belos
Project No.
BELES
Federal Democratic Republic of Ethiopia Ministry of Water Resources
Co-ords
Level
Dmensions
Depth
2.10m
243601E- 1273002N 1346 00 mASLM
-
«
Hole ID
TPB 53
Sheet 1 of 1
Date
25/02/2010
Scate
1 25
Logged By
TT
s^^amsaiTtsonQ
I Type. Rbb^
Deptfi Lewi
|m) (mASLM)
Stratum Descncton
Greyish dart with yellowish brcwn ’**» silty CLAY
(VarUeol*)
:3M)9O          D
OS
090           1345 10
Dart  greyMty  CLAY  Wat
iVertisols)
10
D9G-195
-x
1 9S?10
195
210
1344 05
1343.9C
Weathered  bedrtrt  'Covered  M  light  dertrth  grey  gntvelly  clayey  SLT Groel is grey methum to (re graxMKj angular Wet
lYeeow.Grey SHVOay)
1 tht* Constate at 2.10 m
IS
i
I
t
1
■
i
Garics:
- ——-
Orass land & small scattered trees, undertaken as hand auger
*— _
we(frofn 0.9m depth down
\<;s
I 5
<
ipfdtrul DromsW Rffvtbh. ofEffapia Miaiffy of ITafrr and faff# F.thiopiaK Stir 1 motion ami Drmoaft Prwrrtp r»KTilticfljPM
ANNEX K.2
TRIAL I’l l AND HAND AUGER PHOTOGRAPHS: COMMAND AREAFttM
Ef/npa Ni> ImptM *hi Dr.tfMgf PrqrfPlate 1: TPB 4
Plate 2: TPB 4Plate 3; TPB 5
Plate 4: TPB 5Plate 5: TPB 6
Plate 6: TPB 6L fldJ. S ->'Hd
:Plate 9: TPB 8
Plate 10: TPB 8Plate 11: TPB 9
Plate 12: TPB 9Plate 13: TPB 10
Plate 14: TPB 10Plate 15: TPB 11Plate 17: TPB 12
Plate 18: TPB 12PLaie 19: TPB 13
Place 20: TPB 13Plate 21: TPB 17
Plate 22: TPB17Plate 25: TPB 19
Plate 26: TPB 19i
Plate 27; TPB 20
Plate 23: TPB 20Plate 29; TPB 21
Plate 30: TPB 21Plate 31: TPB 22
Plate 32: TPB 22Plate 33: TPB 23
Plate 34: TPB 23Plate 35: TPB 24
Plate 36: TPB 24
*Plate 37: TPB 27*
5
Plate 38: TPB 28
Plate 39: TPB 28 SpoilPlate 40: TPB 29
Plate 41: TPB 29Plate 42: TPB 30
Plate 43: TPB 30Plate 44: TPB31
Plair 45: TPB 31Plate 46: TPB 32
Plate 47: TPB 32Plate 48: TPB 33
Plate 4<h TPB 33Plate 50: TPB 34
Plate 51 TPB 34Plate >2: TPB 35Plate 54: TPB 36
Plate 55: TPB 36Plate 56: TPB 37
Plate 57: TPB37Plate 58: TPB 38
Plate 59: TPB 38 SpoilPlate 60: TPB 39
Place 61: TPB 39fl
Plate 62: TPB 40
Plate 63: TPB 40
IPlate 66: TPB 43
Plate 67: TPB 43Plate 69: TPB 44t
Plate 70: TPB 45
Plate 71: TPB 45Plate 72: TPB 46Plate 74: TPB 47
Plate 75: TPB 47Plate 76: TPB 49
Plate 77: TPB 49Plate 78: TPB 52
Plate 79: TPB 52rfEffityia.    MiMtn    ^    fUTj/n    cr tfDratuagf Prtyfrt
ANNEX L.I
I AB TEST RESULTS PROM TRIAL PITS: STAGE 1 COMMAND AREAFnimi Dt/nontti. RpMrofEfMpi* Ministry tflFafrr t^Entrff EJhitfnai Xik Irrigate* tui Drtfiwtr Pw<tto Introduction
This report presents Summery of laboratory test result of Samples taken from Upper Beles We,rand Canal Site The test results are Grain size analysis. Atterberg Limit. Natural gesture Content. Linear Shrinkage. Dispersion , Compaction. Swelling Pressure. Permeability P* Organic Matter, Mass loss on ignition , Sulphate content of Water extract from soil and Sulphate content of acid extract from soil
The soil tests are carried out following the appropriate sample preparation and testing procedures The following are the standard procedures followed to carry out the analyses 1.1 Standard Procedures
S No
Type of Test
Standard
1
Gram Size Analysis - Hydrometer
BS Test 7(B)
2
Atterberg Limit
BS Test 2 (A)&2(B)
3.
Natural Moisture Content
BSTest 1(A)
4
-___
Proctor Test
BS1377: 1975,Test 12 & 13
5.
Dispersion by Double Hydrometer
ASTM D4221
6.
7_
Shnnkage Limit
BS Test 5
f
0
Permeability
------
STM D2434
0.
Swelling Pressure
BS
11
Organic Matter Content P'
Mass loss on Ignition
Walklay Black Method PH Meter
BS 1377-3:1990
Sulphate Content of Water Extract from Soil                Turbidity meter Method
13;
Sulphate Content of Acid Extract from Soil
BS 1377-3:1990Nile Drainage & Irrigation Project from Upper Belcs Weir and Canal Site. Summary of Test Results
Date : 01/02/10
Parameter*
TPB-5 
(0.0-2.0m)
TPB-5
(0.85-2.60m)
TPB-10 
(0.27-2.60m)
TPB-11
(2.55-4.15m)
TPB-11
(4.35-4.60m)
TPB-12 
(0.0-2.0m)
Grain Size Analysis
; Clay %
i Silt %
Sand %
Gravel %
94.05
4.43
1.52
-
5.85 67.50
22.63 29.43
71.52 3.07
-•
60.18
7.50                 90.00
28.17 84.66 6.01
11.65 7.84 3.99
---
Atterbcrg Limit
Liquid limit %
Plastic Limit %
Plasticity' Index %
L. ----- ------------------------------
102.05
40.62
61.43
36.53
N.PL
63.15
38 43
24.72
83.95
42.36
41.59
50.05                108.10
31.51                 41.29
18.54                66.81
Proctor Test
MDD giri/cm’
| OMC %
1.522
25.00
-
-
Dispersion
| (by Double Hydrometer Method)
ND
Natural Moisture Content (%)
*
23.92
11.80
19.70
50.84
43.13                 22.43
Linear Shrinkage Limit (%)
22.40
1.90
11.00
22.90
7.90                  19.70
Swelling Pressure (Kpa)
82.37
-
-
•
-
Organic Matter Content (%)
4.27
1.84
3.17
I Mass Loss on Ignition                        11.05
1.33
0.89                   4.14
-J
1-
N.B. rhe remaining Permeability and Sulphate Content of Acid extract from Soil test results will be reported as soon as tests arc completed.
Checked         By AppToved ByNile     Drainage     A     Irrigation     Project     from     Upper     Beles     Weir     and     Canal     Site. Summary of Test Results
Date : 01/02/10
Parameters
| TPB-12                   TPB-9 
(2.0-2.62m)        (0.0-1.74m)
TPB-9
(1.74-2.68m)
TPB-ll                TPB-17 
(0.18-2.55m) (0.0-2.33m) I
Grain Size Analysis
Clay %
Silt %
Sand %
Gravel %
13.20
44.69
42.11
-
75.33 32.35 82.50
18.94 37.85 14.06
5.73 29.80 3.44
56.15
39.81
4.04
-
-
Atterberg Limit
Liquid limit %
Plastic Limit %
Plasticity Index %
53.06
33.80
19.26
99.45
42.63
56.82
70.75 80.86
37.19 33.26
33.56 47.60
68.43
42.08
26.35
Proctor Test
MDD gm/tm '
OMC %
-
1.560
24.50
1.558
24.25
1.532
25.80
1.398
34.50
Dispersion
(by Double Hydrometer Method)
-
-
•
-
Natural Moisture Content (%)
22.30
22.15
24.02
18.79
23.87
Linear Shrinkage Limit (%)
7.60
22.00
20.00
21.00
10.00
Organic Matter Content (%)
1.43
3.51
1.47
4.13
3.47
p’r
-
-
7.81
6.21
-
Sulphate Content of Acid extract from Soil (mg/1)
-
-
-
-
-
Sulphate Content of Water extract from Soil (mg/1)
-
-
9.044
3.522
-
Mass Loss on Ignition
11.64
12.06
9.64
N.B. The remaining Permeability and Sulphate Content of Acid extract from Soil test results will be reported as soon as tests are completed.
Checked By — ■
--
Approved By               SSr///fml PiM W ♦TTTC
jrtJH- “twit tuft
WHH-
Mzr rtttMrf Mtfi
Tel. 251 • 116- 18 55 16/61 45 01 Fax 251 -116 - 61 5371/61 08 98 e^nall w.w.d.s e@ethioneLet
Project Nile Dranageand irrigation Ghent       Halcrow
Location.  Upper  deles  Weir  and  Cannel BH No      TPB-5
Depth (m) 0 00 - 2 00
LIQUID AND PLASTIC LIMIT DETERMINATIONS
DATA ANO COMPUTATION SHEET
Water Works Design and Supervision Enterprise Central
Laboratory Service So// & Material Testing Section
POBox 2561
Addis Ababa
Ethiopia
Sample type Disturbed Test type Atterberg Limit Date 23/12/2009
Type of lest
LL
LL
LL
LL
Contemer No
25
67
19
17
No ofBlowi
36
30
24
18
W! of sample ♦ Tare wet
32 310
33 020
34 570
33 830
Wtof sample ♦ Tare dry
24 430
24 660
25450
24 910
Wtof wete*
7.880
8 360
9 120
8 920
T«
16.530
16 430
16.540
16.310
wt.qf dry eoil
7.900
8730
8910
8 600
Water cortonl %
99747
101 580
102 357
103 721
Type of teal
PL
PL
Container No.
A5
ZZ
Wt of sample ♦ Tara wet
27 130
27.610
Wtof sample ♦ Taie dry
24 490
24.070
Wt of water
2 640
3.540
Tare
17.210
16.200
wtef dry toil
7 280
7.870
Water content %
36 264
44.981
40.622
Flew CUTVW
Result
L   L   102.05% PL    40    62% PI 61 43%
Tested By Checked By_ Approved By * TTTC
Pro/ec*
_ocatioc
0H NO.
119.61 53 71/61 08 98
MJe Drainageand rogation Halcrow
Upper beles Weir and Cannel TPB-6
0 85-2 60
Water Works Design and Supervision Enterprise
Laboratory Service Soil & Material Testing Section
POBox 2561
Addis Ababa
Ethiopia
Sample type Disturbed Test type Atterberg Limit Date: 23/12/2009
liquid ano plastic limit OfTERMI NATIONS
0 *T* AM) COMPUTATION SHEET
LL
LL
LL
LL
|Tyt &      *
C11
B-5
OD
F3
[FfVritcn
150
19 0
22 50
26 20
fe.:fumnle ♦ Tare wet
45 590
38.430
41 620
44 780
feafwnpto ♦ ’are dry
38 000
32.720
34 910
36.870
IW* rl water
7 *90
5 71D
A 710
7 Qin
’are
16 210
16 680
17 070
16.660
wltf dry loll
21 790
16.040
17 840
20210
Waler corm^t %
34 832
35 599
37 612
39139
T ypeofWti
PL
PL
Cjfltew No
+ Tare we!
Wld tamp!® ♦ Tire dry
[rare
•ttftfyioll
E*'*r anta! %
Flow curve
L.Limit          36.53% P limit             N.PL P. Index Pml Fi&f Am? OTTTC
Jtt/H- IdMT
me rvix-iK h^A
Tel 251 - 116- 16 55 16/61 45 01 Fax 251 • 116 - 61 53 71/61 06 98 e-«niil w.w.d s.e@ethionet.et
Project: Nile Drainageand irrigation
Client        Halcrow
Location  Upper  beles  Weir  and  Cannel BH No       TPB -10
Depth (m) 0 27-2 60
LIQUID AND PLASTIC UMIT DETERM NATIONS
DATA AND COMPUTATION SHEET
Waterworks Design and Supervision Enterprise Central
Laboratory Service Soil & Material Testing Section
P.O.Box 2561
Addis Ababa
Ethiopia
Sample type Disturbed Test type Atterberg Limit Date 30/12/2009
Type of lest
LL
LL
LL
LL
Conleiner No
G14
52
A99
B-3
No cf Blows
34
28
22
16
Wt.of Simple * Tare wet
34 580
35 710
35 110
35 840
W! of sample ♦ Tare <17
27.550
28.450
27.850
28 350
of water
7 030
7 260
7.260
7 490
Ts*e
15 I59
am
16 450
<6 940
wt of (J7 soil
11 400
11.640
11 400
11 410
Waler content %
61.667
62.371
63.684
65 644
Type of test
PL
PL
Container No.
G9
23
Wt of sample ♦ Taro wet
28.780
29.850
Wtof sample ♦ Tare 67
25400
26 040
WLof waler
3 380
3.810
Tare
16.600
16 130
v;*.cf dry soil
8.800
9.910
Water content %
30 409
38.446
38 428
Flow curve
Result
L.L    63    15% PL        38.43% PI 24.72%
Number of Blows
Tested By G^
Checked 8^.
Approved By„ *«n! «tttc
!»«
Waterworks Design and Supervision Enterprise
Laboratory Service
So// & Material Testing Section
faTzS’-
1 6 61 5:
’
-
53 71/61 08 98
pfO|«S Client Location
SH No
Depth (
eZiail * * d.s.e@ottilonetet
Mile Drainageand irrigation Halcrcw
Upper bales Weir and Cannel
TPB-11
Add« Ababa
Ethiopia
Sample type: Disturbed Test type : Atterberg Limit Date 24/12/2009
m 2.55-415
)
_
, OUID ANO PLASTIC LIMIT
Terminations
.^A ANO COMPUTATION SHEET
Type C* lest
PL
PL
Cadena* No
CA
54
VA dF        ♦ Tare wet
29 270
29.290
Wlnf Mmt»e • Tare dry
25470
25.470
M of waler
3800
3.820
Tar®
16 530
16.420
*<of dry k)K
8.940
9.050
W*Nr content %
42.506
42.210
42 358
Flow curvu
Result
LL        83.95% P  L  42  36% P.l 41 59%FtnM LOT *TTTC
jrcJH-
Project Client
Location:
BH Nc :
Tel 251 -116-16 55 16/61 45 01 Fa, 251 -116-61 53 71/61 08 98 e-mail w.w.d a e^ethlonetet Nile Dratnageand irrigation Halcrow
Upper Deles Weir and Cannel TPS -11
Waterworks Design and Supervision Enterprise Central
Laboratory Service Soil & Material Testing Section
P.O.Box 2561
Addis Ababa
Ethiopia
Sample type: Disturbed Test type Atterberg Limit Date 24/122009
Depth (m) 4 35-4 60
LIQUID ANO PLASTIC LIMIT DETERMINATIONS
DATA ANO COMPUTATION SHEET
T ype of lei!
LL
LL
LL
LL
CortetfW No.
F1
7
G
B-ie
No ofBfcws
34
28
22
16
W o' umpie + Tare w«<
35 950
32.790
36 040
37.060
W* ol wmp4e 4 Tire dry
29 540
27 380
29510
30.050
Mo1 water
6.410
5410
6530
7.010
Tars
16.370
16 440
16 720
16.460
wtol dry toil
13170
10 940
12 790
13 590
Waler cdoM %
48.671
49 452
51 056
51 502
Typedlesi
PL
PL
Conteme No
G12
D
VVLof lamp* * Tare wet
27.520
28 320
Wtof iamp< ♦ Tare dry
24.890
25 590
Mol water
2.630
2.730
Tare
16.550
16.920
nd. of dry toil
8.340
8.670
Water content %
31 535
31.488
31.511
Flow curve
Result
LL        50.05% P.L    31    51% PI 18 54%
Tested By Checked By Approved Byf ®L>+ 1dh«
i-miH
'-I
project Client Location
16/61 45 01
Fax  251  -116-  61  53   71/61  08  98 email ww,<l.s.<.@ethionotet
N ,le Drainageand irrigation Harrow
Upper beles Weir and Cannel
BH No. Deptt  (m)
1
TPB -12
O. 0-2 00
Waterworks Design and Supervision Enterprise Central
Laboratory Service Soil i Material Testing Section
P O Box 2561
Addrs Ababa
Ethiopia
Sample type Disturbed Test type Atterberg Limit Date: 25/12/2009
UOCOANDPtASrC LIMIT
^TERMINATIONS
data AhO COMPUTATION SHEET
jO« of felt
PL
PL
Cozener No
13
19
Wt c*             ♦ Tin wet
28 460
28.770
M of wmp'* ♦ ’ire d y
r
25 030
25 110
‘VI ol water
3.430
3 660
[fit
16.710
16.260
*ofcysoi
8.320
8.850
/••let corjeni %
41.226
41.356
41.291
Flow curve
*
u
Result
LL     108.10% PL    41    29% PI 6681%FW<i rvH U» ♦TTTC jtCJH
Tel 251 -116 -18 55 16/61 45 01 116 • 61 53 71/61 08 98
e-rnill w.w.tJ3.o@ethionel.et Project • Nile Drainageand irrigation Client Halcrow
Locator Upper betas Weir and Cannel BH No : TPB -12
Depth (m). 2.0-2.62
LIQUID ANO PLASTIC LIMIT determinations
DATA ANO COMPUTATION SHEET
Water Works Design and Supervision Enterprise
Laboratory Service Soil & Material Testing Section
P.O.Box 2561
Addis Ababa
Ethiopia
Sample type Disturbed Test type Atterberg Limit Date 25/12/2009
Tjpe o! test
LL
LL
LL
LL
Container No.
41
M24
79
M21
Penetrated ,mm)
34.0
280
2200
16.C0
Wt of sample ♦ Taro wet
34.760
35.650
38.120
34 7 30
Wl of sample ♦ Ta'i dry
28.390
29 060
30.410
28.230
Wt.of water
6 370
6.590
7 710
6.500
lire
16.110
16380
16.280
16.290
wtoid'y soil
12.280
12.680
14 130
11 940
(water contend %
51.873
51 972
54.565
54 439
T)pe of test
PL
PL          I
Container No
4
50       |
Wt.ot sample * Tare wet
29 46
2973 I
Wt ot sample ♦ Tare dry
26.23
2637 I
Wt ol water
3230
3.360
Tare
16.71
16.39
wt ot dry soil
9520
9.980
|Water content %
33.929
33.667
33.798
Flow curve
Result
LL 5306% PL 33.80% PI 1926%
Tested By G*^ Checked Approved By
---.acf AH*^*7TC
f®’ J7y
r
,,m+
f^r^r^iflss
16/614501
N te
pro^1
Cl*11
|.0C3»n
0H-NO
SDeopt* (Rmus)tic limit
™ 251-I16-61 53 71«1O8 98
^ Mllw.w.d..»e^’|«~l,‘
.   Dfamageand irrigation Halcrow
Upper beles Weir and Cannel TP0-9
O.           0-1.74
Water Works Design and Supervision Enterprise Central
Laboratory Service Soil A Material Testing Section
P.O.Box 2561
Addis Ababa
Ethiopia
Sample type Disturbed Test type Atterberg Limit Date 25/12/2009
terminations
____________________
U.
LL
LL
LL
Iff e d f             — -
35
B-5
79
22
-IQ'mK
36
30
24
...
34 730
33.010
35.910
Wt of         * Ta re dr^
25670
24 990
M ol
9 060
8020
9 830
Tilt
16310
16 700
n ol dry soil
9 360
8290
18 34 260
26.080 25.170
9 090
16 290H    16 280
8 890
9.790
'After content %
96 795
96.743
100 409
102 250
i’/pe of lest
PL
PL
••—
u:rt*«ier No
T
21
‘tttfurnplt ♦ Tare wet
30 590
30 690
X:*Mrrcie ♦ Tice dry
26.440
26 200
4.150
4490
--------------------------------
16.190
16 170
;<cf cry sod
10.250
10030
[Wi> content %
40.488
44 766
42627
Flow curve
Result
LL 99 45% P.L 42.63% PI 56 82%yml W* MN ♦TT’rC
jrtH ’MM*
him*
fM.C FUlKM
T r2M -116 -18 55 1®61 45 01
'^TT7
e
Fax 251 - 116 - 61 53 71/61 08 96 e-oiail w.w.ds.e©ethlonetet
Project Nile Drainageand irrigation Client. Halcrow
Location : lipper beles Weir and Cannel BH. No TPB -9
Depth (m) 1.74-2 68
LIQUID AND PLASTIC LIMIT DETERMINATIONS
DAI A AND COMPUTATION SHEET
Water Works Design and Supervision Enterprise Central
Laboratory Service So// & Material Testing Section
P.O Box 2561 Addis Ababa Ethiopia
Sample type Disturbed Test type : Atterberg Limit Date 26/12/2009
T ype of test
IL
LL
LL
LL
Ccnteifter Nc
F18
P
M1
64
No. of Blows
36
30
24
18
Wtof simple ♦ Tire wet
33.750
38400
37.210
36 540
Wtof sample ♦ Tire dry
26740
29280
28.560
28.100
Wl of water
7.010
9.120
8.650
8440
Tare
16 290
16.380
16.570
wt of dry soil
16.290
10 450
12.990
12 180
11.530
Water content %
67 081
70.208
71 018
73 200
Type of test
PL
PL
Conte »nef No
A9
37
Wl of sample ♦ Tare wel
29010
28.990
Wt of sample ♦ Tare dry
25.550
25.710
Wl of waler
3.460
3 280
Tare
16.440
16 700
wt of dry soil
9010
[Water conterc %
9 110
37.980
36.404
37 192
Flow curve
Result
L
L   70   75%
PL
37    19%
PI
33.56%
Tested By 
Checked   By-   — 
Approved By, *TTTI:
' ”/»♦ ■*«**« ilflUH-
I
Water Works Design and Supervision Enterprise Central
Laboratory Service
Soil & Material Testing Section
OA1 116 18 5!
P.O.Box 2561
Addis Ababa
e-mail w.w d.s •@ethlonot.et
Ethiopia
project Nlle Ora,ria9eand 'rr,9at,on
r-iH»nl Harrow
flbon Upper beles Weir and Cannel gH^o: TP0-11
Deptn (m): 0 18-2 55
liquid amd plastic limit
OE1ERMK*TK)N$
OATAAND COMPUTATION SHEET
Sample type : Disturbed Test type : Atterberg Limit Date 26/12/2009
•ypeofiest
LL
LL
LL
LL
iC£tt**fNo
A11
41
cc
99
Nc olBP**
36
30
24
18
Wlo< tn* ♦ Tert wet
33.120
35 700
35 860
34.530
Wl.ofumpo* Tert dry
25.960
27 160
27.100
26 930
Wlofwitor
7 160
8 540
8.760
8.500
TM
16610
16 370
16410
15.880
•tofc^ toil
9 350
10790
10.690
10 150
A er              %
76.578
79 147
81 946
83.744
Tpeoftes:
Pl
PL
Conlemer No.
G14
52
Molumpli* Tiro wel
28 440
29 740
'Mtf sample ♦ Taro dry
25350
26 540
Wtofvator
3.090
3 200
n
16 160
16 810
9 190
9.730
content %
33 624
32 888
33.256
Flow curve
Result
L.L    60    86% P    L    33.26% P I 47 60%w PUP* ww ♦tttc
A701M-
Tel 251 - 116- 18 55 16/6145 01 Fax 251 - 116 - 61 53 71/61 08 98 e-mail w.w.d.s.e@ethlonet0t
Project Nile Drainageand irrigation Client Halcrow
Location : Upper beles Weir and Cannel BH No. TPB -17
Depth (m): 0.0-2 33
LIQUID AND PLASTIC LIMIT DETERMINATIONS
DATA AND COMPUTATION SHEET
Mxr rtruw hGA
Water Works Design and Supervision Enterprise Central
Laboratory Service Soil & Material testing Section
P O Box 2561
Addis Ababa
Ethiopia
Sample type : Disturbed Test type Atterberg Limit Date 26/12/2009
Type of test
PL
PL
Conteiner No
52
M20
Wl.of sample > Tare wet
27.740
27.070
Wt.of sampie * Tart dry
24.440
23.870
Wl o waler
r
3.300
3.200
Tare
16.550
16310
wt of dry soil
7.890
7.560
Water content %
41.825
42.328
42077|
Flow curve
Result
LL 68 43% P L 42 08% PI 26 35%
Tested By Checked Approved By_u rlTl HIM *'r’m
.. . ,r
•>
aTT7
P-eject
Cie1!
Locat'O'1
8H No
Deotr (m)
^"251f-^1L1^6.-11186-51581565/61114““5' 01
Fax 251 - 116 - 61 53 71/61 08 98
•-m*i> w.w.d.s.ejgotfiloneLet Nile Dramageand irrigation Halcrow
Upper deles Weir and Cannel TPB -5
0 0-2.0
Waterworks Design and Supervision Enterprise
Laboratory Service
Soil & Material Testing Section
P.O Box 2561
Addis Ababa
Ethiopia
Sample type: Disturbed Test type . Modified Proctor Date. 24/12/2009
’[ablest No
1
2
3
4
5
WafeTncc
60
120
180
240
320
♦ Wet sample(g)
3444
3530
3556
3512
3447
Wt of mould (g)
1742
1732
1732
1742
1732
Wtofwetsorig)
1702
1798
1824
1770
1715
Volume of mould cm3
944
944
944
944
944
Wet Density gm /cm3
1.80
1 90
1 93
1.88
1.82
Moisture content
Tin No.
12
42
0
D6
C11
Wei suit * Ui i t y)
1 iO.68
104.06
89 66
11003
11U.B8
Dry soil ♦ tin (g)
93 97
86.51
73 26
8674
85 22
Wt of tin Ig)
16.64
16.46
1708
1628
1623
Wt of Water (g)
16 71
17.55
16.4
2329
25 46
Wt of Dry soil (g)
77.33
7005
56 18
7046
68 99
Moisture content %
21.61
25 05
29 19
33 05
36 90
Dry Density gm/cm3
1.483
1 523
1 496
1.409
1.327
Zero Air Voids 100%
1.74
164
1.53
1.45
1.37
MDD 1 522gm/cc OMC : 25 0%
B Tb
NESTED By*W3S Con^ucted 27 blows, 5 layers, 4.5kg rammer and 944cc volume of mould Recked by        —£sltvj
"’’"OVEO BY\FtDl MH              *TTTE MZ/r flttM hGA
Project. Client Location BH No
Tel 251 - 116- 18 55 16/61 4501 Fax. 251 - 116 - 61 53 11/61 08 98
e-mail ww.d.s.e@ethlonetet Nile Drainageand irrigation Halcrow
Upper beles Weir and Cannel TPB -9
Waterworks Design and
Supervision Enterprise
Laboratory Service Soil & Material Testing Section
P O Box 2561
Addis Ababa
Ethiopia
Sample type Disturbed Test type: Modified Proctor Date 24/12/2009
Depth (m) 0.0-1.74
Lab. test No.
1
2
3
4
5
Water in cc
180
240
320
380
440
Wt.of mould f Wet sample(g)
3451
3549
3589
3530
3425
Wt.of mould ig)
1732
1732
1742
1742
1742
Wt.of wet soil(g)
1719
1817
1847
1788
1683
Volume of mould cm3
944
944
944
944
944
Wet Density gm /cm3
1 82
1.92
1.96
1 89
1 78
Moisture content
Tin No
A5
31
B-12
Wet soil * tin (g)
97 86
10497
4
102 29
N
114 65
13935
Dry soil + tin (g)
84.59
88.25
83 98
91 02
108 54
Wt of tin (g)
16 47
16.73
16 68
1624
16 58
Wt of Water (g)
13.27
16.72
18 31
2363
30 81
Wt of Dry soil (g)
68 12
71.52
67 3
74 78
91 96
Moisture content %
19.48
23.38
27 21
31 60
33.50
Dry Density gm /cm3
1.524
1.560
1 538
1.439
1.335
Zero Air Voids 100%
1 79
1.68
1 58             1 47
1.43
1 680
E
z 1.580
2
CT
I
a
1.480
1 380
1 280
26         28         30         32         34         36
Water content
MDD : 1 56 grrVcc OMC : 24 50 %
N B The test was conducted 27 blows, 5 layers, 4 5kg rammer and 944cc volume of mould TESTED BY:-
CHECKED BY APPROVED BY
’1
■J *
f-, ns*            *tttc
MirH
Tel 251 116 - 10 55 16/81 4501
Fax 251-116-81 53 71/61 08 96
•-mall w.w.d.s.e^ethlonet.ot Project   Nile   Drainageand   irrigation r iJt Halcrow
Location Upper beles Wer and Cannel BH No : TPB-9
Depth (m): 1 74-2 68
Water Works Design and Supervision Enterprise
Laboratory Service
So// & Material Testing Section P.O.Box 2561
Addis Ababa
Ethiopia
Sample type Disturbed Test type Modified Proctor Dale 22/12/2009
Lab. test No
1
2
3
/.after in cc
200
200
600
T^Tmould + Wet sample(g)
3371
3584
3470
Wtof mould (g)
1750
1742
1750
Wtof wet soi(g)
1621
1842
1720
Volume of mould cm3
944
944
944
Wet Densrty gm Zcm3
1.72
1.95
1.82
Moisture content
Tn No
N
wet sal ♦ tr (g)
128 34
83
137 66
Q
131 84
Dry soil ♦ bn (g)
113 56
112.9
102 06
|Wtof On g)
16.71
16 96
16.53
Wtof Water (g)
14.78
24 76
29 78
Wt of Dry soil (g)
96.85
95 94
85.53
Mcwture content %
1526
25 81
34.82
.Dry Density gm /cm3
1.490
1 551
1.351
Zero Air Voids 100%
1.91
1 59
1 39
f
E
9
b
Q
MOD . 1.558 gm/cc OMC 24 25 %
T ^ED avWas conducted 27 blows, 5 layers. 4 5kg rammer and 944cc volume of mould
kvv
^OVEDBY:-
«•-    . -rpm«? PM*          *TTTC ma-H aim*
pmc rtnxw hVA
Tel 251 -116-18 55 16/61 45 01 fax 251 - 116 - 61 53 71/61 08 98
e-mail w.w.d.s e@ethlonet.et Project; Nile Dramageand irrigation Client Hatcrow
Location Upper beles Weir and Cannel BH No : TPB-11
Depth (m): 018-2 55
Water Works Design and Supervision Enterprise
Laboratory Service
Soil & Material Testing Section
P.O.Box 2561
Addis Ababa
Ethiopia
Sample type Disturbed Test type : Modified Proctor Date : 22/12/2009
MDD : 1 532 gm/cc OMC 25.8%
N B. The test was conducted 27 blows 5 layers, 4 5kg rammer and 944cc volume of mould.
TESTED BY;- CHECKED BY APPROVED BY >JHlW ♦TTTE
”«»+ MlW *WWH-
nn^ >**
'XlT7
Te 25
Project:
Cter’
Locatio"
0H. No
f  1. 116-18 55 16«1 45 01
Fax 251 -H6 -61 53 71/61 08 98 e^nall w.w d » •©•‘hionetet
Nile Dramageand irrigation Harrow
Upper bales Weir and Cannel TPB-17
Water Works Design and Supervision Enterprise
Laboratory Service
Soil & Material Testing Section
PO.Box 2561
Addis Ababa
Ethiopia
Sample type . Disturbed Test type : Modified Proctor Date 22/12/2009
Depth (m)
0.0-2.33
Tables’. No
1
2
3
4
5
Water in cc
140
200
260
320
380
’S* of mould Wet sample’g)
3396
3491
3515
3450
3408
mofmouW(g)
1732
1742
1732
1742
1732
Wt.of wet soiKgi
1664
1749
1783
1708
1676
Wune of mould cm3
944
944
944
944
944
pvet Density gm/cm3
1.76
1 85
1.89
1.81
1.78
Montura content
Tin No.
BB
42
A11
M5
F4
Wei soil ♦ Un \Q)
93.33
105.96
120.42
129.16
135 58
[Dry soil + tin (g)
74 76
83 68
9285
97 62
99 82
Wtof tin (g)
16.19
16.48
16 59
1632
16.43
Wtof Water (g)
18.57
22 28
27.57
31.54
35.76
[wt of Dry soil (g)
58.57
67 2
76.26
81.3
83.39
.Moisture content %
31.71
33 15
36.15
38 79
4288
[Dry Density gm/cm3
1.338
1.391
1.387
1.304
1 243
IZero Air Voids 100%
1 48
1.45
1.39
1 34
1 27
MDD : 1.398 gm/cc OMC : 34.5 %
conducted 27 blows, 5 layers. 4 5kg rammer and 944cc volume of mouldnum rM m»ttg Jrcfci
V
• • »• *' £
w/
Water Works Design, Supervision Enterprise Lahm
Service
7 . Soil &Material Testlng'SectiOn
Project - Nte Drainage and irrigation
Client: Halcrow
Sample type: Disturbed
Locat-on ■ Upper beles Weir and Cannel
Test type: Hydrometer
TP.Nc TPB-5
Date :30/12Z2OO9
Depth (m): 0.0-2.0
Total own of ta "Al               tfo
Skw
No
Sieve
Mm of
Siting
rfajf of new - Rr/ jalfc)
Mm of
R//. W (j/
Pentnlag
Retained
Cumulate % R/fwned
Ptrmtfagt
NcfO
2.00
551.10
55110
0.00
0.00
0.00
100.00
No 16
t.18
53890
538.96
0.06
0.11
0.11
99.89
No 30
0.60
516.70
516.94
0.24
0.43
0.53
99.47
No 50             0 50
488.20
488.40
0.20
0.35
0.89
99.11
Nt 100
0.15
481.90
482.09
0.19
0.34
1.22
98.78
No 200
0.08
459.20
459.37
0.17
0.50
1.52
98.48
A”
000
0.00
0.00
0.00
Hydrometer Analysis
Gwwr'f> o,4 ;«7  2.51 Tert Temperatnrt, deg.c 20.0
H&pW I Ti«
Aetna/
Hfdmnefer
rajAing
Infra tm
dtg.<
Corn it<4
Hjdrvnrder
Reading
Effective
Depth
fem)
Coefficient
K
Gwin
Siy?
(ntm)
Pemtitfe Finer
Combined
2
57.5000
20.0
50.5000
7.90
0.01431
0.0284
98.40
5
57.0000
20.0
50.0000
8.10
0.01451
0.0182
97.43
15
57.0000
2f).O
50.0000
8.10
0.01431
0 0105
97.43
50
56.5000
20.0
49.5000
8.20
001431
0.0075
96.45
6(l
55.5000
20.0
48.5000
8.30
0.01431
0.0053
X5/
250
55.0000
21.0
48.0000
8.40
0.01414
0.0026
93.53
1440        | 55.0000
20.0
48.0000
8.40
0.01431
0.0011
93.53
•i
i*Hjm *TTC
l,im+
^■Nlle Drainage and irrigation
»ct •
* Hafcmw
upper beles Weir and Cannel to ™-5
Water Works Design and
r. Supervision Enterprise Laboratory
Service
Sample type Disturbed Test type Hydromeler(H O)
2
him) o°-2 0
..
Total man / sample,
Dale 30/12/2009
60
^ieve
Jaw
Vtf
Mast o/
Sieve(g)
Ian of sieve H Rrr .soi/(g)
Mass of
Rr/. soil
Penentaff
Retained
Cnmalatim
% Retained
Perrenlagt
Passing
2.00
551.10\
551 10
0.00
0.00
0.00
100.00
1.18
558.90
539.01
0.11
0.20
0.20
99.80
0.60
516.70
516.83
0.13
0.25
0.43
99.57
N«5fi
0.30
488 20
488.28
0.08
0.14
0.57
99.43
V« 100
0.15
481.90
481 96
0.06
0.11
0.67
99.33
XrW
0.08
459.20
459.28
0.08
0.14
0.82
99.18
0.00
0.00
0.00
0.00
0.00
Hydrometer Analysis
irGrant) cfml 2.51 
Test Temptratnft, deg.c20.0
Etyid
Ton
■m
Aetna! Hydrometer
Reading
Tenprature
Corrected
Hydrometer
Reading
Effective
Depth
(cm)
Coefficient
K
Gem
I mm)
PerrtnSage Piner
Combined
2
18.0000
20.0
18.0000
13.50
0.01431
0.0369
33.69
5
16.0000
20.0
16.0000
13.70
0.01431
0.0237
29.95
15
13.0000
20.0
13.0000
14.20
0.01431
0.0139
24.33
30
12.0000
20.0
12.0000
14.30
0.01431
0.0099
22.46
60
lO.OutK)
20.0
10.0000
14.70
0.01431
U.UU/1
18.72
W
8.0000
21.0
8.0000
15.00
0.01414
0.0035
14577
W
4 0000
20.0
4.0000
15.60
0.01431
0.0015
7.49
Grain Slza Dkatrtbvtlon Curva.BS
c
80 00
?cco
I—— 
I
1
,ir ’
i
Grain Sizt(mm)
L Gravel
’r.V I
sin
L1
Sand
Clay
|nm-4 Z'A-T’T tPTTC JTCH
win
fAZ^'
Project:      Nile Drainage and irrigation
Client:        Halcrow
Jncarion: Upper tales Weir and Cannel T.Pit. No. TPB -5
lkpth(m): 0.0-2 0
Water Works Design and Supervision Enterprise Laboratory Service
Soil & Material Testing Section
Sample No •
Sam. Type : Disturbed Test Typc.Doub.Hydromccer Date :30/12/2009
Grain Size Distribution Curve.BS
100 00
90 00
? 80.00
a.
a>
c
c
g
u
O
70 00
60.00
50.00
40.00
30.00
20 00
10.00
0.00
with out sol n ~ 1ZA2100=18 32%
with soTn
0.0001
Gravel
Grain Size |mitt)
Sand
Tttfid by:___ (.hetfad byS.DW ♦TTC mt " MUtti »W»+
propel
C>enl
^ Drainage and irrigation Hafcrow
local**
TP.No
or Upper beles Weir and Cannel
TPB-6
Depth (m): 0 85-2 60
Total mass of
Water Works Design and Supervision Enterprise Laboratory
Service
Soil & Material Testing Section
Sample type Disturbed Test type ; Hydrometer Date 22/12/2009
60
(xtr
5*
Sine
OptHiqtf*#)
Mass of
Sievt(g)
Mass cf sieve Ret .soifeg)
*  Mass of
R/Z. sotl (g)
Perrentag
Retained
Cttrnnlatin
% Retained
Pernntag
Passing
N» IO
2.00
551.10
551.10
000
0.00
0.00
100.00
^Tl6
1.18
538.90
548.18
9.28
16.45
16.45
83.55
No 30
060
516.70
529.62
12.92
22.91
39 36
6064
495.41
rm
M 50
0.30
488.20
7.21
12.78
52.15
47.85
0.15
481.90
488.02
6.12
10.85
63.00
37.00
Ns 206
0.08
459.20
464.01
4.81
8.53
71.52
28.48
Dee
0.00
0.00
0.00
0.00
0.00
J?.-/. G j' tiry cf sotl         2.71 
Hydrometer Analysis
Test Temperatkre, deg.c 20
Ejfrfd
l Tim
mtn.
2
Aetna! Hydrometer
Reading
Tenpratare
tgr
Corrected
Hydrometer
Reading
Effective
Depth
W
Coefficient
K
Crain
Siqe
(mm)
Percentage Finer
Combined
17.0000
21
10.0000
14.70
0.01328
0.0360
17.50
5
15.0000
21
8.0000
15.00
0.01328
0.0230
14.00
15
13.0000
21
6.0000
15.30
0.01328
0.0134
10.50
39
12.0000
21
50000
15.50
0.01328
0.0095
8.75
11.0000
21
4.0000
15.60
0.01328
0.0068
700
'250
7^T~-----
L
10.0000
22
4.0000
15.60
0.01312
0.0033
7.00
10.0000
19
3.0000
15.80
0.01361
0.0014
525naH W*
*’ rrrC PMAJA MA1fr+
Waterworks Design and Supervision Enterprise La bn
Service ratt)rV
Project Client Location. TP No
Nrle Drainage and irrigation Halcrow
Upper beies Weir and Cannel TPB -10
Depth (m): 0.27-2.60
Total mass of sampkf g 
Sample type : Disturbed Test type : Hydrometer Date .30/12/2009
60
Sim
Nr Q
Sieve pOIHttfnHIt)
Mass of
Sim(g)
Mate of neve •
R/r jcilft)
Mass of Rrr. soil
Percentage
Retained
C itmu latit* % Retained
Percentage
Passing
No tO
2.00
551.10
551.10
0.00
0.00
0.00
100.00
No 16
1.18
558 90
558.95
0.05
0.09
0.09
99.91
Nt 30
0.60
516.70
516.87
0.17
030
0.59
99.61
No 50
030
488.20
488.42
0.22
039
0.78
99.22
No 100
0.15
481.90
48237
0.47
0.85
1.61
9839
No 200
0.08
459.20
460.02
0.82
1.45
5.07
96.95
pan
0.00
0.00
0.00
0.00
0.00
Hydrometer Analysis
Specific Grmif} of soil
2.54 
Test Temperature, de&c 20.0
Elapsed
Time
Actual
I Ijdrnmeter
Reading
IfrrpratMTT
Corrected
Hydrometer
Reading
Effective
Depth
(cm)
Coefficient
K
Grain
Siqt
(mm\
Pernntagr Finer
Combined
2
55 0000
20.0
48.0000
8.40
0.01408
00289
89.84
5
54.0000
200
47 0000
8.60
0.01408
0.0185
87.97
15
510000
20.0
44.0000
9.10
0.01408
0.0110
8235
30
49 0000
20.0
42.0000
9.40
0.01408
0.0079
78.61
60
48.0000
20.0
41.0000
9.60
0.01408
0.0056
76.74
250
44 5000
21.0
57 5000
10.10
0.01591
0.0028
70.19
1440
41.0000
20.0
35.0000
10.60
0.01408
0.0012
6531J x.HJJ't'i ‘t’TTC
**’ »»*♦
ihaia-x
U
A J.
projec''
Client
Location:
TPNo
Depth (m)
bile D— ra-»in__ag— eimanndahinrnrigation
Halcrow
Upper beles Weir and Cannel
TPB-11
2 55-4 15
Total mass of sample,
. Water Works Design and Supervision Enterprise Laboratory
C                              Service
Jesting Section
Sample type Disturbed Test type: Hydrometer Dale 22/12/2009
60
J/rir
Stem
Mats of
Sievefa)
Mass of stove * Ret .soitfj)
Mass of Ret soil
Parentage
Retained
Camnlattm
% Retained
Permute#
Pasting
'nho-
2.00
551.10
551.10
0.00
0.00
0.00
100.00
No r<s
1.18
538.90
539.59
0.69
1.22
1.22
98.78
Nt JO
0.60
516.70
518.54
1.84
3.26
4.49
95.51
No 50
0.30
488.20
489.85
1.65
2.93
7.41
92.59
'"NHOO
0.15
481.90
482.94
1.04
1.84
9.26
90.74
Nt 200
0.08
459.20
460.55
1.35
2.39
11.65
88.35
0.00
0.1XT
o.oo
'            0.00
0.00
Hydrometer Analysis
- -
litystd
Tim
(mn)
Artaal Hydrvme/er
Reading
Tenpraiure
dtg.i:
Corrected
Hydrometer
Reading
Effective
Depth
(m)
Coefficient
K
Grain
Siqe
(mm)
Percentage Finer
Combined
2
530000
20.5
47.0000
8.60
0.01348
0.0280
84.63
5
W.0000
20.5
44 0000
9.10
0.01348
0.0182
79.23
15
48.0000
21.0
42.0000
9.40
0.01348
0.0107
75.63
30
45.5000
21.0
39.5000
9.80
0.01148
0.0077
71.13
60
44.5000
21.0
38 5000
9.90
0.01348
0.0055
250
69.33
41.0000
21.5
35.0000
10.60
0.01332
0.0027
63.02
H4Q
>80000
19.0
32.0000
11.10
0.01382
0.0012
57.62nuH PMH *W? *TTC JiW
F :- ■
Project       Nile Drainage and irrigation
Client:        Halcrow
Location Upper beles Weir and Cannel
TP.No.: TPB-11
Depth (m) 4.35-4 60
Total mast of sample  g 
t
Water Works Designa Supervision Enterprise Labe
Service FatcM
.BW^fena/resf/ng:5e^9n,..
Sample type. Disturbed Test type Hydrometer Dale: 22/12/2009
60
Sieve
No
Sieve
Opt/iiuc/nt*
Man  of
Sierc(g)
Mas: of sieve > Ret .nil(g)
Man of
Rtf. jw/
Percentage
Retained
Cumulative
% Retained
Percentage
Pasdn/
Nt 10
2.00
551.10
551.10
0.00
0.00
0.00
100.00
No 16
1JS
538.90
543.29
4.39
7.78
7.78
92.22
No 50
0.60
516.70
528.81
12.11
0.01
7.79
92.21
No 50
0.30
488.20
497.73
9.5}
0.02'
7.81
92.19
No 100
0.15
481.90
487.06
~5~16\
0.01
782
92.18
No 200
0.08
459.20
462.21
3.01
0.02
7.84
92.16
pan
0.00
0.00
0.00
OOO
0.00
Hydrometer Analysis
Specific Gravity of mil
2.61 
TtstTemt-erjtun, deg.c 20.5
Elapsed
Time
(miit)
Actual
H v<irt meter
Reading
Tenpratun
Corrected
Hydrometer
Reading
Effective
Depth
(cm)
Coefficient
K
Gram
Siqe
(mm!
Percentage Piner
Combined
2
20.0000
20.5
14.0000
14.00
0.01369
0.0362
24.74
5
18.0000
20.5
12.0000
14.30
0.01369
0.02)2
21.21
15
16 0000
21.0
10.0000
14.70
0.01369
0.0136
17.67
30
14 5000
21.0
8.5000
14.90
0.01369
0.0096
1502
60
13.0000
21.0
7.0000
15.20
0.01569
0.0069
12.37
250
11.0000
21.5
5.0000
15.50
0.01353
0.0034
8.84
1440
10.0000
19.0
4.0000
15.60
0.01403
0.0015
7.07
*
Grain Size Distribution Curve.BS
G
100 00
90 00
LL
c
S
0»
CL
80 00
70 00
60 00
S0 0G
40 00
30.00
20 00
1000
coo
u ------- — 
Grain Slze(mm)
luted  b)
Checked fy
y
Gravel
Sind
SIH
Cl«y _,
*TTC
Mile Drainage and irrigation
proect: Ciep’
Halcrow
Location:
Upper beles Weir and Cannel
TP.No
Dec^ (m)
TPB-12
00-2.00
Water Works Design and
v Supervision Enterprise Laboratory Service
So/7 & Mater/a/ Tost/ng Sectron
Sample type: Disturbed Test type Hydrometer Date 22/12/2009
60
Steve
I •«'
Man of
Sievry)
Masjofricvt - Rtf .sMj)
Man of Rtf soil
Percentage Retained
Ciarrulalnv
% Ritained
Pen enrage
Passing
2.00
551.10
551 10
0.00
0.00
0.00
100.00
jVoM
1.18
538.90
539.18
0.28
0.50
0.50
99.50
0.60
516.70
5/7.32
0.62
1.10
1.60
98.40
So 50
0.30
488.20
488.89
0.69
1.22
2.82
97.18
.Vi !0G
0.15
481.90
482.26
0.36
0.64
3.46
96.54
St 200
0.08
459.20
459.50
0.30
0.53
3.99
96.01
w
0.00
0.00
000
0.00
0.00
Hydrometer
nil 2.78
deg.c 20.5
Eiapta
Tv*
(mt)
Actual Hydrometer
Reading
Tenfratun
dw
Corrected
Hydrometer
Ridding
tiffedhn
Depth
ion)
Coefficient
K
Grain
Si^e
(mm)
Percentage Finer
Combined
2
60.0000
20.5
53.0000
7.60
0.01291
0.0252
95.43
5
60.0000
20.5
53.0000
7,60
0.01291
0.0159
95.43
15
58.5000
21.0
51.5000
7.80
0.01291
0.0093
92.73
58.0000
21.0
51.0000
7.90
0.01291
0.0066
91.83
57.5000
21.0
50.5000
7.90
0.01291
0.UU47
90.93
250
570000
21.5
50.0000
8.10
0.01276
0.0023
90.03
1440
56.5000
19.0
50.0000
8.10
0.01323
0.0010
90.03nnH
W *TTC
PiU’A-tA MAIM*
j|   .-U-.Cr- »'-''
fc
Project:
Nile Drainage and irrigation
Client:
Halcrow
Location : Upper beles Weir and Cannel
TP.No : TPB-12
Depth (m): 2.0-2.62
Total majs o f sample, g 
Waterworks Design Supervision Enterprise Lab
Service °rator/
Sample type Disturbed Test type . Hydrometer Date : 22/12/2009
60
Sieve
No
Sieve
Mass of
Sieve (f)
Mass of sieve 4 Rr/ .mi 1(g)
Mass of
R/Z soil (g)
Percentage
Retained
Cu/nidative
% Retained
No 10
2.00
551.10
551.10
0.00
000
0.00
100.00
No 16
US
538.90
539.88
0.98
1.74
1.74
98.26
No JO
0.60
516.70
523.71
7.01
1243
14.17
85.83
No 50
030
488.20
49433
6.13
10.87
25.04
74.96
No 100
0.15
481.90
486.63
4.73
839
33.42
66.58
No 200
0.08
459.20
464.10
4.90
8.69
42.11
57.89
pan
0.00
0.00
0.00
0.00
0.00
Hydrometer Analysis
Specific Gravity ojsoil 2.79 
Test Temperature, aegc20.5
Elapsed
Time
(min!
Actual Hydro meter
Rtadsng
Tenpraturt
dtg.c
Corrected
I Ijdrometcr
Reading
Effective
Depth
(cm)
Coefficient
K
Gram
5i^e
(mm!
Percentage Finer
Combined
2
27.0000
20.5
20.0000
13.00
0.01291
0.0329
35.24
5
24.0000
20.5
17.0000
13.50
0.01291
0.0212
29.96
15
20.500(j
21.0
13.5000
14.00
0.01291
00125
23.79
30
18.5000
21.0
11.5000
14.30
0.01291
0.0089
20.26
60
17.0000
21.0
10.0000
14. SV
0.01291
0.0064S
17.62
250
14.5000
21.5
7.5000
15.10
0.01276
00031
13.22
1440
14.0000
19.0
7.5000
15.00
0.01323
00014
13.22
*
Grain Size Distribution Curve.BS
c     100 00
c
MOO
WOO
c
a*
e
o
CL
70.00
W.00
50 00
40 00
30.00
20.00
LJ
Grain Size(mm)
_______
Gravel
Sand
Silt
Ttifed h___
Checked by
>. 3
>o-' o| 1*ttc
"® HH-H m’lH
R^Nile Drainage and irrigation p-ojed
Glini: tocaW>n tpNo :
Halcrow
Upper betas Weir and Cannel IPS -9
Oepth (n»): O '
0 1 74
Total mass of sample,
Water Works Design and Supervision Enterprise Laboratory
Service
Sample type: Disturbed Test type: Hydrometer Date: 22/12/2009
60
Jf/nr
No
Sieve
Mats of
Sierriil
Mass of sieve • Ret sotllg)
Mass of Ret. iotl (g/
Percentage
Rationed
Cwnulatne
% Retained
Percentage
Passing
"xTio
200
351 10
551.10
000
0.00
0.00
100.00
&16
1.18
538.90
539.48
0.58
1.03
1.03
98 97
No 30
0.60
516.70
517.83
1.13
2.00
3.03
96.97
No 59
0.30
488.20
488.94
0.74
1.31
4 34
95.66
No 100
0.15
481.90
482.31
0.41
0.73
5.07
94.93
No 200
0.08
459.20
459.57
0.37
0.66
5.73
94.27
tan
0.00
0.00
0.00
000
0.00
Hydrometer Analysis
Sftctju Grxrity of soil         2.76 
Test Temf^rg/urr, deg. c 20.5
Ek/istd
Time
fan;
Aetna! Hydrometer
Reading
Tenprutan
tint
Corrected I iydrome ter
Reading
Effectsre
Depth
(cm)
Coefficient
K
Grain
Stye
(mm)
Percentage Finer
Combined
2
56.5000
20.5
49.5000
8.20
0.01309
0.0265
89.85
5
54.5000
20.5
47.5000
8.40
0.01309
0.0170
86.22
15
53.0000
21.0
46.0000
8.80
0.01309
0.0100
83.50
1- 30
52.0000
21.0
45.0000
8.90
0.01309
0.0071
81.69
60
51.0000
21.0
44.0000
9.10
0.01509
0.0051
79.87
250
43.5000
21.5
41.5000
9.40
0.01294
0.0025
75.33
430000
19.0
41.5000
9.40
0.01342
0.0011
75.33nm-H Jvum *ttc jrOf
mz/t rvv/H’
Project: Nile Drainage and irrigation Client:        Halcrow
Location : Upper bales Weir and Cannel TP No : TPB -9
Depth (m): 174-2.68
4^
Total man of tample, g 
Water Works Design and Supervision Enterprise Lab
Service Oratot>
.r SollJ^Material Teeing Sectiot) ■
Sample  type  .  Disturbed Test type Hydrometer Date :30/12/2009
60
Sieve
No
Sieve
Optmnffntnt)
Man of
Sieve(g)
Vfcn/ of neve - Ret ioil(g)
Man of
Ret. mI fy
Percentage
Rriained
Cumulative
% Retained
Percentage
Patting
No 10
200
551.10
551.10
000
0.00
000
100.00
No 16
1.18
538.90
539.69
0.79
1.40
1.40
98.60
No 10
0.60
516.70
520.82
4.12
7.30
8.71
91.29
No SO
0 30
488.20
493.63
5.43
9.63
18 33
81.67
No 100
0.15
481.90
485.78
3.88
6.88
25.21
74.79
No 200
008
459.20
461.79
2.59
4.59
29.80
70.20
pan
0.00
0.00
000
0.00
0.00
Hydrometer Analyiis
Specific Gratify ofsoil 2.51 
lut Temperatien, deg.c 20.0
Elapred
Time
(an fl)
Actual
I iydnmeter Reading
Tenprahere
deg.c
Corrected
Hydrometer
Reading
Effective
Depth
(an)
Coefficient
K
Grain
S^
•mm)
Percentage Finer
Combined
2
37.5000
20.0
30.5000
11.20
0.01431
0.0339
57.09
5
35.5000
20.0
28.5000
11.50
0.01431
0.0217
53.34
15
32.0000
20.0
25.0000
12.20
0.01431
0.0129
46 79
30
31.0000
20.0
24.0000
12.40
0.01431
0.0092
44.92
60
30.0000
20.0
23.0000
12.50
GO 1431
0.0065
43.05
250
25.0000
21.0
18.0000
13.30
0.01414
0.0033
33.69
1440
22.0000
20.0
16.0000
13.70
0.01431
0.0014
295)5,
«« *TTC
Water Works Design and
Supervision Enterprise Laboratory
Service
So// & Ma terial Testing Section
J
' Nile Drainage and irrigation
Project
Gfient:
Halcrw
. upper Petes Weir and Cannel
Location:
TP No.:
TP0-11
Depntm): 0.18-2.55
Total man of iampk,
Sample  type.  Disturbed Test type: Hydrometer
Date 22/12/2009
60
Jin*
Nf-
Sit*
< iViffAri**/1
Man o f Sitvefy
Klan of tieve -*
Ret .soil(g)
Man of
Rr/ jw/^I
Percentage
Retained
( umu la (nt
% Retained
Percentage
Patting
Z0O
551.90
551.10
0M
0.00
0.00
100.00
ft
r.M
538 90
53953
0.63
1.12
1.12
98.88
060
516.70
517.41
0.71
1.26
2.38
97.62
wo
0.30
488 20
488.43
0.23
0.41
2.78
97.22
WOO
0.15
481.90
482.06
0.16
0.28
3.07
96.93
Nt 200
0.08
459.20
459.41
0.21
0.37
3.44
9656
0.00
000
0.00
0.00
0.00
2.79
Test Tempera furr, dtgc 205
plegtti
Tint
m)
Actual Hybonreter
Rinding
Ttnprature
Corrected
Hydrometer
Reading
Lffert*
Depth
(cm)
Coefficient
K
Grain
Sige
(mm)
Percentage Finer
Combined
2
55.0000
205
48.0000
7.80
0.01291
00255
91.93
r
54.5000
20.5
475000
7.90
0.01291
0.0162
90.98
15
545000
21.0
475000
8.30
0.01291
0.0096
90.98
 n
54.0000
21.0
47.0000
8.40
0.01291
0.0068
90.02
JQ
5’OCOC
21.0
46.0000
8.60
0.01291
0.0049'
88.10
r
 250 ~
50.5000
215
43 5000
9.10
0.01276
0.0024
83.32
_ *440
485000
19.0
42 5000
920
0.01327
0.0011
81.40/
nm-H W'T WW *TTC JTCJM
pnntfd hiini>+
i
Water Works Design and Supervision Enterprise Labo
Service ralorV
^-C ’_U1 UJvK. j •»—
Project:
Client: Location TP No.
Soil& Material Testing SectiOr)
Nile Drainage and irrigation Halcrow
Upper boles Weir and Cannel TPB -17
Depth (m): 0.0-2.33
Total mass of sample  g 
t
Sample type : Disturbed Test type : Hydrometer Date: 22/12/2009
60
Sieve
Nt
Sieve
<
Mass oj
Sieved
Mats of sieve -» Rrr .soil(gj
Mass of Ret sal
Percentage
Retained
Cumulative
% Retained
Percentage
Passing
No 10
2.00
551.10
551.10
000
0.00
0.00
1(8100
No 16
1.18
538.90
538.97
0.07
0.12
0.12
99.88
No 30
0.60
516 70
516.80
0.10
0.18
0.30
99.70
No 50
0.30
488.20
488.40
0.20
0.35
0.66
99.34
So /00
0.15
481.90
482.60
0.70
1.24
1.90
98.10
No 200
0.08
459 20
460.41
1.21
2.15
4.04
95.96
pan
0.00
0.00
0.00
0.00
0.00
Hydrometer Analysis
Specific Gravity of soil
2.79 
Tert Temperature, deg.c 20.5
Elapsed
Time
(mtn)
Actual
I hdromtftr Reading
Tenprature
Corrected
Hydrometer
Reading
Effectrm
Depth
(at)
Coeffictent
K
Grain
Percentage Finer
Combined
2
47.0000
20.5
40.0000
9.70
0.01291
0.0284
78.69
5
45.0000
20.5
38.0000
10.10
0.01291
0.0183
74.75
15
43.0000
21.0
36.0000
10.40
0.01291
0.0107
70.82
30
41.0000
21.0
34.0000
10.70
0.01291
0.0077
66.89
60
40.0000
21.0
33.0000
10.90
0.01291
0.0055
64.92
250
36.0000
21.5
29.0000
11.50
001276
0.0027
57.05
1440
34.0000
19.0
28.0000
11.70
0.01327
0.0012
55.01M
port presents Summery of labora,ory ,est result of Samples taken from Upper Beles
. r^nal Site The test results are Grain size analysis, Atterberg Limit, Natural
We* ari° ca
Content Linear Shrinkage. Dispersion . Compaction. Swelling Pressure. rmeabil'ty P  Organic Matter. Mass loss on ignition . Sulphate content of Water extract
(forr Soil and Sulphate content of acid extract from soil
The soil tests are carried out following the appropriate sample preparation and testing procedures The following are the standard procedures followed to carry out the analyses
j. f Standard Procedures
S No
Type of Test
Standard
1.
Grain Size Analysis - Hydrometer
BS Test 7(B)
2
Atterberg Limit
BS Test 2 (A)&2(B)
3
Natural Moisture Content
BS Test 1(A)
4
Proctor Test
BS1377: 1975.Test 12 & 13
5.
Dispersion by Double Hydrometer
ASTM D4221
5
Shrinkage Limit
BS Test 5
7
Permeability
ASTM D2434
□■
0
■ . _______
Swelling Pressure
BS
9
Organic Matter Content
Walklay Black Method
id
11.
12.
13'
Mass toss on Ignition
Sulphate Content of Water Extract from Soil Sulphate Content of Acid Extract from Soil
PH Meter
BS 1377-3:1990 Turbidity meter Method BS 1377-3:1990Nile Drainage & Irrigation Project from Upper Beles Weir and Canal Site. Summary of Test Results
Date : 23/02/2010
1 Parameters
IPB-12            TPB-9
(2.0-2.62m) (0.0- 1.74m)
TPB-9 
(1.74-2.68m)
TPB-ll               TPB-17 (0.18-2.55m)       (0.0-2.33m)
i Grain Size Analysis
Clay %
i Silt %
Sand %
Gravel %
r
13.20 75.33 32.35
44.69 18.94 37.85
42.11
5.73                  29.80
" V*
82.50 56.15 14.06 39.81 3.44 4.04
-
Atterbcrg Limit
, Liquid limit %
Plastic Limit %
i Plasticity Index %
53.06
33.80
19.26
99.45
42.63
56.82
70.75
37.19
33.56
80.86
33.26
47.60
68.43
42.08
26.35
i Proctor Test
MDD gm/cm1
OMC %
—
•
------- ---------- --------— 1.560                 1.558 24.50                 24.25
1.532
25.80
1.398
34.50
1 Permeability K (Cm/scc)
-
1.16X10^
7.84X10"
2.115X10'
5.08X10
1 Natural Moisture Content (•/•)
22.30               22.15
24.02                   18.79
23.87
1 Linear Shrinkage Limit (•/•)
7.60                22.00
20.00                  21.00
10.00
Organic Matter Content (%)
1 43
3.51
•
1.47                    4.13
3.47
p"
1
7.81                    6.21                 - T-----------
1
i Sulphite Content of Acid eitract from Soil (•/•)
-
0.1372
0.0684                     -
Sulphite Content of Water extract from Soil (mg'l)
Min Lott on Ignition
-L
9.044
11.64
3.522
12.06
9.64
Cheeked By _
Approved By c '‘£’"3’
W*?* *
ANNEX L.2
LAB TEST RESILTS FROM TRIAL PITS: STAGE 3 COMMAND AREAFt&rnlDuwat:, \ public ct E/hi^in. Mitiiitn tfWatff cEwrrj E/J)itpt.rx Xi/r IrngrfWt tiK>iDm nag PrytrfJ.O |nir"<,,,c,,on
port presents Summery of laboratory test result of soil taken from Nile Irrigation and
Project The test results are Hydrometer, Atterberg Limit, Proctor, Direct Shear,
grainflfl
nkane Double Hydrometer, Permeability, Swelling Pressure, Moisture Content,
□near SnrinRdy^-
Content. Sulphate Content of Water Extract from soil and pH The soil tests are Orga
a ned out following the appropriate sample preparation and testing procedure The following is the standard procedure followed to carry out the analysis
1.1 Standard Procedures
^No
Type of Test
Standard
1
Hydrometer
BS Test 7(A) & 7(D)
2
Atterberg Limit
BS Test 2(B)
3
Proctor Compaction
BS Test 13
4
Direct Shear
-
5
Linear Shrinkage Limit
BS Tests
6
u.-------
Double Hydrometer
ASTM D4221
7
Permeability
ASTM D2434
0
Swelling Pressure
BS 1377 1975,
9
Moisture Content
BS Test 1(A)
Organic Content
WaJkiay Black Method
Sulphate Content of Water Extract from soil
Turbidity Meter Method
•<
__ _
12 '
PH
pH rnteterNile Irrigation and Drainage Project
Summary of Test Results
Date: -02/02/10
, Parameter
TPB-29
TPB-32
(0.34-1.40m)
TPB-37
TPB-30
TPB-32
TPB-34
(0.60-2.90m)
(0.25-2.50m)
(1 40-3.00ni)
(1.20-3.00m)
I
Grain Size Analysis
Clay (%)
Sih (%)
Sand (%)
65 00
3047
39.98
52.27
63.50
31.58
4.92
71.50
21.73
677
79 00
19 83
1.17
Atterbcrg   Limit
Liquid Limit (%)
95.08
72.36
35.37
36.99
70.47
86.85
Plastic Limit (%)
32.33
37 54
27 28
Plasticity Index (%2
62 75
32.93
59.57
69.10
43.28
25.82
I Proctor
i MDD(jpn/cc)
I 505
OMC (%)
33 60
Direct Shear
C (kPa)
gQ___
Linear Shrinkage (%)
14.72
61.05
34.45
13.21
42.00
44.13
12.99
0.88
73.50
42.57
30.93
1.269
35.80
92.03 39.35
15.25
82   00
14 71
3 29 ----------------------1
73.00
48.77
24.23
1.458
32.50
61.51
36.61
87.27
Double Hydrometer
Pcrmeabltlty(cm/sec)
Swelling Pmsure(kPa) 6 99
I Moisture Content (%)
i Organic Content (’A)
I
I Sulphate Content of Water Extract
t
26 60
22.97 42 53 0.57
11.04
5.85
1.266 x 10^
3 00
27 32
0.83
0.86
5.26
H H - The remaining Permeability. Sulphate Content of Acid extract and Mass I oss on Ignition results will be reported at soon as rests are completed
------
*•T  *tttc «**
Waterworks Design and
Supervision Enterprise Laboratory
Service
Soil & Material Testing Section
55 16/61 45 01
Xx 251-116 61 53 71/61 08 "
P.O.Box 2561
Addis Ababa
Ethiopia
,^ ilw.*C* «
>
e
teleCO,nn*Let
n  nJndD",nagCl’r°’eCt
Frft. Sdclmg’ "
Citnl uo^Bulles Mam and Secondary Canal
iccalior ukjH'-4
TPit.No TPB-W
Pcpth 0-25-250
Sim. No:
Sample type Disturbed lest Type : Direct Shear
Date : 28/01/2010
Normal Stress
Shear Stre ss
0
0
19
80
39
84
58
96
78
112
~971
400
Normal Stress Vs Shear Stress
2W 22U 2OI
’80 180 140 120 100
80
60
4C
20
0
20
4Q
co                         80                         100                        120
c=61.05 kPa
0=34.45°
^steo byptnH rtFT Jim*; *TTTC frCtfl-
tf&ti MQItH
Mzr fuixm h?A
Tel 251 -116 - 18 55 16/81 45 01
Fax. 251 ■ 116 - 61 53 71/61 08 98
e-mail w.w.ds.e@telecom.netet
Nile    Irrigation    and    Drainage    Project
I li] crow
Water Works Design and Xi. Supervision Enterprise Labors
LW.JTJ
rJ
P.O Box
Addis Ababa
Ethiopia
Service
Soil & Material Testing Section
t 2561
Prjcct:
Client:
Location Upper Bul.’es Main and Secondary Canal T.Pit.No. 1TB- 32
Depth :
04 1.40
Sam. No:
Samp’etype: Disturbed
Test Type : Direct Shear Date . 28/01/2010
Normal Stress
Shear Stress
0
0
19
107
39
126
58
136
78
156
97
_____________________
172
11
Normal Stress Vs Shear Stress
C=92.03 kPa
0=39.35°*TTTC *E#f
f ” n<itH inm*
Water Works Design and Supervision Enterprise Laboratory
Service
So// & Material Testing Section
-el 251-116 ’8 55 16«1 4501 fax 251-118 -81 53 71/81 08 9e
e^ruil
n«tet
P 0 Box 2561
Addis Ababa
Ethiopia
Pqert
CSent:
Ndc Irrigation and Drainage Project Hdcrow
LccaUon:
Upper Bulges Main and Secondary Canal
Thi.No-
Depth
TPB-34
1.20-3.00
Sam. No:
Sample type Dislurbed
Test Type : Direct Shear Date: 28/01/2010
Normal Stress
Shear Stress
0
19
80
39
87
58
99
78
124
“971
134
Normal Stress Vs Shear Stress
Cs 61.51 kPa
3=36.61°rmi rtFT w; *tttc JttH Oflt+A *707frf
thi.c
Project
Client
Location
Test Pit
Tel 251 -116 ■ 18 55 1M1 45 01 Fax. 251 -116 - 61 53 71/61 08 98
e-mail w.w.d.s.e^ethlo.netet
Nile Irrigation and Drarage Project Halcrow
Water Works Design and Supervision Enterprise
Laboratory Service
Soil & Material Testing Section
PO.Box 2561
Mdi» Ababa
Ethiopia
Sample No
lipper Bulles Main and Secondary Canal
TPB-28.Layer B
Depth (m): 140-2 00
LIQU1DAN0 PLASTIC LIMIT
DETERMINATIONS
DATA ANO COMPUTATION SHEET
Sample type : Disturbed Test type : Atterberg Limit Date 17/01/10
Type of test
LL
LL
u
LL
Corltmer Ho
C14
14
G1
A15
he of Blow*
340
28.0
220
160
W of Mrrp« ♦ Tira wet
34 490
33 940
33 930
34 440
W of urrpte ♦ Tira dry
25 820
25 830
25.340
25430
Wltf witef
8 670
8 110
8.590
9.010
Tira
16 440
17 190
16440
16 320
wt of 3f) tori
9 380
8.640
8 900
9110
Wilr content %
92 431
93 866
96 517
98.902
PL
PL
Conterer Ho
M12
F13
VUlof                         wet
27 450
27.510
Wof sampte ♦ Tira dry
24 730
24.870
W of witer
2.720
2640
Tira
16 290
16.730
*1 Of ary sol
8440
8.140
Wilt' content %
32 227
32.432
32.33I
Flow curve
Results
i I = 95 08%
Pl = 32 33%
pi = 62 75%
Tested By
Checked
Approved By4*^ *TTTC
ff>lC Td 251-1W-’®55
FM 251 - 116 -61 53 71/61 08 98
Mnail w.w ds.^ioneft
Nile Irrigation and Drainage Project
Water Works Design and Supervision Enterprise
Laboratory Service Soil 4 Material Testing Section
P.O.Box 2561
Addis Ababa
Ethiopia
Project
CIH<*
jjcatjon
TeslP't
Dept* W:
Halcrow
Upper Bulles Main and Secondary Canal
TPB-29,Layer D
140-300
Sample No
Sample type Disturbed
Test type Atterberg Limit
Date 18/01/10
tOjOAND PLASTIC LIMIT
□ethrminations
ANO COMPUTATION SHEET
iTvreoHlHt
LL
LL
LL
u
jCc.'Itrr No
A6
F1
30
M6
PtnewtKX' <• nim
34.0
28 0
220
160
Woliartipif *T»ewel
35.580
34 590
34.820
34 360
VAo’           ♦ Tare dry
27 940
26.970
27.150
26 590
M of wafer
7640
7 620
7670
7.770
"lie
17 040
16370
16.580
16 380
W* of Vf IO«
10 900
10 600
10.570
10210
War contents
70092
71 887
72.564
76 102
PL
PL
Content No
F18
61
WlQlMmpit ♦ Tara wet
27 820
28 890
Wt rf wrnpte ♦Tare dry
24 790
25630
Wife wafer
3.030
3.260
Jam
16 280
16.350
pt of er, sod
8.510
9.280
content %
35 605
35 129
35 37
Flow curve
X
<3
e
Resu
lts
W3
■
LL=
72    36%
c
1
PL=
PI =
35.37%
36 99%
100
No of Blowsrmi Kin? ♦tttc
jrcH uttA intniH
rue
frtt
Project
Cient:
Locator:
Test Pit
e-mail w.w.d.s.e^ethio rwtet
Nile Irrigation and Drainage Project
Halcrow
Waterworks Design and Supervision Enterprise
Laboratory Service
SoU '& Materlal Testing Section
P.OBo* 2581
Addis Ababa
Ethiopia
Sample No
Upper Bulles Main and Secondary Canal            Sample type: Disturbed
TPB-32,Layer B
Depth (m): 0.34-1.40
LIQUID AND PLASTIC LIMIT
DETERMINATIONS
DATA ANO COMPUTATION SHEET
Test type Atterberg Limit
Date • 18/01/10
Type of lest
LL
LL
LL
LL
Contelner No.
M19
Gl
u
F17
No o’ Blows
340
28.0
220
160
Wl of sample ♦ Tare wet
35 440
34 770
34.980
33.940
Wlo! sampie ♦ Tare dry
27 660
27 140
27.420
26 440
Wl of waler
7.780
7.630
7 560
7 500
Tare
16.110
16120
16 730
16 590
wt cf dry sort
11.550
11020
10.690
9 850
Water content %
67 359
69.238
70720
76 142
PL
PL
Coetener No
9
41
Wl of sample ♦ Tare wet
28360
28 260
Wl of sample ♦ Tare dry
25050
25020
Wlol water
3.310
3240
Tare
16240
16380
Wt O< dry toil
8 810
8640
Water content %
37.571
37 500
37 54
Flow curve
Results
LL= 70 47%
PL=~37 54%~
Pl= 32 93%~I
Tested By
Checked B^
Approved 0£nr* *TTTC
hVA..
r Td 251-^16- 18 5516/61 45 01
Fax. 251 - 116-61 53 71A61 06 96 agnail w.w.d.s.eQethlo.netet
Nile Irrigation and Drainage Project
Water Works Design and Supervision Enterprise
Laboratory Service Soil & Material Testing Section
P.O.Box 2861
Addis Ababa
Ethiopia
proj^
C»f"
Location
Tell P'f
Sample No
Sample type: Disturbed Test type Atterberg Limit Date 20/01/10
Depth (n):
uOjO ANO PLASTIC LIMIT
pfTEPMNA TIONS
WTA AO COMPUTATION SHEET
Halcro*
Upper Bulles Main and Secondary Canal TPB-37, Layer B
060-2.90
[jyae of                          —
LL
LL
u.
LL
[carrteine'’ No
D*
33
M3
G5
viffito**
360
28 0
240
18 0
|,^:fHrnp*e • Tire **l
36 640
37 940
35 860
36 020
|W!sample ♦ Tire dry
27.490
27 980
26 980
26.810
Sdl*'
9.150
9960
8880
9.210
Ito
16.520
16690
Ltofdr/iol
10.970
16.330
11.650
16 830
10 150
10 120
‘Watir content %
83.409
85 494
87 488
91.008
PL
PL
•Xilw No
47
CC
t*yurpJe + Tiro wet
26.690
27.010
Vt flf wrcle « Tiro dry
24 530
24 690
VAotww
2 160
2.320
to
16410
16 390
* 0* dry mi
8 120
8 300
26601
27 952
27.28|
Flow curve
Results
LL= 86 85% PL= 2728% PI = 59 57%
*•'XPmH JUWK HTTTC JTCJH «41dT4
rw.c rtrtJW iw
Protect
Client.
Location:
Test Pit
Tel 251 -116-18 55 16/61 45 01
Fa> 251 -116 -61 53 71/61 08 98 e-mail w.w.di.eQethio.net.et
Nile Irrigation and Drainage Project Hafcrow
Water Works Design and Supervision Enterprise
Laboratory Service
Soil & Material Testing Section
P.O Box 2561
Addis Ababa
Ethiopia
Sample No
Upper Bulles Main and Secondary Canal
TPB-30. Layer B
Depth (m) 0 25-2 50
LIQUID AND PLASTIC LIMIT
DETERMINATIONS
DATA ANO COMPUTATION SHEET
Sample type Disturbed
Test type Atterberg Limit
Date 17/01/10
Type of lest
LL
LL
LL
LL
Conie»net No
OD
23
AD
51
No of Blows
34 0
280
22.0
16 0
Wl of sample ♦ Tare wet
39 060
36 670
37 130
35 750
Wlof sample ♦ Tare dry
30 100
28 260
28 700
27 800
Wlof water
8880
8410
8430
7950
Tara
16730
16.090
16.800
16.930
art of dry soil
13.450
12 170
11.900
10870
Water content %
66 022
69 104
70 640
73.137
PL
PL
Container No
G4
B-4
Wt of sample ♦ Tare wet
28.300
28.520
Wt.ofsamp* ♦ Tare dry
24 790
24 780
Wt of water
3.510
3740
Tare
16.680
16.140
wt.of dry soil
8.110
8640
Waler content %
43.280
43 287
43 28|
Flow curve
74
72
70
68
66
Results
LL= 69 10%
PL= 4328%
PI = 2582%^
10 100
No of Blow*
Tested By
Checked By
Approved Bfuf fi-Pf WH HTTTC jrcJtt w-H Min-i
Tai 251- 116- 18 55 16/61 45 01
Fax 251 -116 - 61 53 71/51 06 9fl
e-mail w wda.a^etWo.natat
Nile Irrigation and Drainage Project
Pnject CWC
Locaton
ToftPit:
Depffn):
Halcrow
Upper Bulles Mam and Secondary Canal - - •  ---- Z'
TPB-32. Layer C
i; 1 40-3 00
Water Works Design and Supervision Enterprise
Laboratory Service
So/7 A Material Tasting Section
P.O Box 2561
Addis Ababa
Ethiopia
Sample No
Sample type: Disturbed
Test type Atterberg Limit
Date: 18/01/10
UdUID ANO PLASTIC LIMIT
OETWMTIOHS
DA’A AND COMPUTATION SHEET
LL
LL
LL
LL
Hypt jw-------------------------
F19
11
J
39'
360
28.0
220
16 0
MnTuroto * T»f« ***
33.080
34.540
36 000
36 520
* Tare dry
26.240
27.060
27610
27 750
6840
7 480
8.390
8.770
16.640
9 600
16 790
10.270
16.410
11 200
16 350
jwty *y Wil
11 400
tor               %
71 250
72833
74 911
76.930
PL
PL
Coroner No
A-20
Z10
Mofsirrpe ♦ Tare *e(
27 280
27.360
Mofiarp^ • Tare cry
23 960
24.010
** hotter
3320
3350
15.940
16350
gtldrywll
8.020
7660
w«» antxnt %
41 397
43.734
42.57
Result*
LL=     73 50%
PL=     42 57%
PI = 30 93%..
mi Mt w* *T7C jttH HfrH klOlH
thLC <nr>£M‘
Tel 251 - 116 18 55 1fW61 45 01 Fm 251 -116 - 61 53 71/61 08 98
c
-m ll w.w d.».e©ethlo.n«tet
B
Project:
Client
Location
Test PH
Nte Irrigation and Drainage Project H sic row
Waterworks Design and Supervision Enterprise
Laboratory Service
Soil A Material Testing Sect/O
P.O.Box 2561
Addis Ababa
Ethiopia
Sample No
Upper Bulles Main and Secondary Canal
TPB-34, Layer C
Depth (m) 1 20-3 00
liquid and plastic limit determinations
DATA AND COMPUTATION SHEET
Sample type Disturbed Test  type  Atterberg  Limit Date: 17/01/10
Tpe of lest
LL
LL
LL
LL
Contefier No
G7
60A
F
A11
No ofBtowi
35.0
30 0
24 0
18 0
Wo! sample ♦ Tart we
37 490
36 560
38 080
36 090
W of sarpte * I ire 3ry
28 920
28180
29 240
27 650
W of wa*r
8 570
8 380
8 840
8 440
Tam
16.660
16.440
17.120
16610
WLd (jfy toil
12.260
11.740
12.120
11.040
Wife' corle-il *
69902
71 380
72937
76 449
PL
pl
Conltner No
M19
Gl
Met sample* Tua wet
28200
28.150
|WLo< sarp** Tire cry
24 230
24 220
Wl of water
3.970
3 930
Tire
16 130
16 120
*t q< dry soil
8.100
8100
Water content %
49 012
48.519
48 771
Flow curve
Results
I LX 73 00%
pi - 48,77%
pi ='221^’
Tested By
Checked By
Approved BC
„,fT *T  -m. 
hih w**
7 251 - lie -61 53 71/61 08 98 ,^ wwd....®et»’lo.neLet
l
Water Works Design and SupeLar bvoisrai toon ryESnterevircpre ise
Soil & Material Testing Section
P.O.Box 2561
Addis Ababa
Ethiopia
Prof^
Client
Locaton
*esl Pit
Nile Irrigation and Drainage Project Halcrow
Upper Bulles Main and Secondary Canal
TP8-30. Layer 0
fcpfNm) 0 25-2 50
Sample No
Sample type Disturbed
Test type Modrfied Proctor
Date 20/01/10
[Slesl No. _        ---------------------
Water in cc___________________ - jjiJSSGSVvVetsamplel g)
1
200
2
300
3
400
3463
3652
3472
WL of mould (g)
1751
1751
1751
WtotwetsaKg)
1712
1901
1721
Volume of mould cm3
944
944
944
Wet Density mg/cm3
1.81
2.01
1 82
Moisture content
Tn No.
B-1B
A99
D‘
Wet sal " tin (g)
109 76
128 99
Dry soil ♦ bn (g)
87 29
71 25
86 08
97 14
Woftin (g)
16.47
16.47
1627
W of Water (g)
16.04
2368
31.85
Al of D^y soil (g)
54 78
69.61
80 87
Moisture content %
29 28
34.02
39 38
Density g /cm3
1.40
1 50
1.31
tZerc. Air Voids 100%
1 54
1 43
1 33
42 44 MDD 1.505 gm/cc
OMC 33.60 %W HT* WW *TTTC
mW A 4WHH
MX/7
Project
Cient:
;
Tel 251 -116 - 18 55 16/61 45 01
Fax 251 -116 - 61 53 71/61 08 98 e-mail w.w.dee^othio.netet
Nile Irrigation and Drainage Project Haler ow
Water Works Design and Supervision Enterprise
Laboratory Service
Soil & Material Testing Section P.O.Box 2561
Addis Ababa
Ethiopia
Sample No
Location:
Test Pit
Upper Bultes Main and Secondary Canal
TPB-32.Layer C
Depth(m): 1 40-3 00
Sample type Disturbed Test type Standard Proctor
Date 20/01/10
Lab test Nc
1
2
3
Water m cc
300
400
500
At of mould ♦ Wet sample(g)
3300
3373
3310
VW of mould (g)
1758
1742
1758
TA of wet soiHg(
1542
1631
1552
Volume of mould cm3
944
944
944
Wet Density mg/cm3
1.63
1.73
1 64
Moisture content
TmNo
A13
P-
650
jWet sod tei (g)
115.03
144 73
132 83
Dry sod + tn (g)
90.59
110.57
97 78
Wtof tei (j)
16.13
1631
1625
Wt of Water (g)
25 34
34 16
35.05
Wtof Dry soil l g)
74.46
94 26
81.53
Moisture content %
3403
36.24
42.99
Dry Oensity g /cm3
1.22
1.27
1 15
Zero Air Voids 100%
1.35
1.31
1.21
Water Contents
MDD: 1 269gm/cc
OMC 35.80 %
TESTED BY;.
CHECKED BY -
APPROVED BY -,,»» «TTT|:
F.x 251-HA-61 53 7,?61 08 M
Wn
,| w.w.d.s.«a»thlo.rwt.t
l
pioject Nile ,m9at,on and Drairia9e Pr°fect
cl *nt upper Bules Main and Secondary Canal j£p«       TPB-34. Layer C
nanih/m) 1 20-3 00
Water Works Design and Supervision Enterprise
Laboratory Service Soli & Material Testing Section
PO.Box 2561
Addis Ababa
Ethiopia
Sample No
Sample type Disturbed
Test type : Modified Proctor
Date: 20/01/10
_iab test No_______________________
Wwerm ______________ .______—- WtfiSdd + Wet sampler)
1
200
2
300
3
400
4
500
3426
3572
3526
3468
Wto^ mould (g)
1751
1751
1751
1751
•aVt of wel so
1675
1821
1775
1717
Vciumeofmould cm3
944
944
944
944
^Vet Density mg /cm3
1 77
1.93
1 88
1 82
Moisture content
Tin No
35
53
16A
A20
Wet soil * tin (g)
Dr/ soil ♦ tin (g)
6564
54 99
120 00
94.65
91 06
71 06
116.78
86.85
W of tin (g)
16 19
162
1609
1593
•M of Water (g)
10.65
25.35
20
2993
Wot Dry soil (g)
388
78 45
54 97
70 92
Moisture content %
27 45
32 31
36.38
4220
DryDemity g/cm3
1 39
1 46
1 38
1 28
Zero Air Voids 100%
1.59
1.47
1.39
1 29
25 28 30 32 34 36 38 40 42 44 46 48
Water Content \
MOD: 1.458gmfcc
OMC . 32 50 %HOW PiM JLHJn1? $TTC MH MOA-fd
WIH .      . O
rAzr rw/tfr taa £ 
Water Works Design and Supervision Enterprise Laboratory
Service
pi
7 Soil 4 Material Testing Section
Project:
(lent:
N’de Irrigation and Drainage Project f lalcrou*
I /xadon Upper
Bulles Main and Secondary Canal
T.PitNo. TPB ^JjyerB
Dcpihfcm) I 40-2.00
Sample No
Sample type: Distutbec Test type: Hydrometer Date 17/01/2010
Total mass of sample
5»r
Nr
Sint
Oynagum)
Mosj of
Sitvtfg)
lass of sieve Rr/ .soilfc)
Mass of Re/, soil $
Percentage
Retained
Cumulative
% Retained
Perrt/ttdg
Passinj
N» fO
2.00
551.10
551.10
0.00
0.00
0.00
ioooo
N»«
/.M
558.90
559.09
0.19
034
034
99.66
Nt JO
060
516.70
517.28
0.58
1.04
138
98.62
Nt 50
OTO
488.20
488.76
0.56
1.01
2.39
97.61
Nt 700
0.15
481.90
482.45
0.55
0.99
3.38
96.62
x\’»200
0.08
45920
459.84
0.64
1.15
4.53
95.47
I to*
0.00
0.00
0.00
0.00
0.00
- I---------------------- r-
Sptajic Grant} ot joil           2.69 
—*---------------------- 1-
Actual
Hydwneter
R/adrn^
------------ -------------- --
Hydrometer Analy sis
Test Temperature, dev.c 22
-----------i----------------------
—fl------------------
Eiafssea
Time
(min,
Tenpmtmt
--------------------- ------- -
Corrected
hydrometer
Reading
Effecttw
Depth
'em)
Coefficient
X
Crain
Sift
(mm)
Percental Finer
Combined
2
53.0000
22
47.0000
8.6000
ao/jrp
0.02735
83.72
5
51.0000
22
45.0000
8.9000
0.01319
0.01760
80.15
15
485000
22
42.5000
93000
0.01319
0.01039
75.70
30
47.0000
22
41.0000
9.6000
0.01319
0.00746
73M
60
45.5000
22
39.5000
9.8000
0.01319
000533
7036
250
43.0000
22
37.0000
10.2000
0.01319,
0.00266
65.90.
144Q
40.0000 t
33.5000
10.8000
0.01325
0.00115
59.67
Grain Size Distribution Curve,BS
*
100 00
90.00
fe
80 00
c
70 00
£
60.00
50 00
C!
1
c
o
0
40.00
50 00
20.00
1000
Grain. Sj
Tested'by
Checked
MU
Approved by:
V..Ynra.u ffrFT
,  C
T
■—'
£
NJe Irrigation and Drainage Project
Water Works Design and Supervision Enterprise Laboratory
Service
Soil & Material testing Section
Sample No
Loes**1
Halcrow
Upper Bulles Mam and Secondary Cana! TPB 2*),Layer D
Sample type ; Disturbed Test type: Hydrometer Date: 17/01/2010
T.Pit No-
D^ron) 140-3 °0
Total mass of samp le, 60
Sieve
Mar j  of Sieved
lass of sieve Ret.nilfe)
Marr of
Kr£ roil fa)
Percentage
Retained
Catrnn/atiM
% Retained
Percentage
Parting
JW
2.00
551.10
551.10
0.00
0.00
0.00
100.00
n//6
1.18
538.90
539.08
0.18
032
032
99.68
Ni$0
0.60
516.70
517.50
0.80
1.41
1.75
98.27
030
488.20
48932
1.12
1.97
3.70
9630
Lv, too
035
481.90
48323
1.33
234
6.04
93.96
So 200
0.08
459.20
460.17
0.97
1.71
7.75
92.25
pan
0.00
0.00
0.00
0.00
0.00
Hydrometer Analysts
jxjiy GriMry at rot*2.64 Ttrt Temptrulxn, de^.c 22
Tmt
.win/
Artus!
Hydrometer
Reading
Tenpratun
de^.c
Correrted
Hydrometer
Rsadini
EfirtM
Depth
W
Coeffitient
K
Gntin
S'V
(mm)
Percentage Finer
Combines
2
J8.0000
22
32.0000
11.1000
001339
0.03154
56.47
5
37.0000
22
31.0000
11.2000
0.01339
0.02004
54.70
15
35.5000
22
29.5000
11.4000
0.01339
0.01167
52.06
JO
34.0000
22
28.0000
11.7000
0.01339
0.00836
60
49.41
32.0000
22
250
26.0000
12.0000
0.01359
0.00599
45.88
30.0000
22
24.0000
124000
0.01339
0.00298
4235
27.0000
21
20.5000
129000
0.01345
0.00127
36.17
Gravel
Grain SinnH WT WW
*TTC
A7H1A-+              M*-
M: HUHr MA
Project Nile Imgadon and Drainage Project Client:      Hdcrow
Water Works Desi
Supervision Enterprise9" 80(1
Servin b°ra’^
' Soil 4 Material T9stin
. Sectfon
S
Location: Upper Bulk* Main and Secondary Canal
T.PitNo TPB-321ajtrB
Depthfem) 0.34-1.40 
: ^tUriiM
«I type: Ily^^
D ’te : 17/0l/20IQ
Total mass tif sample , y
Jim
Nr
Sir*
Ojirnragtwarj
Man of
5in*fa}
lass of sieve R// .ioi/fc
Mass of Rr/. soil (f)
Percentage
Returned
CnmnlaUm
% Retained
N«Z0
2.00
551.10
551.10
0.00
000
0.00
N»f<
1.18
558.90
559.27
0.37
0.80
0.80
Pnrtnta# 1 100.00
99 20
No 30
0.60
516.70
517.28
0.58
1 25
2.04
.
97.96
No 50
0J0'
488.20
488.60
0.40
0.86
2.90
97.10
No 100
0.15
481.90
482 32
0.42
0.90
3.80
96.20
No 200
0.08
459.20
459.72
0.52
1.12
4.92
95.08
pa*
0.00
0.00
0.00
0.00
0.00
Sj*aju Grsw cf sou 
2JI
Hydrometer Analysis
iutitmpcratotrtidc&.c22
Elapsed
Time
(mu)
Actual Hydmmetcr
Rtadin;
Trnpratun
*x-‘
Corrected
Hydrometer
Reading
Effective
Depth
(an)
Coefficient
K
Gram
St?
(mmj
Percentagt I Jwr
Combined
2
40.0000
22
34.0000
10.7000
0.01311
0.03032
72.10
5
39.0000
22
330000
10.9000
0.01311
0.01936
69.98
15
58.0000
22
32.0000
11.1000
0.01311
0.01128
67.66
30
37.0000
22
31.0000
11.2000
0.01311
0.00801
65.74
60
P.0000
22
31.0000
11.2000
0.01311
0.00566
65.74
250
56.0000
22
50.00M
11.4000
0.01311
0.00280
65.62
1440
55.0000
21
28.5000
11.6000
0.01317
0.00118
60.44]
Grain Size Distribution Curve,BS
?
o
c
u.
©
Cl
2
c
o
p
100 00 -
90 X
80 X
70 X
60  X
50 X
40  X
30.X
20  X
10 X
-
10 003
X
1X00
I__J
I Mtt
Checked by __ _^
000              0. --------- Grain-
Sand
Approved by:
%
\i..fport
t TTC
th# !
prolrtt; Jieni Location : f Pit No p«,d>M
«jh miuh j
v^*~
Water Works Design and Supervision Enterprise Laboratory
Service
I- ' Z Soil A Material Testing Section'
Simple No
Simple type : Disturbed
Hilcr°w
. 
.
Opper Buller Main and Secondary Canal
TPB JTJjyer B
0.60-290
Test   type   :   Hydrometer
Due: 17/01/2010
7 otal mast 9j samplt, g 60
Sit*
Mass of
Sitvtfc)
lass of litve Rft joiitjj
Mast of
Rot. soil (g)
Perrtn/a#
Retained
Cjv**1oSjh
% Retained
Pencnta#
PaSHflf
\'a
t
2.00
551.10
551.10
0.00
0.00
000
100.00
I'Vtf >v
^16
1.18
55K.9O
539.15
0.25
0.44
0.44
99.56
0.60
516.70
517.13
0.43
0.76
1.20
98.80
” No 50
0.30
488.20
488.92
0.72
1.27
2.47
97.53
100
0.15
481.90
482.99
109
1.92
4.39
95.61
Nt 200
0.08
459.20
460 55
1.35
2.38
6.77
93.23
fMO
000
0.00
0.00
0.00
0.00
SpttAGrwtf) / ioti
Hydrometer Analysis
2.64 Tut Ttmperainn, dg.r 22
FJafdti Timt   I fain)
AttnoJ
iydromtJrr
Reaahn/
Tenpraiarr
deg.c
CoTTfCttd
Hydrometer
Reading
Effective
Depth
(cm)
Coefficient
K
Gram
Sift
(mm;
Percentage Finer
Combined
2
53.5000
22
47.5000
8 5000
0.01539
0.02760
83.88
5
52.0000
22
46.0000
8.8000
0.01339
001776
81.23
15
51.0000
22
45.0000
8.9000
0.013)9
0.01031
79.46
500000
22
44.0000
9.1000
0.01339
0.00737
77.70
60
490000
22
43.0000
9.2000
0.01)39
0.00524
75.93
25Q
47.0000
22
41.0000
9.6000
0.01339
0 00262
7240
1440
46 0000
21
39.5000
9.8000
0.01345
0 00111
69 75
Approv'd try;______**
■
tiurt ntf w’ ,,-zpx
*ttc jtcH wnt-l-*
MtiH
Water Works Design ,nd Supervision Enterprise Lah
Service °ralory
^Soil 4 Material Testing SecHon
Project: Nile Irrigation and Drainage Project
dient:        Halcrow
j^Kinon Upper Bulles Main and Secondary Canal T.PitNo TPB-30.Laye<B
Dcpth(an) 0 25*2 50
Simple No
tropic type : Di
Testtype Hydr^
Date :16/0l /2nio
Total mass of sample, g
Jim
Ne
Siem
Cpmeji'w*'
Mais of
Sieve (fj
Iojj of sieve Ret .soil(g)
Mair of R//. soil (g)
Percentage
Retained
Cumulate
°/g Retained
Pertenfag
Pasdnp
Nf 10
2.00
55/./0
551.10
0.00
0.00
-----------
0.00
100 00
1.18
538.90
538.92
0.02
0.05
0.05
.
99.95
Ni»
0.60
516.70
516.78
0.08
0.19
0.24
99.76
N'50
0.50
488.20
488.30
0.10
0.24
0.48
99.52
No 100
0.15
481.90
482.08
0.18
0.45
0.91
99.09
Nt 200
0.08
459.20
45931
0.11
0.26
1.17
98.83
0.00
0.00
0.00
0.00
0.00
Gnntfy y jst7 Z7V
J
Hydrometer Analysis
Ter/ Tewpenrfim?, d  r 2/
g.
*______
FJapied
Tune
Actual
Hjdrvmtler
Rtadrtf
Tenfralkrt
deg.c
Corrected
Hydrometer
Reading
Effective
Depth
(cm
Coefficient
K
Grain
Sige
mm)
Percentage Fintr
Combined
2
47.0000
21
40.5000
9.6000
0.01287
0.02820
93.87
5
46.0000
21
39.5000
9.8000
0.01287
0.01802
91.56
15
443000
21
58.0000
10.1000
0.01287
001056
88.0T
50
44.0000
21
57.5000
10.1000
0.01287
0.00747
86.92
60
45.0000
21
363000
10.3000
0.01287
0.00555
84.60
250
40.5000
22
34.5000
10.6000
0.01281
0.00264
7P.57j
1440
39.0000
21
52.5000
11.0000
001287
0.00112
~7533]
• e.              Water Works Design and
gnb*!           p_.
0-lT.
viX
Su Pervi8ion Enterprise Laboratory
AT
^ 7x^" "
M
a dOT"«eprolKI
Service
Soil & Material Testing Section
Sample No 1
Sample type: Disturbed
Cl*"'
Ma " and sacondal’'CanaTlest type : I Iydrometer(with out sol'n)
T Pit. No  TPB-30, Layer B ptpth'on) 025-2.50
Date :16/01/2010
Told mass jampk , &SO
4
JjrtT
Vj/0
Sure
2.00
Masj of
Sttwfa)
lass of sieve Rft.soity
Majs of Rsf soi/(g)
Percentage
Pjtarntd
Ctmuiattw
% Retained
Percentage
Passing
55110
551.10
0.00
0.00
0.00
100.00
1.18
538 90
5.if 92
0.02
0.04
0.04
99.96
r n® j
0.03
0.06
0.11
9989
o
0.60
516.70
516.73
" V®50
0.30
488.20
488.25
0.05
0.11
0.22
99.78
Nd 100
0.15
481.90
482.00
0.10
0.22
0.43
99.57
| Nd 2
00 0.08
459.20
459.26
0.06
0.13
0.56
99.44
M
0.00
0.00
000
0.00
0.00
Hydrometer Analysis
5^Grmt)tfS0ii 2.79 Test Ttmpmtnrt, dq.c 21
T7»?    i fsriw,
Acted  [ydronitttr
Reading
Tenpratun
dei.c
Corrected
Hydrometer
Reading
Effector
Depth
(at)
Cmffiaent
K
Gmix
Sigi
(XMt)
Percentage Fixer
Combined
2
3.5000
21
3.5000
15.7000
0.01287
0.03606
8.11
5
30000
21
3.0000
15.8000
0.01287
0.02288
6.95
15
2.0000
21
2.0000
16.0000
0.01287
0.01329
4.64
J0
1.0000
21
1.0000
16.1000
0.01287
0.00943
2.32
60
1.0000
21
1.0000
16.1000
0.01287
0.00667
232
0.0000
22
H40
0.0000
163000
0.01281
0.00327
0.00
0.0000
21
0.0000
163000
0.01287
0.00137
0.00
Grain Size Distribution Curve,BS
ioo.oc
10.000             1.000
0 100 0 010
LJSravei
Lirain
Sand
_________
Silt
0 001              ooc
I Clay ]nm-H nF* WN
mcjrcH war**
Water Works Design and
Supervision Enterprise Laboratory
Service
Mcmwftw
■4
' * .
Project:
diem:
Location:
Nile Irrigation and Drainage Project
Halcrow
Uppe' Bules Mam and Secondary Canal
T.PitNo TPB-30.Layer 0 Depth (cm) 0.25-2.50
Soil & Material Testing Section Sample No 1
Sample type Disturbed
Test type: Double Hydrometer Date 16/01/2010
100 000
10 000
1 000              0.100              0 010              0.001 COK
LI
L
Gravel
Grain Si; te(mm)
Sand Silt
Clay
.■tffimvJ byu wnf zZr
Water Works Design and
i supervision Enterprise Laboratory
Service
Soil & Material Testing Section-
pro^;
[xaOo°: T.fit-NO’
N de Irrigon and Dramage Project Halcrovz
Upper Bal1« Main and Secondary Canal
TPB-32,Liy“ C
Sample No
Sample type : Disturbed
Test type : Wet Sieve + Hydrumeter
Date 16/01/2010
pepth-on) i^.V00
Total mass of fample before wash, j>
Total masi af fampie before wfh g 
t
714.50
101.60
Mart of
faff of new Rft.ioify
Matt of' Ref foil (g)
Percentage
Retained
Percentage
Paving
7500 \
' mm
1600.00
ttoo.oo
0.00
0.00
100.00
1203.50
1203.50
0.00
0.00
100.00
3750
1097.80
1087.80
0.00
0.00
100.00
2500
1191.20
1191.20
0.00
0.00
100.00
1900
718.50
718.50
0.00
0.00
100.00
1230
596.10
586.10
0.00
0.00
100.00
9.50
598.40
0.00
0.00
100.00
4/5
578.10
598.40
578.30
0.20
0.03
99.97
236
533.00
537.40
4.40
0.62
99.36
2.00
551.10
552.80
1.70
0.24
99.12
1.18
538.90
544.30
5.40
0.76
98.36
0.60
516.70
526.10
9.40
1.32
97.05
0.30
488.20
499.20
11.00
1.54
95.51
015
481.90
510.80
28.90
4.04
91.46
o.os
459.20
497.30
38.10
5.35
86.13
P/tN
425.50
1040.90
615.40
86.13
0.00
714.50 \
Hydrometer Analysis
_______ Tert Temperature,
Actual Hydrometer
Reatb n2 37,5000
33.0000 U.OOOO 28.0000
2.51
Tenpratun
Corrected / lydrvmettr
Rtjjtv
31.0000 29.5000
Effective Depth
tan) 11.2000 11.4000
26. <000       11.9000
25.5000
24.5000
22.0000
20.5000
12.1000
12.5000
12,7000
12.9000
ifg.r 21
Coefficient
K
0.01402
0.01402
0.01402
0.01402
0.01402
0.01595
0.01402
Grain
S'V imm, 0.03519 0.02117 0.01249 000890 0.00635 0.00314 0.00133
Penenfagt
Fitter
Cam bin td
61 10
58.14
52.23
5026
48.29
43.36
40.41
7. O ’
« n; VnI
Approv'd fy:-------- --------------------nm-H WT JtHB'V’i ♦TTC JTCH MPtid /
Wlfrt
tM£ fWJt-Nr h*A ;
Water Works Design and
y.
superxis'o" Enterprise L»bor
Service
Mo ^
;
^5*** Soil 4 Material Testing Section
Project Nile Irrigation and Drainage Project
Ghent:     Halcrow
Location Upper BuJcs Main and Secondin’ Canal
T.Pit No. TPB-32,Layer C
Depthfem) 1.40-3.00
Sample No
Sample type Dntutbed Test type : Combined Gtt^. 
Date-.16/01/2010
Grain Size Distribution Curve,BS
10COO
90 00
E    80.00
|      7000
£   60   00
O    5C00
~     4000
S    3C00
£   20   00
WOO
000l
Waterworks Design and Supervision Enterprise Laboratory
Service
" Soil & Material Testing Section
Nile Irrigation and Drainage Project
Piej^ LortDO'1
Halcrow
Sample No
Sample type Disturbed
Upper Bul'es Main and Secondary Canal
Tear type Hydrometer
TPB-32.Layer C
Date:16/01/2010
f pit No
Dcpth(®
1.40-3.00
Total mass of tampk, 
60
Steve
Steve
Mass of
Sievefj)
Iojj of sieve - R/Z./0/Z(jj/
Mais of
Ret. sail &
Pmnfage
Retained
__________
Cumulative % Retained
N» 10
__ r   vL.------ — 2.00
551.10
551 10
0.00
0.00
0.00
100 00
V0 M
1.18
538.90
539.03
0.13
0.26
0.26
99.74
x7w
0.60
516.70
517.30
0.60
1.22
1.48
9852
0.30
488.20
489.05
0.85
1.72
3.20
96.80
Nr 100
0.15
481.90
483.33
1.43
2.90
6.10
93.90
No 200
0.08
459.20
460.43
1.23
2.49
8.59
91.41
I
0.00
0.00
0.00
0.00
0.00
Gwr>'Oj* jw/          257 
Hydrometer Analysis
Test Temperature, de&.c 21
Etytil
Turn
fail}
Actual
Hydrometer
Reading
Tenpraturr
Corrected
Hydrometer
Reading
Ejfectr.e
Depth
(cm)
Cotffiaenf
K
Gram
Siqe
mm)
Percentage
Finer
Combined
2
37.5000
21
31.0000
11.2000
0.01402
0.03318
65.00
5
16 0000
21
29.5000
11.4000
0.01402
0.02117
61 86
15
11.0000
21
26. 5000
11.9000
0.01402
0.01249
55.57
 10 
w
12.0000
21
25.5000
12.1000
0.01402
0.00890
53.47
11.0000
21
24 5000
12.3000
0 01402
0 00635
—
_ 440
51 37
 20000
22
22.0000
12.7000
.
0.01395
.
0.00314
27.0000
.
46.13
21
20.1000
12.9000
0.01402
0.00133
42.98
100.00
Grain Size Distribution Curve,BS
i?
K
to
90 00
C
80 00
70 00
£
0»
w
c
to
to
a.
60 00
So 00
40.00
30°0
1 R 2°
000    asiW.
I
t
Grain £
1inm.u Pl M
m«
Water Works Design ar
Sup’n,i,,°" E^‘Xe Lj“>
Sample No J
um_ .
Sample type : Disturbed
•nd Oratory
project; Nfc Irnga*)" and Dratnage Project Client:     Halcrow
Location: Upper Bulles Main and Secondary Canal TPit.No. TPB-32.Layer C
Depth (an) * 40-3 00
Test type : Hydrom
Dale : 16/01/2010
Total masi of jampie , j
5o! 'n;
Sieve
Nr
Stnt
Maj j of
Stevtfg)
Iasi of new Ret .joitfgj
Maj j of R/i jotl
Percentage
Retained
Cnmn/alivt
% Retained
Nt 10
2.00
551.10
551.10
0.00
Pn^exttijit
fa ;<
0.00
0.00
100 00
N.M
1.18
538.90
558.96
0.06
0.12
0.12
99M
No 30
060
516.70
516.95
0.25
0.51
0.63
No 50
0.30
488.20
488.41
0.21
0.45
1.05
99 57
.
98.95
Nt 100
0.15
481.90
482.24
0.54
0.69
1.74
98.26
Nt 200
0.08
459.20
459.49
0.29
0.59
2.55
97.67
pan
0.00
0.00
0.00
0.00
0.00
S/myu Gratify q j*i
2.51 
Hydrometer Analysis
Test LvKpmlmt tkpc 21
Ehpna
Tiw
(*u)
Ac&al
Hyd^mtter
Readme
Tenprnlnrt
Corrected
I lydrometer
Readme
Effective
Depth
(ON)
Coefficient
K
Grain
(mm)
PercerJag Finer
Combined
2
13.5000
21
15.5000
14.1000
0.01402
0.03723
28 31
5
9.5000
21
9.5000
14.7000
0.01402
0.02404
19.92
15
70000
21
7.0000
15.2000
001402
0.01411
14.68
30
5.5000
21
5.5000
15.4000
0.01402
0.01004
11.55
60
4.5000
21
4.5000
15.5000
0.01402
0.00715
9.44
250
3.0000
22
3.0000
15.8000
0.01395
0.00351
62ff
1440
20000
21
2.0000
16.0000
0.0140V
0.00148
4.1^
Grain Size Distribution Curve,BS
*
©
c
iZ
i> a
2
c o
©
0.
100 000
Tejiediy
£>:__--
Grain Siiftjmm)
Approved by:
r»
I
• •Water Works Design and
X Supervision Enterprise Laboratory
Service
So/7 4 Materia/Tesfng Sec t/on
•           £ irrigation and Drainage Project
\\              Harrow
i inner Builes Mam and Secondary Canal
Lotion: upp*
fflW2 ^wC
p»*(a") I"’-300
Sample No 1
Simple type : Disturbed
Test type : Double Hydrometer
Date :t6/01/2010
Grain Size Distribution Curve BS
r
100 00 90 0°
?   B0   00
2 7000
£   60   00
&  50  00
"     40 00
•     30.00
•     20 00
1000 0.00
—i
i
100 000 10 000
Gravel
1.000 0 100 0.010                                           0001 ________ Grain Si je(mm)
Sand
0000
ApptwcA bynon pm1* WK ,
$TTC KCtft MPt+A
Waterworks
Des g
|
mhih.........
rue nW :■
1 zx
Project: Nile Irrigation and Drainage Project
Supervision Enterprise Lab d
Service °rat°ry
So/7 4 Mater/a/Test/ng
Sample No
Client:     Hatcrow
lexicon: Upper BuSes Main and Secondary Canal T.Ptt No TPB-34,Layer C
Dcprhfan) 120-3 00
s “nplc type Q.
Tc « type
Datc WOl/JOto"****
Toto/ masi of t ample /
5«
jxx T
Majjof I
tajj of neve
Mast of
Percenfapt
Cnmnlatin
N»
Ret soil(g)
Rtf. soil (g)
Retained
% Retained
Ptrtenlag
Pas Hr ?
N«/0
2.00
551.10
551.10
0.00
0.00
0.00
, 100 00
Neftf
1.18
538.90
539.24
0.34
0.79
0.79
. 99M
| M30 '
0.60
516.70
517.07
0.37
0.86
1.66
96 34
Ne50
OJO
488.20
488.40
0.20
0.47
2.13
97r
N« 100
0.15
481.90
482.11
0.21
0.49
2.62
97.31
N.200
0.08
459.20
459.49
0.29
0.68
3.29
96.71
tow
0.00
0.00
0.00
0.00
0.00
Lrttri. Grg>7Q ji/ 2.81
r~*—*------
Hydrometer Analysis
Test Yemperatmt dtgx 21
Etyttd Time
<nm)
ActMiSl
I h Jrwfcr 1
Tenpruteen
de^c
Corrected
Hydrvmeter
Rftiding
Effective Depth
(an)
Coefficient
K
Grain
Sipe
Percentage Finer
Combined
2
49.0000
21
42.5000
9.2000
0.01280
0.02745
95.99
5
48 5000
21
42.0000
9.5000
0.01280
0.01764
04.86
15
47.0000
21
40.5000
9.6000
0.01280
O.O1O24
91.47
JO
46.0000
21
39.5000
9.8000
0.01280
0.00732
89.21
60
450000
21
38.5000
10.0000
0.01280
000523
r—
250
42.5000
22
36.5000
10.3000
0.01274
0.00259
86.95
82.44'
L 1440
410000
21
34 5000
10.6000
0.01280
0.00110
77.92,
Grain Size Distribution Curve.BS
£ r
I
IL
O
5     30 00
100.00 90.0C 80 00
70.00
60.00
50.00
40 00
c
I
20 00
10.00
T-
Grain-Si
J tried h
Checked ________
Approved by •*
i. rAWater Works Design and
i. Supervision Enterprise Laboratory
? 
SS*n and Drainage Project
Service
Soil & Mai^if^ir^ s^on
Simple No 1
Piciecr Cieot: Leacon' r.hLNo-
Sample type: Disturbed
Test type: Hydromcterfwith out sol'n)
Date 16/01/2010
DCp*(c">)
Halcrow
Upper Bulles Main and Secondary Canal
TPB-34. Layer C
. 1 20-3 00
Total matt of sample e
t
50
Soft
JWMa
Mass of
Siwtg)
last of fieve Ret .soil(g)
Man o f Ref JOll (g)
Pmentagr
R/tanud
CwanLatii*
% Rttasntd
Percentage
Patting
2.00
551.10
551.10
0.00
0.00
0.00
100.00
M16
1.18
558.90
539.30
0.40
0.93
0.93
99.07
So 30
0.60
516.70
516.97
0.27
0.63
1.57
98.43
W0
0.30
488.20
488.31
0.11
0.26
1.82
98.18
100
0.15
481.90
482.00
0.10
0.23
2.06
97.94
St200
0.08
459.20
459.28
0.08
0.19
2.24
97.76
F* -
0.00
000
0.00
0.00
0.00
^wGrtmt) sml
2.81 
Hydrometer AnaMia
TtftTrmpertfitfTt degc 21
Elspid
Tun
(ma
Actual Hydrometer
Redding
Tenpratnre
Corrected
Hydrometer
Reading
Effectme
Depth
(on)
Coefjideni
K
Crain
(mm)
Percentage Finer
Combined
2
3.5000
21
3.5000
15.7000
0.01280
0.03586
7.90
5
2.5000
21
2.5000
15 9000
0.01280
002283
5.65
15
1.0000
21
1.0000
16.1000
0.01280
0.01326
30
2.26
1 0000
21
1.0000
16.1000
0.01280
0.00938
2 26
60
10000
21
1.0000
250
1440
16.1000
0.01280
0 00663
.
2 26
1.0000
ooooo
22
1.0000
16.1000
0.01274
0.00323
.
2.26
21
0.0000
16.3000
0.01280
0.00136
0.00ROH W* W™ 
♦•mW** MPttd
M07fr+ . ,w
fAZr rvW? hf A
Project Nile Irrigation and Dranage Project
Chait:       Halaow
Water Works De3iotl Supervision Enterprise \ ?d
*.« ••■-.< . . . Service * Oratory
Soil & Material Testlna <s Sample No ' j iec°on <<■
Sample. type: Dis ,
J zicauon: Upper Bules Main and Secondary Canal Test type :  Double H
T Pit. No. TPB-34,Layer C
Dcpth{an) 1.20-3 OC
Date :16/01/2010 ydr°m,‘’er
Grain Size Distribution Curve,BS
100.000          10 000              1.000               0 100
0.010
0 001 CKO
Grain St
:e(mm)
Gravel
Sand
Silt
Clay1.0 Introduction
Ths report presents Summery of laboratory test result of soil taken from Nile Irrigation and Drainage Project The test results are Hydrometer, Atterberg Limit. Proctor, Direct Shear. Linear Shnnkage, Double Hydrometer. Permeability. Swelling Pressure, Moisture Content. Organic Content. Sulphate Content of Water Extract from soil, Sulphate Content of Acid Extract from soil. Mass Loss on Ignition and pH. The soil tests are carried out following the appropnate sample preparation and testing procedure. The following are the standard procedure followed to carry out the analysis.
1.1 Standard Procedures
SNo Type of Test
T ' Hydrometer
Standard
BS Test 7(A) & 7(D)
2             Atterberg Limit
BS Tesl 2(B)
IT”      Proctor Compaction L
4                Direct Shear
BS Test 13
-
5
Linear Shrinkage Limit
BS Test 5
T“
Double Hydrometer
ASTM D4221
7
Permeability
ASTM D2434
BS 1377 1975,
9
“io" Tf —
13— V-
Swelling Pressure
moisture Content
BS Test 1(A)
organic Content
Sulphate Content of Water Extract from soiT
-----------—--------------------------------- ------------- Sulphate                         a ysr——---------------------------- -
Walklay Black Method
Turbidity Meter Method
pH mleter
r          content of Acid Extract from soil
LOSA An IrmW----------- --------------------------- on ignition
BS 1377-3 1990
BS 1377-3 1990
INile Irrigation and Drainage Project
Summary of Test Results
Pate; - 2-VO2/IO
Parameter
I
Grain Sire AaaJytit
i Clay (%)
I Sill(%)
• Sandt%)
TPH-28
(I 40-2 00mJ
65.00
10 47
TPR-37
(0 60-2 90m)
39 98
52 27
63 50
31 58
4 92
-n so
21 73
TPB-30
(0.25-2 50m)
79 00
19.83
I Ph-32
(1.40-3 00m)
42 00
4  14 21W3
11*13-34 (I 20-3 00m|
82 00 14.71
3 29
Atterbrrg Limit
95 08
70 47
69.10
73 50
73 00
' Liquid Limit (%>
72.36
i Plastic Limit (%)
32 33
35 37
37 54
8685
27 28
59 57
43 28
42 57
Plasticity Index <H)
62 75
36 99
32 93
25 82
3093
48.77
24 23
Proctor
MPIXfm/cc)
I 505
33 60
I 269
0MC(%)
35 80
Direct Shear
C (kPa)
0(*)
61 05
3445
13.21
92.03
39J5
61 51
3661
Uncar Shrinkage (%)
1525
87.27
I Double Hydrometer
I Permeability(cm/iec)
Swelling Presiure(kPn)
f Moisture Content (%)
Organic Content (%)
Tsuiphate Content of MM atm EMtracUmgrt) 01
2.700 x 10
J 100 x 10
22 97
12 51
1.266 \ 10 r 3.00
2732
\
*****
Content of Aeia BvtracU"^) cn IgnitionT>  HP* 
""“"V e/'rMr
ANNEX L.3
LAB TEST RESl’LTS FROM TRIAL PITS: STAGE 4 & 5 COMMAND AREAM/kuSh n/JJ  /rr c
tl           u Izurr^
EfUeput* Xflr Irntafwn jutd DnttHa$t PrvftifI o introduction
fins report presents Summery of laboratory test results of soil taken from Nile Irrigation and Drainage Project. Tire test results are Hydrometer. Anerberg l imit. Proctor. Linear Shrinkage. Double Hydrometer and Moisture Content The soil tests are carried out following the appropriate sample preparation and testing procedure The following are the standard procedure followed to carry out the analysis.
1.1 Standard Procedures
S.No
Type of Test
Standard
T~
Hydrometer
BS Test 7(A) & 7(D)
2
Atterbcrg Limit
BS Test 2(B)
3
Proctor Compaction
BS Test 13
4
Linear Shrinkage Limit
BS Test 5
5
Double Hydrometer
ASTMD422I
6
Moisture Content
BS Test 1(A)A
Irrigntlnn mm. I l»rBin« s I’rojcvl
.Saammwry of Teat Rciulta
Date: - 09/04/10
K
Parameter
1
1 Grain Size Analysis
' Clay (%)
1 Silt (%)
Sand (%)
TRB39
0.00-0.50m
Layer A
TRB40
0.90-2.80m
LayerC
TRB40
2.80-3 60m
Layer D
TRB40
3 60-4 00m          ' Layer E
TRB43
0.00-0 90m
46.00
27.56
26.44
47.00
32.99
20.01
Attcrbcrg Limit Liquid Limit (%) Plastic Limit (%) Plasticity Index (%)
35.00
49.85
15.15
49.75 |
45.67 4 58
Laser A
70.00
22.90
*7 1A
36.35
22.56
13.79
72.50
49.68
22.82
Proctor
MDD(gni/cc)
OMC (%)
66.75
43.19
23.56
.
77.15
44.60
32 55
LIO
73.88
38.42 35 46
TRB46
1 90-2.S0m I
_ Layer B 1
80.00
10 49
9.51
81 60
35.36
46.24
TRB53
0 00-0 Wm Layer A
86.50 8.84 4.66
80.73 44.68 3605
-
•
-
Linear Shrinkage (•/.)
9.65
11.07
12.14
20.71
20.36
17.25
21.07
Double Hydrometer
•
-
-
-
-
Moisture Content (%)
5.22
52.93
58.27
22.52
17.64
Note: - The Remaining Permeability and Swelling Pressure test results will be reported as soon as the tests are completed.Nile Irrigation and Drainage Project Summary of Test Results
Date: - 09/04/10
' Parameter
1
________
TRB53
0.90- 1.95m
I-ayer B
TRB53
1.95-2.10m
Layer C
TRB38
0.45-2.00m
Layer B.C
TRB39
0.50-3.00m
Layer B.C
TRB4)                   TRB45
0.20-1.20m 0.20-2.45m
Layer B.C.D I -aycr B,C
TRB46
0.00-1.90m
Layer A
Grain Size Analysis
1 Clay(%)
1 Silt (%)
Sand (%)
89 80
4.16
6.04
57.50
5.75
36.75
18.00
34.26
47.74
30.00
36.39
33.61
80.00
13.89
6.11
85.00
13.19
1.81
88 00
11.27
0.73
Altcrbcrg Limit
Liquid Limit (%)
1 Plastic Limit (%) Plasticity Index (%)
89.85
42.86
46.99
55.67
28.17
27.50
38.72
N.PL
49.30
26.43
22.87
70.00 65.58
40.27 44.28
29.73 21.30
81.50
36.47
45.03
Proctor
MDD(gm/cc)
OMC (%)
-
1 849
13.50
1.790
17.50
1.453
27.50
1.470
27.50
1.527
26.30
Linear Shrinkage (%)
22.86
14.29
7.68
10.00
17.86
10.71
17.75
Double Hydrometer
-
-
ND
ND
ND
ND
ND
Moisture Content (%)
3066
2090
8.74
7.77
20.69                     16.92
22.60
Note: - The Remaining Permeability and Swelling Pressure test results will be reported as soon as the tests are completed.FB! Ml WK ♦TTTC
WJH HtK A707fri
rue rvww hfA
T»t 251 • 116 -18 55 18/81 45 01 Fax 251 - 116 - 61 53 71/61 08 98
e-mail w.w.d.B.egothio.netet
Project    NJe imgatw and Drainage Project Cbent      Halcrow
locator   Layer   A
Test Pit TR6-39
Deptfi (m) 000-0 50
LIQUID ANO PIASUC LIMIT DETERMINATIONS
data ANO COMPUTATION sheet
Water Works Design and Supervision Enterprise
Laboratory Service
Soil & Material Testing Section
P .O Box        2561
Addis Ababa
Ethiopia
Sample No
Sample type Disturbed Test type Atterberg Limit Date 11/03/10
Tyc-e of test
LL
LL
LL
LL
Contrrwr No
A16
C12
16'
B-14
NoolBtows
340
28 0
22.0
16.0
W.c<Mrp<*Irt wt
40 380
37 320
37.190
38 720
Wo< MHipte ♦ Tire dry
34 230
31 920
31 530
32.720
W.o* watte*
6.150
5 400
5 660
6 000
Ten
16 850
16 880
16 370
16850
wt Of dry tori
17.380
15.040
15160
15.870
WitrconJem %
35 386
35 904
37 335
37 807
PL
PL
Corfletnr No
C2
15Z
Wlcf umple *Tare wvl
29 100
28 580
WL d unpe * T art dry
26.770
26340
Wl of water
2 330
2 240
Tut
16440
16410
wtofdry sod
10330
9.930
Water oorunt %              | ’22 556     I 22.558               22 56j
Flow curve
Results
n= 36 35%. PL = 22J6%
p| = 13.79%
Tested By Checked
Approved BAWW ♦TTTC
t^c
PojeO
ucaoofi Test P1*
Water Works Design and Supervision Enterprise
Laboratory Service Soil & Mattrial Testing Section
P.O.Box 2561
Addis Ababa
Ethiopia
Sample No
Sample type Disturbed Test type Atterberg Limit Date 17/03/10
Oef*H: .cT»-tiMrr
* 251-1’6 61 5371/61 0898
^Hwwds.^lhloneft
Nile Irrigation and Drainage Project Halcrow
LayerC TRB40 0.90-2 80
ano plastic limit
C fTfR“
0.T* ANO COMPUTATION SHEET
INAT*0NS
„
LL
LL
IX
IX
2
DN
CD
12
c- ti Bicwl
340
280
220
16.0
J. 5.----------------------------
toolirW ♦ Tare wet
34 640
33 410
37 290
34 020
♦ Ttn dry
27 050
26 160
28 600
26350
MoCwitff
7 590
7250
8690
7 670
Fife
16 330
16 160
16.730
16 140
M y dry toil
10 720
10 000
11 870
10210
ivre content %
70 602
72 500
73210
75 122
PL
PL
Contfntr No
TO
C15
Mofurtm + Tan wet
27 360
27 490
Mol MTcxe ♦ Tin dry
23960
23 830
Mofwite-
3400
3660
17110
16 470
M
‘«r- dry toil
6 850
7 360
content X
49635
49.728
49 68|
Flow curve
Results
LL= 72.50% PL= 4968% PI = 22.82%rB i
* T7C ,
JttH HlH H'iH
MzcrvieiWtort
Tai 251 • 116-18 55 1M1 4501 Fai 251 • 116 - 61 53 71/61 08 98
e-mail ww.de.egethto.net.et ‘. Nile Irrigation and Drainage Project
Project:
Water Works Design and Supervision Enterprise
Laboratory Service
Soil A Material Testing Section
n
Cbenl locabon Test P«
Hatcrow layerD TRB-40
Depth (m) 2 80-3 60 uquid ano plastic limit
DETERMINATIONS
«TA ANO COMPUTATION SHEET
P.O Box 2561
Addis Ababa
Ethiopia
Sample No
Sample type Disturbed Test type Atterberg Limit Date 11/03/10
TypedWU
IL
LL
LL
LL
Container No.
B-10
200
52
G15
NodBkwi
340
28 0
22 0
160
Wld lamp* ♦Tara wet
34 690
34.760
35 910
35.360
Wtdsarpie*Ttra dry
27.780
27 520
28 100
27 560
Wld water
6910
7 240
7 810
7 800
Tara
17.160
16620
16 540
16 370
M d dry io!
10620
10900
11 560
11 190
Water content %
65 066
66 422
67 561
69 705
Pt
Pl
Container No
D'
30
WtdWHpte ♦ Tert wet
29150
29 920
Wtof tampie eTtra dry
25400
25 840
'Wtdwner
3750
4.080
Tim
16530
16 590
Md dry sod
I’Warter content %
8.870
9 250
1 42 277    | 44.108
4319|
Flow curve
Noot Blow*
Tested By
Checked By—
Approved By£
fhLc Tel 251 ■ 116- 18 55 1&61 45 01
ftt AHM7T *TTTC jtfjtt Witt A7U7D-+
rvzrw h?A
Fax 251 - 116-61 53 71/B1 08 98
f-tnail w.w d.s •©•thio.neLet
Nite Imgabon and Drainage Project Halcrow
LayerE TRB-40 3 60-^00
Water Works Design and Supervision Enterprise
Laboratory Service Soil A Material Testing Section
P 0 Box 2561
Addts Ababa
Ethiopia
Sample No
Sample type Disturbed Test type Alterberg Limit Date 18/03/10
Utyv V ,
ANO PLASTIC LIMIT
^TEraTKATIONS
niTA AND COMPUTATION SHEET
LL
LL
y»0<»W_ _—.---------------------
LL
LL
3*
B-18
S
A18
340
28 0
22.0
16 0
-jf Mfflpie ♦ Tare w*t
35 770
34 100
35.340
34 100
al urnoio • Tar« dry
27 600
26 430
27.000
26 320
,
Tot
V.:* *Xer
8 170
7 670
8 340
7 780
16 580
16 450
16.400
16 610
tr, RUl
11.020
9 980
10600
9 710
Niter cogent %
74 138^
76 854
78.679
80 124
PL
PL
Sememe* No
M
22
Mofimp* • Ttr« wet
28 950
29 680
MinxMTirt dry
25040
25.850
m^iik
3910
3 830
*ot
16.470
17 060
<^iry »Od
^•■content X
fl 570
45.624
8 790
43.572
44 60]
Flow curve
Results
LL= 77.15% PL= 44 60% PI = 32.55%W rtFT *un? tTTTC JtCJH Hi-fd A7Q7U-+
r•
-
Tel 251 -116 • 18 55 18/61 45 01
Fa* 251 - 116 -61 53 71/61 08 98 e-mail w.w.iLa.e^ethio.netet
Project   Nie   Imgatxxi   and   Drainage   Project Cbert:        Halcrow
Location  Layer  A
Test   Pit   TRB-43 Depth (m) 0 00-0 90
UQVIO AND PLASTIC LIMIT DETERMINATIONS
OTA ANO COMPUTATION SHEET
Water Works Design and Supervision Enterprise
Laboratory Service Soil & Material Testing Section
P.O.Box 2561
Addis Ababa
Ethiopia
Sample No
Sample type Disturbed Test type Atterberg Limit Date 11/03/10
Type cf test
LL
LL
LL
LL
Conte No
40-
A’
B-9
45
No of Blows
340
280
22.0
16.0
VAot iamp<e ♦ Tare wet
33.900
34 720
35 520
34 580
W.of imp* ♦ Tire d7
26 540
27 140
27 100
26 720
Wl o'water
7 360
7 580
8.420
7 860
Tare
16 250
16.770
16 020
16 540
•rt 0< dry lod
10290
10.370
11 080
10 180
Wteer content %
71 526
73 095
75 993
77 210
PL
PL
Ccwteew No
6
F19
W-Of imp* ♦ Tare wo!
28 290
28.110
Wlo! lamp* ♦ Tare dry
25.100
24 930
Wt of water
3.190
3 180
Tare
16 870
16580
Wt of dry Wil
8 230
8 350
Water contact %
38 761
38 084                38 42]
Flow curve
78000 * 77 000 S 76000 § 75000
£ 74 000
2 73 000
| 72 000
1 71000
Results
L|_s 73 88% oi = 36~42% PI = ~~~35~46%
100
tested By
Checked By~ZJ77~
Apcxovec By
2S
100 0
J*«»ii *T’TI
”J,»t”6ti 'lia
project
Client
TestP’t
^,251 ^^-18555
Fax 251 - 116 61 S3 71/61 08 98 __m.ll w.w.d • •e*thio neLe*
irrigation and Drainage Project Halcrow
layer B TRB-46
I 1 90-2 50
Water Works Design and Supervision Enterprise
Laboratory Service
Soil & Material Testing Section
P.O.Box 2561
Addis Ababa
Ethiopia
Sample No
Sample type: Disturbed Test type : Atterberg Limit Date 16/03/10
5^plkstcu*"t
-rfERUI nations
yT* AHO C OMPVTATION SHE t T
IL
LL
LL
LL
15’
LA
57
cz
HD c<
34.0
28 0
22 0
160
w of            ♦ Tere we!
35 220
35 060
35 160
36.080
Miurote + Tam dry
27 090
26 690
26 690
27.070
MofwetT
8 130
8 370
8.470
9 010
>•
16 700
16 470
16 530
16540
wtcf jryaoi
10390
10 220
10 160
10.530
Wr* content %
78 248
81 898
83 366
85 565
PL
PL
’uinlerte* Mo
H
49
<3f winpit ♦ Tare wet
30 110
29 780
W example • Tare dry
26570
26 400
WM water
3 540
3 380
Ten
16 570
16 830
10.000
9 570
L»W' content %
35 400
35319
35 361
Results
LL= 6160% PL= 35 36% PI = 46 24%FBI fiTf UN ♦TTTC JtCJH Htid tttlTH
rue rinw ..
Project Client Locator Test Pit
Td 251 -116-18 55 1 6?61 45 01 Fax 251 -116 - 61 53 7161 08 98
•-mail w.w.d.s.»@othlo.r>oLet
Nte Irrigation and Drainage Project Halcw
Layer A TRB-53
Depth (m); 0 00-0 90
□QUID AND PLASTIC LIMIT
determinations
DATA AND COMPUTATION SHEET
Water Works Design and Supervision Enterprise
Laboratory Service
Soil & Material Testing Section
P.O.Box 2561
Addis Ababa
Ethiopia
Sample No
Sample type Disturbed
Test   type   Atterberg   Limit Date. 17/03/10
T ype of test
IL
LL
LL
LL
CoMerer No
49
M14
8
AD
No of Blows
34.0
28.0
22.0
160
W of urrpte ♦ Tait wet
34 480
33 580
33 290
33070
Mo(samp* ♦lite dry
27.210
26 220
25 620
25 540
w. o’ water
7270
7 360
7 670
7 530
Tart
17B30
16.940
16 230
16 810
wt of dry soil
9 380
9280
9 390
8730
vvaof content ?p
77.505
79310
81 683
86 254
PL
Pl
Container No
22
21
IM 5? sample ♦Tart wet
30.740
30.030
IM of lampe • Tn dry
26 510
25990
Wt of water
4.230
4.040
Tire
17 070
16920
wtof dry tod
content %
9440
9.070
44 809
44.542
44 68]
Flow curve
B7 0OC
* es.ooo
F 85000
84000
83.000
82X0
81000
80 000
Result*
LL
=
70 000
pL=
8073% 44    68%
78 000
pi
77.0X
100
25
1000
No of Blows
Tested By
Checked By___^J/~
Approved By«»■>’ *TTTC
Cliert
T«tP*
L 251-1W-61 53 71/61 08 98
Lie imgatcn and Drainage Protect Hafcro*
Layer B TRB-53 0 90-1 95
Water  Works  Design  and Supervision Enterprise
Laboratory Service
Soil & Material Testing Section
P.O Box 2581
Addis Ababa
Ethiopia
Sample No
Sample type: Disturbed Test type : Atterberg Limit Date 17/03/10
uQ(JlDW
CPlASTICLIWrr
^TIRMWATIONS
hataand computation sheet
LL
LL
LL
LL
-------------------- -
F2
F22
30
81
340
28 0
220
16 0
♦ ’**• we<
34 870
35 000
34 680
35 380
WLdiarp»*To^<l^y
26 200
26 390
25 890
26 390
Wdute
8 670
8610
8 790
8.990
Tvb
16.320
16 710
16270
16 660
soil
9 880
9.680
9 620
9 730
water cortant %
87.753
88.946
91 372
92395
Pl
PL
Co-fene' No
G7
C11
W d wnpe ♦ Tww w«t
29 470
28 950
Md tamps ♦ Tare dry
25.620
25.140
3 850
3 810
16 650
16240
<or*, ion
8970
8 900
contain %
42 921
42.809
42 86
Results
LL=   69 85%
PL=       42 86%
Pl = 46 99%TO 251-V6-18551»1 4501
Fbx 251 -116 - 61 5371/61 08 98
e^nitl w.w.d * e©*1t io.net.«t
Dm<>ct • Nile Irrigation and Drainage Project Cient Haicrow
location Layer C
Test Pit: TRB-53
Depth (m) 1.95-2 10
LIQUID AND PLASTK LIMIT DETERMINATIONS
data AM) COMPUTATION SHEET
rirr n<» ’TTJC jtIH Mltl I1«>t
-i/r rt/lC/W WA
Water Works Design anrt Supervision Enterpri,^ Laboratory Service
Soil & Material Testing Sec/M
C° 0
,
P.O Box 2561
Addis Ababa
Ethiopia
Sample No
Sample type Disturbed Test type Atterberg Limit Date 16/03/10
Type ol lest
IL
LL
IL
Cortemr Ho
2
20
M1
NcofBtowi
340
28.0
220
|wto(sarnde ♦ Tare wet
31.570
29250
31 490
’•Mol sample ♦lire dry
ter
26.150
24 660
26 010
5420
4590
5.480
Fife
16.090
16 260
16.360
|wt of dry soil
10 060
8 400
9650
[waet contetr. %
53.877
54 643
56.788
pl
PL                       ■
Iconletner No
AD
22
VA dwnpw ♦ Tin wet
28 090
28440
VAd MHoW*T|te dry
25.610
25.940
VA of water
2 480
2500
Tire
16790
17.080
Iwiddy wd
8.820
8 860
(waler content %
20118   I 28 217
28 17
Flow curve
Result’
I_l= 55 67%_ pi=~ 28~i7% P l= 2t50%*«»■>’ ♦TT
TC
/ZT\\
t^c
locaton Test P'1
Depth (ni)
Fax 251-US’«1 53 71,61 06 96
_,H w.w d » «®'“b,o n*te‘
Nlte irrigation and Drainage Project Halero*
Layer B.C TRB-38
,• 0 45-2.00
Water Works Design and Supervision Enterprise
Laboratory Service
Soil & Material Testing Section
P.O.Box 2561
Addis Ababa
Ethiopia
Sample No
Sample type Disturbed Test type Atterterg Limit Date 02/04/10
L OUC MO PLASTIC limit
nations
>rA
ano COMPUTATION SHEET
LL
LL
LL
LL
F9
39
32
A8
*c of
16.7
189
21.0
236
♦Tan **1
37 480
36 040
34.470
37.890
&iofurc<e*Tan dry
31 640
30 600
29200
31 750
5840
5 440
5 270
6.140
xs
16220
16.310
15 760
16300
Mddrytal
15 420
14 290
13.440
15 450
War aorteM %
37 873
38.069
39.211
39 741
PL
PL
<zNmwNo
Tarv wvt
M of unp e ♦Tan dry
•V of ■*-
[>
* «<dry 104
[w content %
I
Flow curve
Results
LL= 38 72% PL= N PL PI =
25.0Tfl IS' -116 -18 56 *&€1 *5 01
'B 251 -116 ■ 61 53 71-61 06 96 e-cr^ * ■ jd-» e©*e>° J**-*
p-tcc Nie imcatcr arc Oarage Proed Det Hatroe
Locsxr Layer B
Test Pt TRB-39
Opr (m) 0 50-3 X
IKX® AND PUSTC LITT
DETEHVIKAT1OKS
OAT A AND COMPUTATION SHEET
rtH w* ♦2TTC jrtJH            *141**
rut
Water Works Design Supervision Enterprise
Laboratory Service
Soil 4 Materia/ Test/rig Seefi„
po&cx 2561 y * ®°n
Mcfa Ababa
Ethiopia
Sample No
Sample type Disturbed
Test    type    Atlerberg    Limn Date : 15/03/10
c
Type tf «t
LL
LL
LL
LL
Cxrrtenei No
F
PL
B-2
AS
Ncofaowi
360
30.0
24 0
18 0
Wl of »arc» ♦ Ter wrl
38 220
37 450
36 260
37.330
jlMcri unpie • Tit dry
31 530
30 650
29.720
30 140
liMcX
6690
6 800
6.540
7 190
Tm
17 090
16260
16 750
16.470
wtofdry sori
14.440
14 390
12 970
13670
WHer 2onter4 %
46 330
47 255
50 424
52.597
PL
PL
Ccr.Ttrer Me
M1
2
M c# MrrcN ♦ Tit •«
28.770
29.720
VAc* wrx*e • Tare dry
26.190
26 860
Mafvrttf
2 580
2860
Tri
16370
16 100
sori
9 820
10 760
MMeroDflM*
I 26.273            26 580              26 43|
Flow curve
53 000 52 000
c
51000
2
E
o  50 000
o
E 49000 3 45 000
•
o  47 000
Results
II
=            49 30%.
PL=    26    43% P i="jnz5
5
46 000
No of Blow*
Tested By 
Checked      By      -Lf_ ApprovedHtH ‘141»4
«*« *TTTC
tea** TestW
^251-116 - 18 $516>61 45 01
Psi 251 - 1 ^6 • 61 S3 71^1 08 98
w.w.d-S •<3®**'°
Ntte Imgabon and Drainage Project
Hatrow
Layer B.C.D THB-41 020-1 20
Water Works Design and Supervision Enterprise
Laboratory Service
Soil & Material Testing Section
POta 2561
Addts Ababa
Ethiopia
Sample Mo
Sample type Disturbed Test type Atterberg Umrt Date 22/03/10
AM) PLASTIC UUFT
.^-^MWA'HONS
QATA ano COMPUTATION SHFET
r^otin:
LL
LL
LL
LL
MO
12
A14
D‘
G10
t crfSrw*
340
28 0
220
16 0
7tcf»-p» ♦ Tim *•!
36 870
34 490
33 090
37 600
i? d nmole ♦ Tara dry
28 570
27 000
26 070
28.720
M:* water
8 300
7490
7 020
8 880
taw
16 160
16 190
16.280
16 940
cffry eo<
12410
10 810
9 790
11 7B0
Was? content X
66 882
69 288
71 706
75 382
PL
PL
u
xiter-er No
23
52
■Ytfwnpn ♦ Tere we<
29 850
29 380
Mc/M'npie ♦ T»ra dry
25910
25.770
"tot'Otof
3 940
3610
.R
16 110
*
of dry ioo
16 820
9 800
contemn
8 950
40204
40 335
” 40 271
Results
LL= 70 00% Pl= 40,27% PI = 29 73%w rarf mjm ♦tttc
jttH eu+i A7m+
Tei 251 - 118- 18 55 16/61 45 01 Fax 251 -118 - 61 53 71/61 08 98
•-mall w.w.d.a.e^*thlo.nat«t Project. Nile Irrigation and Drainage Project Client:        Halcrow
Location Layer B,C
Test Pit: TRB-45 Depth (m) 0 20-2.45
LIOUIO ANO PLASTIC LIMIT
determinations
□ATA AND COMPUTATION SHEET
Water Works Design and Supervision Enterprise
Laboratory Service Soil A Material Testing Sectio
P.O Box 2561
Addis Ababa
Ethiopia
Sample No
Sample type Disturbed Test type Atterberg Limit Date 15/03/10
Type of test
LL
LL
LL
LL
Cor tew No
G9
Gl
Cl
G10
Noo< BK*n
340
28 0
22 0
160
Wl of sample ♦ Tarp wet
37 190
34 870
36.040
36.250
WLof sanux ♦ Tare dry
29 190
27 410
28210
28420
of water
8 000
7 460
7 830
7 830
Tww
16.570
16 080
16 480
16.910
wi of dry ad
12.620
11 330
11.730
11 510
| Water content %
63391
65 843
66 752
68 028
PL
PL
Cortetne* No
AD
20
Wt of sample ♦ Tare w<
29 300
28540
Wl ol urrpte ♦ Tin dry
25 520
24 720
Wt of water
3780
3 820
Tare
16 800
16270
Mcf dry sot!
8 720
8450
[water content %
43 349
45 207
44.281
Flow curve
69 000
*   68.000
S 67 000
8 66 000
3  65000
i 64.000
5 63000
Result*
LL=_J PL=*
pi=____ ?
100
25
Ho of Blows
100 0
Tested By 
Checked B** nW *TT’rC
- 18 55 1 6/61 45 01
Water  Works  Design  and Supervision Enterprise
Laboratory Service
Soil A Material Testing Section
P.O Box 2561
T !Lii-ii«-fl15371/61M98
J^’lrngalion and Drainage Projecl
.. _ M d • «®ethto.netet
Addts Ababa
Ethiopia
Sample No
Halcrow
Sample type Disturbed
Loca®ori TeUP«:
Layer A
TRB-46
Test type Atterberg Limit
Date 24/03/10
0 00-1 90
T
SHEET
LL
LL
LL
LL
12
G6
99
ww*                   -——— NorfBlow*
1
D‘
________
At erf wmpW ♦ Tam *mt
340
28 0
22 0
16.0
34 610
37 360
35 150
35280
• T|,t
26.520
27 920
26 560
26 280
oi
8 090
9 440
8 590
9000
Tn
16 280
16 150
16 270
15.870
10 240
11 770
10 290
10410
WM« arttfit*
79 004
80 204
83.479
86 455
PL
pl
Cmwfc
A2
3
Wcrfwnnpie ♦ Tam wvl
35 730
35.950
Al of tarnpie • Tim ary
30.620
30.860
At erf Mier
5.110
5 070
Tai
16 590
17000
14.030
13880
conntx
36 422
36 527
36 ,47|
Result*
LL= B1 50% PL= 36.47% PI = 45.03%
-r||«M « » ...
iwji W'1'
KTTC JTCJH MPtf A A707IM-          ?
Mxr hum /w
5 
Prvpct
Chenr:
Location: Tftc Na
Nile lmption and Drainage Project Halcrow
layer A TRB-39
Water Works Design and Supervise Enterprise Laboratory
Service
Soil & Material Testing Section
Sample No
Sample type.  Disturbed Test type • Hydrometer Date 11/03/2010
Dqxh(an) 0.004) 50
Total mass of sample , g
StfH
Mass of
Sint(g)
fan of sieve
Rr/.jtM^
Maj j of Rtf. soil (g)
Percentage
Retained
Cmnnlxitiw
% Retained
50
Pnrtnta# Palling
N» 10
2.00
55130
551.10
0.00
0.00
0.00
10000
Ni 16
138
558.90
559.46
0.56
1.14
1.14
9X36
Ki 30
0.60
516.70
518.66
1.96
3.99
5.13
94.87
No 50
0.50
488.20
490.91
2.71
5.52
10.65
89.55
Ki 100
035
481.90
485.06
3.16
6.44
17.09
82.91
Ni 200
0.08
459.20
463.79
4.59
9.35
26.44
75.56
part
0.00
0.00
0.00
OOO
0.00
Hydrometer AnalyaiB
Gnmo o//«;'             2.77 drg.r 21
Elapsed
Time
(mtn)
Actual
Hydrometer
Rtadin;
Tenprufart
de^.c
Corrected
Hydrometer
Reading
F.fftctni
Depth
(cm)
Coefficient
K
Cram
Si^e
(mm)
Percentage Finer
Combined
2
41.0000
21.0
54 5000
10.6000
0.01295
0.02981
68.47
5
58.0000
21.0
31.5000
113000
0.01295
0.01950
62.51
15
56.0000
21.0
29.5000
11.4OOO
0.01295
0.01129
58.54
50
35.0000
21.0
28.5000
11.6000
0.01295
0.00805
56.56^
60
33.5000
21.0
27.0000
11.9000
0.01295
0.00577
53.58
250
50.5000
22.0
24.5000
12.5000
0.01289
0.00286
48.62
1440
28.0000
19.5
21.0000
12.9000
0.01518
0.00125
41.68]
Grain Size Distribution Curve,BS
| 100^ ° 10 000
0010
0.001
Tuted h Checked iy :4
1 000             0 10D ------------ Goun-SiU
Sand--------------- L
?r*
HOH ^*7 p^-H
w■erfet K XCtfTl,,* ,
huh
0,1"
Water Works Design end
5u P®rvj9,on Enterprise Laboratory
Fmect Ont Loanon
T Pit Na ’
0.90-2 80
Dcpth(cm) I
NJe Irrigation and Drainage Project
Hsfcrow
Layer C
TRJMn
Service
Soil & Material Testing Section
Sample No
Sample type: Disturbed
Tcs< type : Hydrometer
Date :11/03/2010
Total mass oj iamr^ , £              60
J/flY
M
\r- al
A0j■
Kt w
Mast   of Sin*®
lass of sieve Ret .soil($)
Mars of
Ret. soil (j)
Perrrntage
Returned
CnmNlubre
°/o Retained
Percentage
Pasjm^
zoo
551.10
551.10
0.00
0.00
0.00
10000
1.18
538.90
539.60
0.70
1.44
1.44
9856
0.60
516.70
519.27
257
5.30
6.75
93.25
Vif0
0.30
48820
491.10
2.90
5.98
12.73
87.27
St 100
0.15
481.90
483.75
1.85
3.82
1654
83.46
St 2)0
0.08
459.20
460.88
1.68
3.47
20.01
79.99
0.00
0.00
0.00
0.00
0.00
L; —
w
Hydrometer Anatysii
f iml               2.75 TtttTtmperutm, dt&c 21
Lotted
Tme
Atfital Hydrometer
Rejdr^
Ttfepnifure
dfg.C
Corrected
/ Orometer
Reading
Coeffiaent
K
Grant
S*
("”)
Perrentage Finer
Combined
2
43.0000
21.0
365000
10.3000
0.01309
0.02971
73.67
5
40.5000
21.0
34.0000
10.7000
0.01309
0.01915
68.62
15
38.0000
21.0
3/5000
11.1000
0.01309
0.01126
6357
10
36.0000
21.0
295000
11.4000
0.01309
0.00807
5954
60
33.0000
21.0
28 5000
11.6000
0.01309
0.00576
5752
2S0
31.0000
22.0
U40
25.0000
122000
0.01294
0.00286
50.46
28.0000
19.5
21.0000
12.9000
0.01325
0.00125
42.38
10 000             1 000            O.K» 0010
L Gravel
Sand
silt
0.001 0 0<
J Clay I
"ifnon m
♦ttc AH rnndr-Fd iW
Mzr ri/W /w
—* ' Protect:
Cheat: . Nk1"'*10 Loci non ■ LiverD
Hik^* TPitNo. TRB-40 Dcpdifcm) 280 3 60
turn inJT>r*in*gc Pr°1cCt
Water Works Design and Supervision Enterprise Laboratory
Service
Soil A Material Testing Section
S Saammpl plee N typeo  Disturb^ Test type. Hydrometer Date Al/03/2010
Total mgjj cf eample , /
SltTl
No
Sieve
Man of
Sirvt(sj
fan of nae Rtt.soilfe)
Man of
R/a toil
Perrentage
Retained
Cwnaiatt*
% Rrlamed
Prntjtta*
>v
Nt 10
2.00
551.10
551.10
0.00
0.00
0.00
~10000
Nt 16
1.1S
538.90
539.00
0.10
0.18
0.18
99 82
Nt 30
0.60
516.70
517.33
0.63
1.11
1.28
.
98.72
No SO
0.30
488.20
490.73
2.53
4.45
5.74
94.26
N. 100
0.15
481.90
484.95
3.05
5.37
11.10
88.90
Ni200
0.08
459.20
461.50
2.30
4.05
15.15
84.85
pan
0.00
0.00
0.00
0.00
0.00
Hydrometer Analysis Sptdffi Grarip if nd             2.87 FeslFemperature^ dc^.c 21
Eiapnd
T*r
fw/ij
Aetna/ Hjdnwtrr Reading
Tenpranerr
Corrected
Hydrometer
Readmg
Effective
Depth
(Cfftf
Coefficient
K
Grain
Si?
mm)
Perrmla^r Finer
Combined
2
47.0000
21.0
40.5000
9.6000
0.01259
0.02758
68.09
5
42.0000
21.0
35.5000
10.5000
0.01259
0.01824
59.68
15
180000
21.0
31.5000
11.1000
0.01259
0.01083
52.96
30
31.0000
21.0
24.5000
12.3000
0.01259
0.00806
4 1.1 9
60
30.0000
21.0
23.5000
12.4000
0.01259
0.00572
39.5/
250
280000
22.0
22.0000
12.7000
0.01254
0.00283
36.99
1440
25.0000
19.5
18.0000
13.3000
0.0/283
0.00/23
302?]‘,S&
lnd Dr31nagc Pro,ec‘
Water Works Design and Supervision Enterprise Laboratory
Service
Soil & Material Testing Section
Sample No
Sample  type:  Disturbed
Test  type:  Hydrometer
O«  r ^-E
r
■ U>X
n
Date 11/03/2010
nM>
Total man of lamp it,g                 60
'fa'
Nt vTii
5**
MtHI of
Sitvefpj
fat/ of tieve
Bit .ftdl(g)
Mart of
R/A /or? (p)
PaTfrtl.lpt
R/tamed
Cttnulad*
% Ri tuned
Ptixtntayt
Painn^
200
Ti7
551.10
551.10
0.00
0.00
0.00
100.00
5)8 90
538.92
0.02
0.04
0.04
99.96
0.60
516.70
516.86
0.16
0.29
0.33
99.67
Kt so
0.30
488.20
488.63
0.43
0.78
1.11
98.89
St t oo
015
481.90
482.76
0.86
1.56
2.66
9734
XiM)
0.08
459.20
460.26
1.06
1.92
4 58
95.42
0.00
0.00
0.00
0.00
0.00
Hydrometer Analysis foftGwy, fw/ 2.78_____________________ Tut Ttmptrnhnf, dt^c 21
Eltfid
Tine
(**)
Aaoal
Hjdmnte/er
Tenpratart
Corrected
Hydrometer
Rild/ftf
Effective
Depth
(cm)
Coefficient
K
Gram
Si^t
(mm)
Percentage Finer
Combined
2
54.0000
21.0
473000
8.5000
0.01291
0.02661
83.68
5
51.0000
21.0
44 5000
9.0000
0.01291
0.01732
78.39
15
48.0000
21.0
41.5000
9.5000
0.01291
0.01027
73.11
30
45.0000
21.0
38.5000
10.0000
0.01291
0.00745
67.82
M
42 0000
21.0
353000
10.5000
0.01291
0.00540
250
6234
46.0MO
iuo
22.0
30.0000
11.4000
0 01285
0.00274
52 85
41.0000
19.5
24.0000
12.4000
.
0.01315
0.00122
.
4228
Grain Size Distribution Curve BS
r
GrainS
Approved by:$TTC             POPd-t-A rue rvHW h*A
Protect: Ndc Jmgibon ind Drainage Project Cbcnf:      1 lakrou
lx<aoon Layer A T.PitNo.    TRB4J Depth fem) 000-090
Water Works Design and Supervision Enterprise Laboratory
Service
Soil & Material Testing Section Sample No
Simple rvpc : Dwnirbed Tc»t type Hydrometa Date .11/03/2010
________ Tata/ mass of sqm t ie p
t
60
Snvt
Na
J/nr
Mam of
Siew(t)
laM Of MM
Rr/ .toilfe)
Mass of R//. sod fa)
Perrenfag
Retained
GMmsdative
% Retained
Rfrttfiks^ Passtn^
N» 10
2.00
551.10
551.10
0.00
0.00
0.00
100
Nt 16
1.18
538.90
540.03
1.13
2.00
2.00
9800
Nt 30
0.60
516.7Q
518.67
1.97
5.49
5.49
94 51
Nt 50
0.50
488.20
488.90
0.70
1.24
6.73
93.27
Nt 100
0.15
481.90
482.02
0.12
0.21
6.94
93.06
Nt 200
0.08
459.20
459.29
0.09
0.16
7.10
92.90
f*
0.00
0.00
000
0.00
0.00
Hydrometer Analysis
Sptaju Grw&) ofsed  2.88 Test Teseepemittrf, de&.c 21
FJtprtJ
Tm
(mil
Actual
Hydrwneter
Tenpratnrt
CtfTtCttd
Hydrometer
R/ujiitf
Effective
Depth
(cm)
Coefficient
K
Gram
Si^e
(mm)
Perrntag
Fitter Combined
2
540000
21.0
47.5000
8.5000
0.01256
0.02589
80.22
5
53.0000
21.0
46.5000
8.7000
0.01256
0.01657
78.53
15
52.0000
21.0
45.5000
8.8000
0.01256
0.00962
76.84
30
51.0000
21.0
44.5000
9.0000
0.01256
0.00688
75.171
60
50.0000
21.0
43.5000
9.1000
0.01256
0.00489
73.46
250
48.0000
22.0
42.0000
9.4000
0.01250
0.00242
70.93
1440
46.0000
19.5
39.0000
9.9000
0.01279
0.00106
6586]ifleW*000’” W*** Hdcf°w
1^46
n and Drainage Project
*
Waterworks Design and Supervision Enterprise Laboratory
Service
Soil & Material Testing Section
Sam. No:
Sanv Type : Disturbed Test Type: Hydrometer Date 11/03/10
Stere
Moff   of Srtvffaj
2
777
551.1 538 9 Jctf 7
loss of neve Ref .sod&
CCf 1
j) t. r 539.6 517 1
Mon of Ret. soil $
0 00
Perrttfafe Retained
~ 0 000
Camidatief
% R/Zzl/W
00
Vereen faff Patting
100.0
1.03
1.54
2.106
3.149
.
2.1
5.3
97.9
94.7
50 _
0.6
0 3
to. •
488.2
.
488.4
1.19
2.434
7.7
92.3
jwXJ
0.15
481.9
482.2
0.48
0.982
8.7
91.3
^200
0.075
459.2
459.6
0.41
0.838
9.5
90.5
0.0
0.0
0.0
0.000
0.0
0.0
2.85
Tejt Temperature, ier.c 21.0
Faw
/■w)
Aetna! Hjdmmeter
Reading
Ttnpratun
•fa-
C.orreeted
Hjdrvmeter
Reading
Effective
Depth
(“”)
Cotfiaent
K
Grain
Si^f
imm)
Percentage Finer
Combined
7
4
58.0000
21.0
51.5000
8.50
0.01273
0.0262
90.21
5
57.5000
21.0
51.0000
8.60
0.01273
0.0167
89.33
15
570000
21.0
50.5000
8.60
0.01273
0.0096
88.46
50
56.0000
21.0
49.5000
8.70
0.01273
0.0069
86.71
60
540000
21.0
47.5000
8.80
0.01273
0.0049
83.20
52.0000
22.0
L >*W
46.0000
8.80
0.01258
0.0024
80.58
51.0000
19.5
44.0000
9.10
0.01289
0.0010
77.07non rtH ams
$ttc wntK
rtur/vawr*** ^lz
Water Works DesiOri
L Supervision Enterprise
Service b°ra,ory
Soil & Material Testing Stx-ti
Ntk Irrigation and Drainage Project
Ghent Hakrnw
Loooun: Layer A
T Pit No TRB-53
Tola/mtn of 1 ample, &50
Sim. No:
Sim Type disturbed
Tr,
1C
t JT  : Hydromrter
Date:! 1/03/10
JifTT
Nr
Stere
Mosj of
Sitvefi)
jail of sent Rr;
Mat/ of
Rot. soil (fj
Pemntape
RrtameJ
CurnttlahH
No 10
2
551J
551.1
0.00
0.000
0.0
No 16
1.18
538.9
539.6
0.25
0.550
03
No 50
0.6
516.7
517.1
0.68
1.441\
2.0
No 50
03
488.2
488.4
0.60
1.271
5.2
Q& f
N» 100
0.15
481.9
482.2
0.33
0.699
5.9
961
No 200
0075
459.2
459.6
034
0.720
4.7
95J
0.0
0.0
0.0
0.000
0.0
0.0
Hydrometer Analysis
SpeafjcGrrn^cf/oil 2.69 Tejt Ten: future, ae& c 21.0
ElfttJ
Tpu
("**)
Aetna/
Hjarwrefe
fajar/y
r
Ttnfjraiitn
*83
CoTTXiltd
Hydromet
Reach*!
Effect™ er  Depth
(<*)
Coefficient
K
Gram
S*
(mm)
Perwita# Finer
Combined
2
51.5000
21.0
45.0000
8.90
0.01525
0.0280
94.49
5
51.5000
21.0
45.0000
8.90
0.01325
0.0177
94.49
15
51.0000
21.0
44.5000
9.00
0.01325
0.0103
95.44
50
50.5000
21.0
44.0000
9.10
0.01325
0.0073
92.39
60
50.0000
21.0
43.5000
9.10
0.01325
0.0012
91.34
250
48.0000
22.0
42.0000
9.40
0.01319
0.0026
88.19
1440
45.0000
19.5
58.0000
10.10
0.01349
0.0011
79.79
Grain Sia Distribution Curvt.BS«.tC               ..
fU-C ,^„ ion >nd Drainage Prefect
Nile Img’non
lt
PM*'
T Pit f**
Drp*(m'
Hilcro*
Uyer B
TRB-53
n.90-1-95
\J.TLT -------
Water Works Design and
I. Supervision Enterprise Laboratory Service
Soil & Material Testing Section
Sam. No:
Sam. Type ; Disturbed Test Type. Hydrometer Date :11/03/10
Total nori of  i ample, g              50
Sin*
Mau of
Sierefg)
last of fin* R// .nU(g)
Mail of
Ret. soil (g)
Ptrvtnfjge
Retamed
Cjtfnnlahre *)• Retained
Percentage
Pajfing
551.1
538.9
551.1
000
0.000
0.0
1000
539.6
0.68
1.437
1.4
98.6
lA
2
1 18
0.6
516.7
517.1
0.79
1.669
3.1
96.9
.M/V
^1^50
0.3
488.2
488.4
0.55
1.162
4.3
95.7
sTtoo
0.15
481.9
4822
0.40
0.845
5.1
94.9
Nr JOO
0.075
459.2
4596
0.44
0.930
6.0
94.0
An
0.0
0.0
0.0
0.000
0.0
0.0
<—----
Hydrometer Analysis
jjwqfc Gmpi /> of ml             2.78
Teit Temperature, deg.: 21.0
rw
Actual Hydromtler
Reading
Tcnprafart
Correeted
1 Ijdromtter
Reading
Effective
Depth
(an)
Coefficient
K
Grain
Stgt
(nut)
Percentage Finer
Combmed
i
52.0000
21.0
45.5000
8.80
0.01291
0.0271
93.48
5
52.0000
21.0
45.5000
8.80
0.01291
0.0171
93.48
15
51 5000
21.0
45.0000
8.90
0.01291
0.0099
9246
JO
51.5000
21.0
45.0000
8.90
0.01291
0.0070
92.46
LM
50.0000
21.0
43.5000
 250
9.10
0.01291
0.0050
89 37
49.5000
22.0
43.5000
9.10
0 01285
0.0025
89 37
49.0000
19.5
42.0000
9.40
.
0.01315
0.0011
.
86.29non rwJ m
<httc ffiH pontfe.
AUr rviw >ka
Water Works Desig Supervision Enterprise
Service
n and
Laboratory
Prefect Nile lmgauon and Dmnigc Project
Cbcnt Hakrow Location Liver C T.lhtNo. TRB-53
Depth’m): 1.95-2-10
Soil & Material Sam. No:
Testin9 SectiOn
Sam Type Disturbed Test Type I lydrometcr Date-.11/03/10
Total mass of sampk  &
9
60
StfVf
Mojj of
N»
lass of rievc Rr/ .soilfa)
Mats of Rr/. soil
Perrentape
Retained
Cumulative
% Retain cd
Pcrttnta#
Pairing
M 10
2
551.1
551.1
0.00
0.000
00
1000
No 16
1.18
538.9
539.6
5.79
10.04S
10.0
900
No 30
0.6
516.7
517.1
7.46
12.942
23.0
77 0
No 50
0.3
488.2
488.4
4.72
8.189
31.2
.
688
No 100
0.15
481.9
482.2
1.66
2.880
34.1
653
No 200
0.075
459.2
459.6
1.55
2.689
36.7
63.3
2!1
0.0
0.0
0.0
0.000
0.0
6.6
Hydrometer Analysis
Strafe Grant) of toil 2.83 
Ted Temperature, det.c 21.0
FJapscJ
Time
(an*
Tenpratnn
Hjdrwnrtcr
R/Atfaf
Corrected
Hydrometer
Reading
Effective
Depth
(cm)
Coefficient
K
Grain
Sift
(mm)
Percmtatc Finer
Combined
2
44.0000
21.0
37.5000
10.10
0.01273
0.0286
62.64
5
433000
21.0
37.0000
10.20
0.01273
0.0182
61.81
15
43.0000
21.0
36.5000
10.30
0.01273
0.0105
60.97
30
42.5000
21.0
36.0000
10.40
0.01273
0.0075
6O.J±
60
42.0000
21.0
35.5000
10.50
0.01273
0.0053
59.30
250
405000
22.0
34.5000
10.60
0.01267
0.0026
57.63
1440
380000
19.5
31 0000
11.20
0.01297
0.0011
5179\
Grain Sizs Distribution Curve,BS
Approved b) *.
/P*1*' H*JCT0W
Waterworks Design and Supervision Enterprise Laboratory
Service
Soil & Malarial Tasting Section
Sam No: _
Sam Type Disturbed Teat Type Hydrometer Date 11/03/10
L
Total man o] sample, /
Mate oj
Suit £
2 551.1
lass of fin*
R/7. soilft)
551.1
Most of
Ret. toil &
60
Percentage
Cjtmulatrre
Jib*
Retained      9/9 Retained
Percentage
Poising
1
0.00             0.000                 0.0             100.0
to _
~~W6~
L 1/7
1.18
0.6
55o.y
559 6                020             0.355
0.4               99.6
516.7             517.1               1.68             2.968                 5.5               96.7
0.3
488.2
488.4
5.97
7.014
10.5
89.7
0.15
481.9
482.2
9.45
16.661
27.0
75.0
0.075
459.2
459.6
11.74
20.742
47.7
52.5
0.0
0.0
0.0
0.000
0.000
0.000
——
jyate Grmrft d jod
Hydrometer Analysis
2.78 
Test Temperaturn, de&.c    21.0
Tmt
■UJ
Actual
Hidronftfr
Readi^
Ttnprutnrr
dtg.c
Corrected
Hydrometer
Reading
Effective
Depth
(cm/
Coefficient
K
Grain
Sqe
(mm)
Percentage Finer
Combined
29.5000
21.0
23.0000
12.50
0.01291
0.0525
59.52
—L~
26.0000
21.0
19.5000
15.10
0.01291
0.0209
55.50
15
23.0000
21.0
16.5000
15.60
0.01291
0.0125
28.55
50
21.5000
21.0
15.0000
15.80
0.01291
0.0088
25.77
60
20.0000
21.0
15.5000
14.10
0.01291
0.0063
25.19
250
17.5000
22.0
11.5000
14.40
0.01285
0.0031
19.76
16.0000
19.5
9.0000
1480
0.01515
0.0015
15.46non rtf* mN
Water Works De.i „
8
$TTC
him* rAzr ruiW u^A
l»n>j«t Nile Irrigation and Drainage Project
Cbent:      I W«>*
Incitm: Layer B,'
T.Pil No- TR®"38
Dcpth(tn) • 0.45-2-00
Total mass o'simple, t
Supervision Enterprise Lek
Service              Orak>ry So/14 Matertai Testing Sec„
Sam. No:                                  n Sam Type Disturbed
T «’T)Te: Hydrometer Date :11 /03/10 
60
’^n)
Sit*
Nt
Sm't
Of"*#**)
Mass of
Sievtfa)
lass of sieve RW .wife)
Mass of R/Z. soil (y
Percentage
Retained
Penenia^f
% Retained
St 10
2
551.1
551.1
0.00
0.000
0.0
Nt IS
1J f
555 9
559.6
0.14
0.247
0.2
99 X
Nt SO'
0.6
516.7
517.1
1.16
2.049
2.5
97 7
St so
03
488.2
488.4
5.65
6.449
8.7
St 100
0.15
481.9
482.2
91 5
9.81
17.552
26.1
.
75J
St 200
0.075
459.2
459.6
11.28
19.929
46.0
540
pan
0.0
0.0
0.0
0.000
0.0
0.0
Hydrometer Anatysii
Specific Grant) ef seel         2.78 
Test Temperature, Jtg.c 21.0
Elapsed
Tune
fm.i
Advai
Hydrometer
Fjadsne
Tenprutun
de^.c
Corrected
Hydrometer
Readinc
Effective
Depth
(cm)
Coefficient
K
Cirain
Si^e
\mm)
Pentnlay Piner Combined
2
11.0000
21.0
11.0000
14.50
0.01291
0.0548
18.90
5
8.0000
21.0
8.0000
15.00
0.01291
0.0224
15.74
15
43000
21.0
43000
15.50
0.01291
0.0131
7.75
50
5.5000
21.0
5.5000
15.70
0.01291
0.0095
6.01
60
2.0000
21.0
2.0000
16.00
0.01291
0.0067
" 544\
250
03000
22.0
03000
16.20
0.01285
0.0055
0.86
1440
0.0000
19.5
0.0000
16.50
0.01515
0.0014
0.00d             e',,'°1"'
'■^s7^p’‘””" '’™"‘
Pr ’<<! ifjcrow
**. (MerB.C
'■?* IW”
Water Works Design and Supervision Enterprise Laboratory
Service
Soil & Material Testing Section
Sam. No: _
Sam. Type . Dij curbed
Test Type : Double Hydrometer
Date:! 1/03/10
^(m)- -
0  45  2  00
--
Grain Sire DhtrlbutJon Curve.BS
100 00
90 00
80 00
T000
WOO
50 00
4000
30 00
20 00
1000
000
001
0.001
0 0001
I—1                J
Grain Size,mm
1—1-----Gravel            —1    Sand     1 Sill
11
J Glax
z-V-
r
x
(inH IW m
♦TTC JttJH MIUf A
rt7U7lb+           «£
/
rur n/xwr /^a .  XlZ
Project Nile Irrigation ind Drainage Profeci Octi :    Hakmw
Location. LrrerB.C
T Ph. No. TRB-39
Dcpth(m): 0.50-3 00
Water Works Design and Supervision Enterprise Laboratory
Service
Soil 4 Material Testing Section Sam. No:
Sun Type: Disturbed
Tc
T
“ yP« Hydrometer
D«c:l 1/03/10
nta/f c'fampk, /60
Sort
N#
Str*
Matt of I SiMfc
dJ: of ritvt R// ./«?£)
Mari of R// toil ($)
PtntKiqp
Ritainai
Cm*h/o1jh
% Retaine
I’t'.'.tgf
d
No 10
2
551.1
551.1
0.00
0.000
Nt 16
1.18
538.9
539.6
0.96
1.697
1.7
No 30
0.6
516.7
517.1
3.58
6.330
8.0
_____ 9*3 920
Nt 50
0.3
4882
488.4
3.41
6.029
14.1
No 100
0.15
481.9
482.2
5.23
9.247
23.3
767
Nt 200
0.075
459.2
459.6
5.83
10308
33.6
66.4
pan
0.0
0.0
0.0           0.000
0.000
0.000
Hydrometer Analysis
5ptafx Grant) mI 2.89 
Tut Tfnpfraticrt, df&.c 21.0
Fdapitd Time
fm
AtiaaJ Hjdnmttrr
Rtadtf)
Ttnprulim
Corverttd Hydnnteter
Riadift^
Cotfliatn:
K
Grain
Si^t
'mm}
Finer
Combined
2
38.0000
21.0
31.5000
11.10
0.01253
0.0295
55.02
5
350000
21.0
28.5000
11.60
0.01253
0.0191
47.97
15
32.5000
21.0
26.0000
12.00
0.01253
0.0112
43.77
30
3Q5OOO
21.0
24.0000
12.40
0.01253
0.0081
40.40
60
29.0000
21.0
22.5000
12.60
0.01253\
0.0057
250
25.5000
22.0
195000
13.10
0.01247
0.0029
37.8'
32.82
1440
22.0000
19.5
15.0000
13.80
0.01276
0.0012
2525
£ *s -J JO,
AKJ1
1"^ Crfrf         HF
,,
Water Works Design and
Supervision Enterprise Laboratory
,TTC
jjirerB/
T 1* . nCA.100
pcpibH ’
Service
Soil & Material Testing Section
Sam. No: __
Sam. Type : Disturbed
fest Type Hydromet er (un th out soFn)
Date :11/03/10
Total mass of Jampk f
t
Mats of
51 tiff)
last of ’tit*
R*r .toilfe)
Marr of
Rtf. joil (g)
60
Penentage Rtfamtd
Cjtmnkatve
% Rtfjjfitd
Ptnenfage
Pawng
TTs         538.9             539.6               0.92             1.627
2           ~ 55U             551.1               0.00             0.000                 0.0              100.0
1.6               98.4
Jb)0
06             516.7             517.1               3.18             5.622                 7.2               92.8
488.2
tot o
488.4
2.89
5.110
0.15 0.075
4a 1.7
459.2
4X2 2               4 12              7284
12.4
19.6
87.6
80.4
N» tOO
459.6
5.47
9.671
29.3
70.7
jtfi
0.0
0.0
0.0
0.000
0.0
0.0
Hydrometer AnatysiB
JjwvG'nmth                        2.89
Ttft Trmptru fitrr, dtg.C        21.0
Hand
To*
turn.'
Atiital
l[y4romtftr
T/nprufurr
&£■'
Corrected
Hydrometer
affective
Depth
(aft)
(otffidenf
K
Gnri*
Sr^f
(w)
Pertrnfagt Finer
Combined
2
6.5000
21.0
6.5000
15.20
0.01291
0.0356
10.94
5
5.0000
21.0
5.0000
15.50
0.01291
0.0227
842
15
4 0000
21.0
4.0000
15.60
0.01291
0.0132
6.73
JO
J.0000
21.0
3.0000
15.80
0.01291
0.0094
505
W
2.5000
21.0
2.5000
15.90
250 
0.01291
0.0066
421
2.0000
1440
22.0
2.0000
16.00
0.01285
0.0033
3.37
1.5000
21.0
1.5000
16.00
0.01315
0.0014
2.52
.Approved byim wf
me jtcH wtti /
Mzr rz/jr/K Hu .
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Water Works Design and
i iupervislon Enterprise Laboratom
j
Project Nik Irrigation and Drainage Project Cheat: Halavw
Locioon: Layer B,C T.PilNo TRB- 39 Depthfm) 0.50-3.00
Service
Soli & Material Testing Section
Sim No; _
Sim. Type -.Disturbed
Test Type *. Double Hydrometer Due .D/03/10
Grain Size Distribution Curve.BS
0 01
Said
Sand
0.1
Grain Size,mm
'T~ siii
cocc
Clev j
/tyjpnw/J h’"d Drljn’gf Pro,ert
^ c’et1 H*1®*”* uy«B.c.D
TRB 41
-
Water Works Design and Supervision Enterprise Laboratory
Service
Soli & Miterial Tasting Section
Sam No:
Sam Type: Disturbed Test Type : Hydrometer
Date: 11/03/10
Matt of
Majt o
f
PervtHtop
Retained
Cjtmuiatere
R/A toti
£
% Retained
551.1
538.9
516.7
551.1
539.6
0.00
0.46
0.71
0.41
0.43
0.53
0.0
0.000
1.107
1.708
0.986
1.034
1275
0.000
0.0
1.1
2.8
Pairing 100.0
98.9
517.1
972
488.2
488.4
482.2
459.6
0.0
3.8
481.9 459.2
0.0
4.8
6.1
0.000
962
952
93.9
0.000
Hydrometer Analyst
2.74 TutTmtpmhm, Jtg.c 21.0
Turn
m
Acttori
liydrgmtter
Readinr
Te nprufun
deg, c
Combed
Hydrometer
Reading
Effedive
Depth
Coefficient
K
Grain
Srqt
(nene)
Percentage Finer
Combined
3
A
46.0000
21.0
39.5000
P.JO
0.01306
0.0289
93.17
5
45.5000
21.0
39.0000
9.90
0.01306
0.0184
91.99
15
45.0000
21.0
38.5000
10.00
0.01306
0.0107
90.81
9)
44 5000
21.0
38.0000
10.10
0.01306
0.0076
89 63
60
44.0000
21.0
37 5000
10.10
0.01306
0.0054
210
88.45
41.0000
22.0
35.0000
10.60
0.01300
0.0027
8255
39.0000
19.5
32.0000
11.10
0.01330
0.0012
75.48I
gnri
Jrrc*t** m
hiolfr*
Mxr rwMV h?A
X                           Z^TW W e De8i9n
Supervision Enterprise Labors
Service
So// & Material Testing Sect/,
'on
Prefect
Cheat:
Nik Irrigation and Drainage Project
Halcrow
Sam No I _
Sam Type • Disturbed
Location: Layer B.C.D
Test Type Hydrofnctet(with out tofy Date :ll/03/10
TPit No
TRB-41
Depth-m): 020 120
Total rnosi o'sample, g                 50
Jtfrr
Ni
Sirre
Mau o f
Stert{gi
tail o f neve Rr/ ..w/^
Mass of Re/. W (g)
Percentage
Rs lamed
% Retained
No JO
7
551.1
551.1
0.00
0.000
~ o.o
No 16
1.18
558.9
539.6
0.21
0.505
0.5
Ptnr^~ Pasfjffp.
I00n 99 5
N»30
0.6
516.7
517.1
0.53
1.275
1.8
No 50
03\
4882
488.4
0.25
0.601
2.4
982
97.6
Nt 100
0.15
481.9
482.2
0.16
0.385
2.8
972
Nc200
0.075
4592
459.6
0.19
0.457
3.2
96.8
-Ji!i
0.0
0.0
0.0
0.000
0.0
0.0
Hydrometer Analysis
fbea/x Grinity of iotl 2.74 
■ *        ---------------- !*     *        ' ~ I
"I                 1
Test Temperature, dct.c 21.0
T
I
w
EJapitd
Time
(nn.
Artual
Hydrometer
Reading
Ttnpratun
Corrected
Hydrometer
Reading
Effective
Depth
fcm>
----------------------- ■ -----
Coefficient
K
*   "I
------------------  - »
Gram
Si^e
tmm)
Percentage Finer
Combined
2
13.0000
21.0
15.0000
14.20
0.01291
0.0344
30.66
5
100000
21.0
10.0000
14.70
0.01291
0.0221
23.59
15
6.0000
21.0
6.0000
15.30
0.01291
0.0130'
14.15
30
5.0000
21.0
5.0000
15.50
0.01291
0.0093
11.79
60
3.0000
21.0
3.0000
15.80
0.01291\
0.0066
7.08\
250
1.5000
22.0
1.5000
16.00
0.01285
0.0033
3.54
1440
10000
21.0
1.0000
16.10
0.01315
0.0014
236
Grain Six* Distribution C urvs,BS
if
Hila”* 0“' UJI.B.C.O
TR ’ 4'
Water Works Design and Supervision Enterprise Laboratory
Service
Soil & Material Testing Section
Sam. No. 
Sam Type Disturbed
Test  Type  :  Double  I  lydromctrr Date 11/03/10
Grain Size Dlitribution Curva.BSflnH rd-Pf
•PTTC MPd-fd
M/r mm //k/i
Water Works Design and Supervision Enterprise LaboratOr^
Service
Soil A Material Testing Section
Project Nile fmgauon And Drainage Project Client:      Hilcrow
Location : Laver B.C
TPit No TRIMS
Depth(m): 020-2.45
Total man vwiffi, g 
Sim. No:
Sam. Type . Disturbed Test Type : I lydrometer Date :H/03/10
$Q
JjTTt
No
Sieve
Mast cf
Stevefa
!asr of stat Ret .nti(g)
Mass of Rr/. toil
Percentage
Retained
No fO
2
551.1
551.1
0.00
0.000
Camalutiw
% Retained
00
fr centa^ PlLtfivr
1OOn
No M
1.1 s
5389
559.6
0.12
0.275
03
99 7
NoiO
0.6
516.7
517.1
0.22
0.504
0.8
992
Na 50
0 3
488.2
488.4
0.14
0.321
1.1
98 9
No fOO
0.15
481.9
482.2
0.14
0.521
1.4
986
No 200
0.075
459.2
459.6
0.17
0.390
1.8
982
fan
0.0                 0.0
0.0
0.000
0.000
0.000
Hydrometer Analysis
StKqjicGrmt) of nil
2.87 
Test Temperature, deg.c 21.0
Eiapiit
Th*
fmt)
Aetna! Hjdmmeter
Reading
Tenproture
deg.e
Corrected
Hydrometer
Reading
Effective
Depth
(cm)
Coefficient
K
Grain
Si^e
(mm)
Perrentagt Piner
Combined
2
51.0000
21.0
44.5000
9.00
0.01259
0.0267
97.47
5
50.5000
21.0
44.0000
9.10
0.01259
0.0170
96.57
15
50.5000
21.0
44.0000
9.10
0.01259
0.0098
9637
50
50.0000
21.0
45.5000
9.10
001259
0.0069
95.28
60
49.0000
21.0
42.5000
9.30
0.01259
0.0050
93.09I
250
45.5000
22.0
59.5000
9.80
0.01254
0.0025
86.51
1440
450000
19.5
56.0000
10.40
0.01285
0.0011
_ 78.85]
Grain Size Distribution Curva.BS
I
Tested
Checked by;* TT
Water Works Design and Supervision Enterprise Laboratory
Service
Soil & Material Testing Section
^''>c
n®45
TotaJ ftais offanpk
Sam. No: _
Sam. Type . Disturbed
Test Type : Hydromeler(with out *oln)
Date :i 1/03/10
50
Mass of Steves)
$51.1
4882 481.9 459.2
0.0
lass of sieve Re/ Joi^f)
551.1 539.6 517.1 488.4 482.2 459.6
0.0
Masi of Rst. soil (t)
000 0.12
022 0.15 0.14 0.13
0.0
Ptm/tfagr Retained
0000 0.275 0.504 0.344 0.321 0.298 0.000
C**n>lattvc
% Retained
0.0
0.3
0.8
1.1
1.4
1.7
0.0
Pentn/a# Passin£
100.0 99.7 992
98.9 98.6 98.3
0.0
Hydrometer Analysis
2.87 TutT"*t*rMn, dtg.c 21.0
Twrt
'"fin]
Actitdl
H>drwHter
Reading
Tenpruhert
<kg.‘
Corrected
Hydrometer
Reading
PfftCtiH
Depth
(cm)
Coe fiat nt
K
Grain
St^e
("f")
Percental* Finer
Combined
2
5.5000
21.0
5.5000
15.40
0.01259
0.0349
12.05
5
3.0000
21.0
3.0000
15.80
0.01259
0.0224
6.57
1$
20000
21.0
2.0000
16.00
0.01259
0.0130
4.38
50
1.0000
21.0
1.0000
16.10
0.01259
0.0092
2.19
60
1.0000
21.0
1.0000
16.10
0.01259
0.0065
2.19
250
0.0000
22.0
144Q
0.0000
16.30
0.01254
0.0032
0.00
0.0000
21.0
0.0000
16.30
0.01283
0.0014
0.00||(H W* 
z;
jp
Water Works De jg
\%
8    nari.
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r^i: nnW ^'A -_
Prefect: Nik Irrigation and Drainage Project
Ghent:        Hilcrow
Location: 1-Ajcr B.C
T.fttNa TRIMS
Depth (m): 020-245
Supervision Enterprise Lab Service °ratory
Soil & Material T9stings
Sam. No : _ 
"
Sam. Type : Dis curbed
Test Type ; Double Hydros
Date =11/03/10             *        "*r
Grain Sin (Attribution Curve,BS
Tuted/y Cftmta/ by
Approved by"IW’*6
''XT
Waterworks Design and Supervision Enterprise Laboratory
Service
Soil & Material Tasting Section
rf#*
and Drainage Project
Sam. No: _
' jsJdc 
--------
Sam. Type : Disturbed
Hdcro'*7
Test Type : Hydrometer
^o<r
Na
ZLnl : 0.00-1 oo
7 ota! mail of sample,
Date 11/03/10
60
Sieve
Of***#*?)- 2
MiLLJ of Sievt(g)
551.1
!oji of neve Rz/ .soilfc)
551.1
Mass of Ret. ioti (gj
0.00
Ptntntjft Retained
0.000
CjtmMlafiH % Rjtained
0.0
Ptrrtnfjfe Passing
100.0
N<^
1.18
0.6
5389
516.7
539.6
517.1
0.05
0.13
0.091
0.256
0.1
0.3
99.9
99.7
0.3
488.2
488.4
0.06
0.109
0.4
99.6
3»'«<
0.15
481.9
482.2
0.07
0.127
0.6
99.4
0.075
459.2
459.6
0.09
0.165
0.7
99.3
0.0
0.0
0.0
0.000
0.000
0.000
;rv -—[ Eip/tf
Tait
i’VWJ
Graft
2-55 
TutTempmlnrt, tkg.c 21.0
Actual
Hjdromtftr
Riadin.-
Tertprature
Corrected
1 lydrometer
Reading
Effective
Depth
(cm)
Coefficient
K
Grain
Sift
(**)
Percentage Finer
Combined
2
59.5000
21.0
53.0000
7.60
0.01391
0.0271
98.57
5
59.0000
210
52.5000
7.70
0.01391
0.0173
97.64
15
58 5000
21.0
52.0000
7.80
0.01391
0.0100
96.71
W
57.0000
21.0
50.5000
8 00
0.01391
60
0.0072
93.92
56.0000
21.0
49.5000
8.20
0.01391
250
0.0051
92.06
54.0000
22.0
1440
48.0000
8.40
0.01374
0 0025
89.27
52.0000
195
45.0000
8.90
0.01408
.
0.0011
83.69nm-M rM w™
$TTC JtCJH’ PWtf A
ATO7H
fM.c rviJtw frtA
Water Works Desjan
Supervision Enterprise9?
Service Or5,*ory
So// & Material Testing Secf.
Project: N«k lmpuon and Drainage Project
Ghent:        Haktw
Locitjon LayerA
T Pit No TRB-46
Dcpih(m)- 0.00-1.90
Sam. No ■.
* 9ction
S^n-TypecDiaturhcd
^tTypc Hydrometer,.
*>atc:11/03/10 
'
Total mosr f sample g 
t
fip
Jmt
N#
StfTl
Masi of
Sieve f)
fjjj of sieve Ret .foiifc)
Mau of
ReS. soil (g)
Percentage
Retained
Cnmnhrtixe
% Retained
Perce ntagf D.
No 10
2
551.1
551.1
0.00
0.000
__ Hunnj _
~^ao
No 16
1.18
559 9
559.6
0.05
0.091
1QQ0
o.t
N>30
0.6
516.7
517.1
0.09
0.163
99.9
0.5
No 50
0J
488.2
488.4
0.06
0.109
0.4
yog z
Ns 100
0.15
481.9
482.2
0.05
0.091
0.5
No 200
0.075
4592
459.6
0.06
_ .  > & 99'  f
0.109
0.6
M*
0.0
0.0
Hydrometer Analysis
j.j 994
0.0
0.000
0.0
0.0
Elafutd
Tune
Actual HjdmmeSer
Reading
Tfxpnitnre
Corrected
Hydrometer
Read/ ng
Effective
Depth
(cm)
Coefficient
K
J
•          iUg.c Grain
(mm)
dl.U Percentage
Finer Combined
16.5000
21.0
16.5000
15.60
0.01191
0.0565
50.69
5
14.0000
21.0
14.0000
14.00
0.01591
0.0255
26.01
15
10.5000
21.0
10.5000
14.60
0.01591
0.0157
19.55
50
9.0000
21.0
9.0000
14.80
0.01591
0.0098
16.74
1 60
80000
21.0
8.0000
15.00
0.01591
0M70I
14M\
250
4.0000
22.0
4.0000
15.60
0.01574
0.0054
7.44
1440
2.1000
21.0
2.5000
15.90
0.01408
0.0015
4.65
iin*1* £
rjH .
* fTt Sfe
fV7-'
"-d D™“K'
jw“r
IrdO®0
TJM.No pepch^
fflfcio*'
[ Jt-er A
jKB 46
. 0.00-
Water Works Design and
I. Supervision Enterprise Laboratory
Service
Soil & Material Testing Section
Sam. No:
Sam Type: Disturbed
Test Type : Double HydromctcT
Date :11/03/10
LJ                     1
Grain Slxa.mm
1
1—1----- Gravel          J—Sand                 1          Silt
Clav
.• torsive by ;ray HH WK ♦TTTC
JTCJH HtK A707A-F
rue mw Ma
Tei 251 - 116 - 18 55 16J61 45 01
Fu 251 - 116 - 61 53 71)61 08 96
e-mill w.w.d.e egethlo neLet
Project
Nile Irrigation and Drainage Project
Client
Halcrow
Location Layer B.C Test PH TRB-39
Depth(m): 0 50-3 00
Water Works Design and Supervision Enterprise
Laboratory Service Soil 4 Material Testing Section
P O Bo*          2561
Addis Ababa
Ethiopia
Sample No
Sample type Disturbed
Test   type   Modified   Proctor
Date 16/03/10
Lab test No
1
2
3
4
7T
Water in cc
120
1B0
240
□
300
VW of mould ♦ Wet sample(g)
3609
3697
3749
3687
VW of mould <g)
1749
1750
1749
1750 "
Wtof welsoiRg)
I860
1947
OQU 3635 1749~"
2000
1937
Volume d mould cm3
944
944
1886
944
944
Wet Density g/cm3
1 97
206
2 12
2 05
944^ 2 00
Moisture content
Tin No
A1
V
J
C6
F4
Wet soil ♦ tin (g)
12385
157 68
153 82
176 29
160 24
Dry soil ♦ tm (g)
111 93
138 56
131 90
147 64
132 08
Wof bn ig)
16 16
1663
16 35
16 56
1642
W of Water g)
11 92
19 12
21 92
28 65
28 16
W of Dry so.i (g)
95 77
121 93
115 55
131 08
11566
Moisture content %
12.45
1568
18 97
21 86
24 35
Pry Density g /cm3
1.75
1.78
1 78
1 68
161
Zero Air Voids 100%
2 13
1 99
1 87
1 77
1.70
MOD   :l   790gm/cc OMC 17.50 %
Remark - 5 layer 27 blows and 4 50kg
TESTED BY • CHECKED BY - APPROVED BY -M iHni •tttc
f /^C
55 16^1 «5 01
”  2251 - 116-61 53 71^106 98
Water Works Design and Supervision Enterprise
Laboratory Service
Soli & Material Testing Section
P.O Box 2561
Addis Ababa
F ** 2 h < «4Bethlo.net.«t
Ethiopia
Sample Mo
Halcrow
Ciert
Sample type Disturbed
Layer B.C.D
Li X*on
Test type Modified Proctor
Te5«w
TRB-41
Date 19/03/10
gepinv"'
LJtjgLlIx---------- '--------
20
1
2
180
3318
Z4U
3480
3
JvVinU
4
360
5
420
3517
3494
r^jguid * wet samp            ------
1732
1750
1750
1732
3445
1750
_________ _______ wHiweFso^S)----------------------- -
1586
CiA A
1730
Qd4
1767
944
1762
944
1695
944
rrouki cm3----------------
1 68
1.83
1.87
1 87
1 80
Holfhjra content
Tn No
39
A3
A17
A6
62
telsoil ♦ tin (g
73 52
51 43
98.94
106 47
114 37
Dry sol ♦ bn (g)
62 22
44 07
79.50
84 37
88 10
•M of tin ig)
16 31
16 29
1664
17.05
16 28
•Mol Water g)
11.3
7 36
1944
22 1
26 27
•MolDry soil ig)
45 91
27 78
62 86
67 32
71 82
Vosture content %
24 61
26 49
30.93
32 83
36 58
-ryDensity g/cm3
1 35
1 45
1.43
1.41
1.31
L Zero Air Vods 100%
1.64
1 59
1.48
1 44
1.37
u 1 47
«>1 42
I 137
24              26        28         30         32        34         36        38        40 Water Content %
*** - 5 laver
: 1 453gm/cc
OMC : 27 50 %rul riFT UJM ♦TTTC MJtt Mild A707A-+
rw.c rinttf h$A
Prajeci
Chenl
Location: Test Prt
Tel 251-116 -18 55 16«1 45 01 Fax 251 - 116 - 61 53 71/61 08 08
e-mail w.w.d.a.egethlo net et
Nile Irrigation and Drainage Project Hale row
Layer B.C TRB-45
Depth(m): 0 20-2 45
Water Works Design and Supervision Enterprise
Laboratory Service
Soil 4 Material Testing Section pOBox 2561
Addis Ababa
Ethiopia
Sample No
Sample type Disturbed Test type Modified Proctor Date 16/03/10
Lab test No
1
2
3
4
Water in cc
300
360
420
480
Wt of mould ♦ wet sample(g)
3462
3572
3482
3435
Wt of mould (g)
1749
1750
1750
1749
Wt.of wet so«l(g)
1713
1822
1732
1686
Volume of mould cm3
944
944
944
944
Wet Density g/cm3
1 ei
1 93
1 83
1.79
Moisture content
Tin No
109
G7
35’
B-18
Wet soil ♦ tn (g)
140.07
139 64
146.18
127 63
Dry soil ♦ tin ig)
112 55
110.14
111 79
96 48
Wt of on (g‘
16 29
16 63
16 18
1646
Wlof Water t g)
27 52
29 5
34 39
31 15
Wlof Dry soil (g.i
96 26
93.51
95 61
80 02
Moisture content %
28 59
31 55
35.97
38 93
Dry Density g/cm3
1 41
1 47
1 35
1 29
Zero Air Voids 100%
1 58
1 51
1 41
1 36
MDD: 1.470 9^ OMC 27.50%
Remark - 5 layer. 27 blows and 4 50kg
TESTED BY -
CHECKED BY APPROVED BY -HHMl? ♦TTTC
Water Works Design and
J
Supervision Enterprise
Laboratory Service
Soil & Material Testing Section
ff^c
16-t8 55 18/61 45 01
P.O Box 2561
251-116 6153 71/61 08 98
Addis Ababa
Ethiopia
NJe irrigation and Drainage Project Haicrow
Layer A TRB-46
000-1 90
. -.7 test No__________________ I'/aterincc__________  ___ ____
Wet sample(g]
1
240
3400
2
300
3554
4
420
3521
Sample No
Sample type Disturbed Test type Modified Proctor Date 23/03/10
3 360 3511
mould (g)
1732
1732
1732
1732
so’i(g)
1668
1822
1779
1789
Vrijrre of moud cm3
944
944
944
944
Wet Density g 'cm3
1.77
1.93
1.88
1 90
Mature content
Tn No
7
200
K
4’
'Wet sod* tin (g;
110 10
107.05
11765
149 20
Dr, Wil + bn (g)
942
88.14
94 32
116 63
Wet tin (g)
1663
1663
1636
16 68
\M of Water (g)
159
18 91
23 33
32 57
Mot Dry soil (g)
77.57
71.51
77 96
99 95
Mcxsture content %
20 50
26 44
29 93
32.59
Drj Density g /cm3
1 47
1.53
1 45
1 43
Zero Ar Voids 100%
1 81
1 63
1 54
1 48
1.57
MDD:  1.527  gm/cc OMC : 26 30 %*
fol rtPT AW? ♦TTTC
Water Works Design and
JttJH Mttd A707M-
u
Supervision Enterprise
Laboratory Service
rta.c rviM? M*.
Project Cbent Location: Test P«
Depth(m)
Tel 251 - 116- 18 55 16/61 45 01 Fax 251-116 -61 53 71/61 08 96
e-mail wwdae@ethionet.et
Nie Irrigation and Drainage Project Halcrow
Layer B.C TRB-38
0.45-200
Soil 4 Materia/ Test/ng Sect/on P.O.Box 2561
Addis Ababa
Ethiopia
Sample No
Sample type Disturbed
Test   type   Modified   Proctor Date 16/03/10
Lab test No.
1
2
3
4
Wate< in ex
60
120
180
240
ZCZ
300
l
Wl of mould * Wet sample(g)
3600
3703
3746
3720
3643
Wet mould (g)
1750
1750
1749
1750
1749
Wlofwelsoiig)
1850
1953
1997
1970
1894
Volume of mould cm3
944
944
944
944
944
Wet Density g/cm3
1.96
2 07
2 12
2 09
2.01
Moisture content
Tin No
12
B-19
B-11
Z9
A18
Wet soil ♦ bn ig)
174 50
167 18
169 48
159 75
182 77
Dry soil ♦ tin (g)
159 32
150 59
149 44
137 78
154 59
W of bn (g)
16 11
16 11
16 17
1663
167
IMofVMer(g)
15 18
16 59
20 04
21 97
28 18
Wl of Dry soil (g)
14321
134 48
133 27
121.15
137.89
Moisture content %
1060
12 34
1504
18 13
20 44
Dry Density g /cm3
1 77
1 84
1 84
1 77
1 67
Zero Ar Voids 100%
2 15
2 07
1 96
1.85
1.77
Water Content %
MDD
OMC
1 84 13.50%
Remarti - 5 layer, 27 blows and 4 50kg1
,, T Ann ; *TTC *c*+
Water Works Design and
Supervision Enterprise
Laboratory Service
■
Fax  251  -116-61  53  71^1  06  96
PO0ox256l
e-mail w * d »
et
Adda Afcada
EtNocxa
^j^ation and Drainage
Location :
incy
t on nnnha            Test Method: Hydrometer,Acid neutnlazilon , OHen. KJetdehl
ewviccs for bU,UW»'o
Walklay Black , Ammonium Acetate & Instrumental
^^yQRYNUMDt------------------------
2182/02
21834)2
2184/02
2315/02
2316/02
2317/02
23184)3
pR0fgCODE_------------- ----------
TRN-22
TRN-22
TRN-22
TRB-45
TRP-40
TRP-40
TRP-40
0-0 98 LB
0-2
0-2(L A&B)
0 2-2.45
3.6-4.0
0.9-28
2 6-3 6
?WLLML------------
>ifure Class_______________ ?^O(t25)
SandjjM______ _________
sr^L——--------------- ggffi -—- -------- -------
^-KCL(1:2 5)
,
EGrs/cm) (1:2.5)
ExdiNa(meq/100gm of soil)
&chK(meq/100 gm of soil))
arch Ca(meq/100 gm of soil)
ExchMg(meq/100 gm of soil)
CECimeq/100 gm of soil)
Organic Matter (%)
5.25
3.59
3.90
1.33
0.62
0.92
049
Neogen ;%)
A.ailable P(mg PiO^kg soil)
So,(%)
14.94
11.73
12.36
10.15
11.73
12.36
11.11
Sulphate (%)
0.0500
0.0750
0.0500
0.0250
0.1250
0.2000
0.1250
^Extract     Sulphate     iV \
frXthU r» i.          --------------------
_
^^(meq/ljirsext
n
0.0001 ----'------------
L 0.0112
0.0073
0.0001
0.0004
0.0005
0.0003
Lz_uiinyi)
CjJrjwSjj ------------------------------- i!Sjn£g/b
Ej^(rneq/i)~
HC0?7Zr'Z----------
■^Oneq/I)
—---------------
- / '4*   .
-X.
---------------
Approved byTel
251-H5- 81 <5°’
251. lie -61 0’ 05
Fax 251 -116 -61 53 71/61 06 M e-mail »* d > e@ethionel at
p °Box 2561
Niieimgat^ and Dra'na9e
Location:
cTultan'cy Serve* for SO.OOOha Teat Method: Hydromater.AcId neutralazaion , Ol
Feasibility Study_______
Laboratory    number profile code DEPTH (M)
Sand(%) Silt
Walklay Black.
_
2319/02 TRB-53
0-09
2320/02 TRB-41 02-1.2
2321/02 TRP-39
0-0 5
^nmonlun^A,..^
2322/02
TRP-3B 0.45-2 0
(%)
Clay (%)__________________
Texture
Class 
h
P -H Q (1:2.5)___________
2
H
P -KCL(
1:2.5)
EC(ms/cm) (1:2.5)__________ Exch Na(meq/100gm of soil) Exch K(meq/100 gm of soil)) Exch.Ca(meq/100 gm of soil) Exch Mgt meg'100 gm of soil) CEC(meq/100 gm of soil) Organic Matter (%)_________ Nitrogen (%)______________ Available P(mg P 0 kg soil)
2   5/
CaCO  (%)
7
LOl (%)
Acid Extract Sulphate (%) Water Extract Sulphate (%)
Soluble Salts ( meq/l) 1:5 ext
Na (meq/b
K (meq/l) Ca (meq/l i Mg (meq/l) CO3? (meq/l) HCO31 (meq/l) Cl' (meq/l) SO/; (meq/l) RemarK: Checked by
1081
11 10
1050
00500        0.1000      0 1000 0.0750
00002       00002        00008ahbi? *TTC
Water Works Design and
Supervision Enterprise
Laboratory Service
Fax 251 - 116 -61 53 71/61 0d 98
PO Box 2561
Addis Ababa
81 ‘S°’
e-m»ll w.wd.» ■Cetfiionrtel
Ethiopia
*
SSaiSToww L““1»n '■
*         80 000ha Twt Method: Hydromet<r,Acid rxutralaxaion . Ol»*n, Kjeldahl
2326/02 TRB-46
0-1 9
2327/02
Wilklay Black . Ammonium Acetate & Instrumental
___________________ TRB-47
OCPTHlML----- -—-- ----------- ggx^-2—
-xrture Class —”--------- ------- - (1:2-5)
££CL( 1:2-5)_____________
•Ci'msWi) (12 5)__________ fadh\almeq/lOOgm of soil) fah<meq100 gm of soil))~ ExchCa(meq. 100 gm of soil) E)tchMg(meq/100 gm of soil) CEC<meq'1OO gm of soil) frcanic Matter (%)_________ \r-ogen (%)    ____________ *.aiable P(mg  PjO^kg soil) CaCO <%)
1.89           095
3
L0l(%)
^ Extract Sulphate (%)
■^Efxtoct Sulphate (%)
I meq/l) 1:S ext
10.82          9.97
0.0500
0.0002
00250
0.0001
Approved by1.0 Introduction
This report presents Summery of laboratory test results of soil taken f and Drainage Project The test results are Permeability and Swelling pre tests are carried out following the appropriate sample preparation a nd i The following are the standard procedure followed to carry out the analys 1.1 Standard Procedures
*
*
estln9 prc^
1 S No
Type of Test
1
Permeability
2           Swelling Pressure
—---------------------- — J
Standard ASTM D2434 BS 1377 1975.Nile Irrigation and Drainage Project
Summary of Test Results
Date: - 21/04/10
Parameter
TRB38
0 45-2.00m
Layer B.C
TRB39
0.50-3.00m
Layer B,C
TRB4I
0.20-1.20m
Layer B.C.D
TRB45
0.20-2,45m
1 Jiycr B.C
TRB46
0.00-1 90m
Layer A
Permeabilityf cm/sec)
2.38 x 10 ’
1.86 x 10 v
3.23 x 10 *
4.87 x 10 ’
2.25 x 10 M
Swelling PressurefkPa)
27.33
27.13
13.45
5.45
99.89
z
A .6-
5
. .»0* /&<•»’
•/Hrirqf* Mtaitfrj1 aftTjfrr anti E*r/g\
l-.’ffottJK Ndt IrifM— and Dnaurt Pw:r .^ ,kI^
ANN LX M
SOIL HYDRAULIC CONDUCTIVITY MEASUREMENTSpfdtm! Dtnnsratif PjpMc »fEtbhpta, Ministry of Wafer & r .N
:
frr>
Ethiopian Nf/r Irrigation and Drainage Projectf
,X»
^aSZ^MMp* Prwttr
: /fYD/tAULJCCO/^Dl 'CTrvm MEASUREMENTS (INVERSE-A UGER HOLE METHOD)
[ Note*
Soil Type Description
/ h(ti) =
1
1 depth of water above base of hole at start of test. on 1
V             Vertisols
Deep cracking clays with prominent tbcksidei, imperfectly or poor
drained, seasonally waterlogged
1
| tn d = 1 total (cumulative time, seconds
I hl tn) -    / depth of water above base of hole at finish of lest, cm
N             Nitosoli
Deep dark reddish clay with shiny ped faces Ac weak horizons, well drained
R             IzUSoll
Deep reddish clays with argic hocizons, well drained
L£
~—
radius of auger hole
CV. P. B
L
F, Fx
Cambisoh
Lepiosoli
Deep dark brown clays; well to imperfectly drained
Very shallow and / or stony soils
. 1
Valley Complexes
Soil
type
Depth
cm
R        1.15r h(d)
r/2
h(ri)+r/2
i«r
(h(u)+r/2)
h(tn)
h(tn)+r/2
log
(h(m)+r/2
A-B
rn-ti
C/E
1.15r*F
K
m/day
Average
K
m/day
A
B
C
E
F
G
G*864
R1
90
4
4.6
70
2
72
1.86
30
32
1.51
035
1800
0.00020
0.00090
0.78
0.71
90           4
4.6
70
2
72
1.86
24
26
1.41
044
1800
0 00025
0.00113
0.98
90
4
4.6
70
2
72
1.86
46
48
1.68
0 tH
1800
0.00010
0.00045
039
Ri
90
4
4.6
70
2
72
1.86
50
52
1.72
0.14
1794
0.00008
0.00036
0.31
0.60
90
4
4.6
70
2
72
I 86
50
52
1.72
0.14
2269
0.00006
0.00029
0.25
90
4
4.6
I 7Q
2
72
1.86
20
22
134
0.51
1656
0 00031
0.00143
1.24
R1
90
4
4.6
70
2
72
1.86
20
22
1.34
0.51
1267
0.00041
0.00187
1.62
109
90
4
4.6
70
2
72
1.86
20
22
1 34
051
2027
000025
0.00117
I 01
00
4
4.6
70
2
72
1.86
30
32
151
035
2194
000016
0.00074
0.64
Rl
90
4
4.6
70
2
72
1.86
53
55
1.74
0.12
1800
0.00006
0.00030
0.26
0.26
90
4
46
70
2
72
1.86
55
57
176
010
1800
0.00006
0.00026
0.22
90
4
4.6
70
2
72
1 86
50
52
1.72
0.14
1800
0.00008
0.00036
0.31
P
70
4.6
60
2
62
1.79
50
52
1.71
008
1800
000004
0.00021
0.18
0.22
70
4
4.6
60
2
62
1.79
50
52
1.71
0.08
1800
000004
0 00021
0.18
70
4
4.6
60
2
62
1.79
43
45
165
0.14
1800
0IXJ008
0.00036
031
VP2
HO
4
4.6
70
2
72
1.86
70
72
1.86
0.00
1805
0.00000
000000
0.00
0.00
80
4
4.6
TO
2
72
186
70
72
1.86
0 00
1800 1
0.00000
000000
0.00Ffdrntf
if
Altmttrf at U at ft &*
firhitpigtr Niir /rrt^aftt* a*d Dn»*agr Pr^nT
h(ti)+r/2
h(tn)+r/2
1.l5r*F
(h(ri)+r/2)
(h(tn)+r/2
Average
K
m/ihv
0.00000
0 00012
0.00010
0.00011
0 00019
0.00011
0 00014
0 00025
0.00028
0.00018 1782     O.ONN19
0.00005
0.00000
I) 00055
0.00045
0 00050
O.00088
0.00050
0.00062
0.00117
0.00129
0.00081
0.00041
0.00022
0.00
1356       0.00009                  0.00041
000010 
a
0.00029 !
0.00014
0.00046
0.00133
0.00065
0.39
0.56
0.38
1479
0.00025 ,
0.00117
1.0!
035
903
0.00039 |
0 00179
/
1.55
0 39
910 
|  0.00043 r~
0.00196
/
1.69
. 
000035
1460
0.00035
IOJI j 0
00021
0.00163
0 00162
0.00107
I 0 00007
0.000 l.l
| oooott^
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0081
910
69 I
0$
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98 I
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7
0£
9‘*
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lt’0
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1*000*0
60000 0
0081
910
Ox. 1
0<
8*
98 1
ZL
7
“0£
9*
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0£
N
» ------------
95’0
$90000
HOOOO
£951
61 0
7£'l
H
OS
16 1
18
7
6£
9*
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06
—
_______ £f’O
970
Of0000
tOOOO'
O  *o>:
60 0
58 I
£9
59
76 1
58
7
18
9*
*
06
0F0
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80000 0
9091
71 0
ori
79
09
16 I
78
7
08
9*
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06
N
I—
17 0
________ ___________
*70000
500000
0081
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18 1
*9
79
06*1
08
l
' 8£
*
06
77 0
97000 0
900000
f~ 0081
ovo
8£ 1
09
85~
88 I
9£
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9*
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06
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170
*7000*0
500000
[ 0081
ovo
6£l
19
65
88 I
91
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*
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>I
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N 1
no
£70000 —1-------------
90000 0
1 0t9l
01 0
58 I
£9
S9
761
*8
z
78
9>
*
06
______
loro
wo
97000 0
900000
1_ 97U
ovo
18 1
*9
79
06'I
08
z
8£
’> l
*L
06
i
\ 9X0
HXOOOO
*1)0000
J 9081
£0 0
58 I
£9
59
06 I
6L
z
> ]
_
06
3A 1
\ *98*3 
1*
a
3
9
V
.J
.1
"T u,,
1 Owy \ *
.1
d**SVV
I H/3
U-UI
H-V
Z/*+(a>)i|)
«o|
(iu)q
(z/j+(p>q)  !
z/»
“          / i
mUi ;
^7••WDf^/fzrcr Aww/
r,-4<*vr
ANNEX N
WATER QUALITY TEST RESULTS* TTC rt/v ""*’** ft™™*
! .-- ^g5r»O»»S^«S
email w w d ■ eQelHIonetet
rzErPcTEOPH^sTo               CHEWlCAlTAMO               HACTBRIc ritonVP'Oj«:« H.lcrow Group Limited
ROOlCAl WATER ANALYSIS RESULTS
1----- T7-z>c «~>f rajmple
[lOURCE
. »w»ATinM
----------_------------
^T^ATr OLL EC TK)N
pATE v~ «**■**“**—  —-------------
nrrtn/FD
PATK
C—. L-•Mr--*tslT«! IO NO
WHO maximum
ConcantnUon
allowable
—     —--------------
isnxj/w
(mg/1)
19
—~
r«« *n mo.
2102/2002
Trace
ft 0
Total Sol** lOft’c imo/ij
T ntr-™i~ed So«d 1OS C(mQ/i)
B
337 0
1000 0
Electrical Conductivity (pS'cm)
51 f O
p”
7 03
• 8-4 ft
Ammonia img/1 NH;)
0 19
Bodlum (mgJl Na]
200
200 0
Potassium (mg/l K)
03
Total HtfdMtB (my/I Ca CO,)
2 M3 5
800 0
Calcium lmy/1 Ca)
79 Oa
200 0
Magnesium imy>'l MyJ
14 20
1ftO 0
Total Iron (myH Fo)
0 035
0.3
Manganese [mg/l Mnj
0.1
Fluoride (mp/l F)
10
1.8
Chloride (my/l Cl)
09
200 O
Nitrite (mg/1 NO,|
Trace
Nitrate (my/I NO J
0 98
4ft O
Alkalinity <mg/| CaCO,)
203 5
NS
Bicarbonate lmg/1 HCO,)
34 5 87
0 28
400
Phu* ph ate (mg/l POJ
Facsi Coliform Per 1OO ml
Carbonate (mg/l CO.)
Oulphate (nig/l ROJ
Total Collform Per WO ml
cmarx             The test reeuR can be compared with the WHO maximum allowable concentr ation (mgrt) presented on tne last column The water sample wee collected end submitted to
------- ------- -----OMF labor story Oythn client
C^ck«<J Dy        1
D ~----------------- _’^7zzBFUH F&TT                       ♦TTG
jtcjh AHA-'fA jncnfr^
T * zsi
taw Ml .VS tt1 53 71*1 b*M
xaag w w.d.a
Selected physio cHtimcAL and bacterioloSicAVwat^
CllenVPro|oct Halcrow Group Limited
source of aMtPVE
location
nATE OF COLLECTION
ipATE RECEIVED_______
CLgNTB ID.NO
LAB ID NO.
Icelour (app)____________
TurbtdRy (MTU)_____________
Total BoBda Bi’c |m fl|___________
O
T.    Olaaotvod    Solid    105*C{mQn)~
Electrical Conductivity (pS/cm)
P* ~~~~______________
Ammonia (mgJI NH )______________
im»w
a
Sodium (mpff Na)______________
P otsealum (mgfl K)_______________
Total Hardneos (9* c Ql)
Calci um (mgfl Ca)
M ajjn tt i um [mg.1 Mg)
Total Iron (mgA Fa)
Manganese (mg/1 Mn)
Fluortde (mgH F]__________
Chloride (mgrt Cl)
Mltrtlo (mg/1 NO J
Nitrate ! mp3 NO J
A Ota Unity {mg/1 CaCO0
tCarbontf (mprt CO )
| Bicarbonate (mgfl HCO||______
5wlphate (mg/l SO,)
Phosphate jmg/1 PO.)
Total Conform Par 100 ml
t
0 005
1 12
M6 ft
422 73
Focal CoiHorw Par 1ftC ml___________ ______________________________________ ________________________ REMARK:         The leal result can be compared with the WHO maw mum nitoweole concantnaor
(mg«) pmaonted on the last column The water sample was
___________ Ota laboratory by me client
Checfced fry
-^ 27
/*/
_________ .
Approved by
Data^^lrr^tt°
rn****
, X’trT A.1*^9 ’►TTC ’^-+A M<Hfr*
Tel, 231 • 114 - 10 3S
43 0«
Fae Jf»1 1 IB - Bl S3
04 93
iour< ^ pr_?g^^ ----------------------------
—•——XZ *-»!■ BAMFI E
WHO minimum
L °C^or^COi LECTION pATgjy CULkC^ »
-----
_
□ATBHKxEI—-—----- ----------------------------
; —«■ nC/*FfVFn
iSFoe/io
ulkywlbto
Concentration
(mg/1)
prffZX
CLIENT" nJ.r*^r.
2105/7002
—
Colour, t€£Pl—.-------------     —
T urt>lc»ty<NTUl -------—---------------- ratal MMa 104 C (rog/l^_________________
12 O
5O
T
ToT
4Q5 0
1000.0
625
7 19
a.s.a.s
Ammonia |rr»y/1 NH,|
j .n<v«cl »«Hd 1orC(mg/l) Eta-etrirei Conducllvity (pS/cm)
f"
-------
1 32
39 0
200 o
Pot«»«tu'n (mg/l K)
10
Total Harxinaaa (mg/l Ca COj)
257 5
400 o
C«lc>i<m (mfl/l Ca)
76
200 O
Magnesium (mg l Mg)
70 7
100 0
Total Iron (mg/l Fa)
T race
0.3
Manganaaa (mg/1 Mn)
0.1
Fluoride (mg/1 F)
0 76
1.0
Chtorlde (mg/l Cl)
99
260.0
Nitrile (mg/i no7)
Tree*
Nitrate |myH NOj
O 94
40.0
Alkalinity (mg/l CaCO,)
M6 5
Carbonate <mgH co>)
N«»
Uleartkonata (rng/l HCO,)
422 73
Sulphate |mgZ1 SO,|
0 19
400
Phoaphata (mg7l FO,|
Total Coliform Par 10Oml
Facet Conform Par 10Q ml
—^xir£j_Lc.
Approved      by Datarlto^tM Mtk ler^tft^ mJ PrVfi*r PtylANNEX ()
CONTRACTORS \X ELL COMPLETION REPORTSFnM Dtmtrata fapM'JEtoy* Maffrr IT'aftranHEt^ &&f*n .\'tJf Imptoit tiftti Ortmtagr Prvffrf-ItZw/*? ttf~I/~Lrfr^
. .^rx^j-rr jXk+
-ixJ JJrwra^r frwr.X
Water We 11 Drilllog ReI>ort Format
r wdin»me- ScneJ. Mwl!- t i.vr/' no I
2.    l-ocaliofl!
•        Wercdn                    JrtKd1
- Zone -___________ ^Ltci____
.1. OrilJinji Rig- type - Euf? fJ
4 Mud pi I CMCflvfllcd: yCH
■       Jf yea, volumo of mud pit*:
ffl nn
k < ___________ *_________ *              >m‘
2.     (
k_______ m
I m*
*.             OrillhiJi melhnd:
fe3 OTH Kolnry O Mud Houuy U Both
* irtxjlH. Jeplh drilled hy-
-   DTH Rotary .
-    Mud Rolnry .
6. Well depth «* rn
7       Well dlumckJ
■j Production ending lypc
Diameter -4 inch
Screen length J E-4 _ _ m
Blind cnMn^i length JA5 m
ID Surface ch wine tvn<                    Ar#r/ _
1 )iumrlrr            0        inch
I cnylh                 f, J m
1 I . Ohurrv^htm pipe installed (_J yes I J no; IP y
- iJinmctcr__________ inch
I *-■ ii|ph __________ m
I 2 CJ ravel packed J________________ m*
I I CldWimn and developing time J hra
<"
m
14 Well hvml cm m! rue led 53 yes
I 5 Sintic- water lu^vl 4
IO. kN 11 muled yield J l/B«
17. Pump ■riBl-iillcd U yew W nu+ IT >r«
■     Pump type
Ono
_m
•       Pump pnNhlon___________ -_______ m
•        brum           <7          io       J       in       9 7J* inch
■       Prom 2 to _/J rtl Jt 0 inch
•        From           I2          Io       4 ft   i n      d inch
8       Form niton l> pyr
1 H Dule drilling i Curled
J//P7/V7 IkC.
19. Dnic Jj I llinii completed 2MW97 E-C.
20.      Driller In churuc rl//W»r»
• 
Sull I’urni u I • on
/J 1*1
Keptirtud by J^'jrur/rfri/iT Mrfakit
• 
Medium liirmulkm Jm
Rme
g tC.
• 
I I Aid Burma I ion
*m£i"M>q£ur .\‘j> 7zFj/j/jj*jr
*_r/ P^/Af
<>
Utholo^tic I—>!_: -itz ri p>l i < »O
BTnck conon 11 ip Ii I > plttMlicr clray woil
Brownish colon-d highly p»li«3tLi«= tiny
<.V>u«r itrlkc I Ci
15
IlfcjHhly wcnilierad rock brown 1 uh colored clue? <«.» its* degree or
wcalhcrlriy;. (he size became Miind nod ££n-v«?l
19
T-fiilHIy wenthcrt,"d limy yd nlo IduJ bnxnlt,
Spuce |1llc?d with
quarix nnd citlciLc
IO
*4 0
Atnyudnloidal b>.a%ult h*4 i ncroliznihm is
where the '■oid* uro
rllle-d witJi mitii- i u 11*.
LT
J
* Production_&ZiV*iiife Arranuenint
Inten/al
1 TOm
Inte
To
F rom
Io
Screen
or
Blind
-4 O
Street 1
or
Blind
1 4 11 nd
Screen
Blind
rval
-
-i ¥1 - C>
2 2. **
t J 2 ,J_____ I   -=
,v
1 "7.2
J
I 1.3
\ I I ,5
| 0.5*
Screen
l_»l l»t«l
J
—/
/
1 .it iini< m< *-= l^o«urt rn. il
K “.tliu
it* ■“ r- «»n t£«’m ■? i«T c1nr*c fc-i v- ■
f^drf/enZa j^Zc/gAz/Well Drilling por^Format
1.     Well name -
2.      I.ocalion;
-        Wcrcdn - _
-       Zone -
3.      Drillir*s Riu lyp^ ~
A, Mud pit excavated. yev
PFi'AhfdKcZ/ziV
q, Production cuxing type ________________ Z>>r £-------
-     Diameter 4 Inch
Screen length
- HI inti ensiTiu length
/ /* #----------- ,T1
J—
.<1 w/
jcj. Surhicc cumins iypc_ _ Afrr/_________________
LZ
Gfl no
■ llyo, volume oTmucJ piisc;
I )iumctvr d
inch
I .cnglh                /.J m
I 1, OhNcrvation pipe installed: O ye* O no; If yea:
-      DiumcKT ______ ______ inch
1.
<
,
n_______ _ x _
) rn 1
-
I ength ______________ m
2.
(.
xx
) tti'
5.    Drilling m
eth
od
12
Or liv e 1
puckcd
_3
ml
B3 12TH Roimy fl Mud Rotary l_J lloih
• If both, depth drilled by
-    DTH Kotury ___________ _        ___  m
-    tvluil Rotmy __________     ______ m
6.      Well depth Yg_____________     ™
7.      Well diumctcr-
I 3. <2*1 earnnji nnd developing
14.       We it head comtrucicd:
lime           3         hrs
S3 yes
no
15.       SUlIk wilier level                            3               ni
From            O
•     From           2
io
to
2__ m ____ P74I           Inch
Ifi.       1-Kt 1 mated vielil
1 7, Pump inNlallc4: O yea
Pump type
Pump position
/^JE. ,    _ |/nc*_
S3 no;             If yen
_
- _______ m
LZ •I’’ _______ tL
_ inch
■1 From ZJ to
Formation type:
IT*__ rt        Inch
18.       Dale drilllns Maned 25?VY<PL_ E.C.
19.       OiHc drilling completed 2^XMZ9 7 Ll.C.
20. fri tiler in churgc ______________________________
Soil lormuUun
__ £2____ ™
KvrMirud by
A/dnAa
-
V
X4cdlum lormailon Hard lonnuiion
Jv
ni
Date tffrW/T7 i&LCl
1/
rn
IFfArd Domrvf).-
Mtwfry t>f Wain <* fi*rrp
fz/twpt^r Nt/r i^njrt»K mh! Dr**.# Pr*"1
21.             JPer/eZ
h»<VZ /rr/,2               1 .hhologic Descript ion
1 Hilled
Depth (m)
I* mm            To O6
t>                 9
9                12
Rcmnrk
12
22
?5
31
22
25
31
40
I^itholoBic Description
Il I ack cotton highly pinalic cloy noil
Bniv*ni^h Til uh ly plastic clay
Silly clny soil vs ilh medium plastic nature
1 fifthly wcmhcrcd limygdaloidnl bnsiill. Voidi filled by different mincruh ot‘C*nlcilv /.collie and cjuurtx
I hgh ly wcnlhcu d nmy^d n 1 < *id n) t>Q*ult ufreddish alteration due to
mineral content in the voids
Highly wcuihciA *1 .iinygdalcililnl basalt of greenish mineral
alteration is very high
Slightly weathered umygdnloidnl basalt
Arrangen lent
Screen
or
llltnd
ttltncl
Scrovn
111 »r-»d
Serve »«
lilbrtd
I-HhulnU"- Uv*»crlpUi.«n ««••<> .Water Well Drilling Report FormaX
I.      Well name -
2.      l.ocation
•        Wcrcdn - Ja*vi
•       Zone •
Wall. L_irc 7/ HU JL-
rr>
/!>»/
Q Production cnxing type
f*FX’
Diameter 4 inch
Screen length J 7, JQ Blind casing length 29.3 m
KJ Surface casing type Sttc/
3.      Drilling Rig type - E"rt> 92
4.      Mud pH excavated O yen
•       II’ yea, volume of mud nils:
1.     <____  x__________ x _ ) mJ
2.     ( x x
3.     Drilling method;
1x5 mil Rouir) O Mud Rotary Cl Both
•      If both. depth drilled by.
- I Jutmeter              ft         meh
1x5 no
) m‘
I cngtli
/.5 m
I I Ohsert niton pipe installed yea O no; If yet
- Diameter
• I .ength m
12.      Gravel nackvd
inch
/ m‘
13.
Cleaning and developing time -         hrs
1 4.     Well head constructed i
S3 yet
O net
-   DTH Rotary ___________ ________  m
IS        Static water level                       4            m
-    Mud R
otary _
_ _____
m
1*.
listtmutcd vield
/.3
1/bcc
O Well
depth ™
17
Bump installed.
Cl yes
kZl no.
If yes
7 Well
diameter
Pump type
•
Froni
Q
to
2
m
9
7/fi
inch
Pump positi
on___________ -
m
•
From 2
to
40
m
0 in
ch
1K
Dutc drilling tin
ned
OISO&/V7 H.C.
■        From
_
8.  Formation type:
•       Soft formation 3
to
_
m               inch
IM.
20
21.
IDiilc drilling completed
Q7/O6f97______E.C.
• Medium formation 33 ni
•       Hard fnntmliun O m
Reported by £rttff/jrwrfl Afg/gAi*. Dale           t4/O*/V7 £T.C.
35
Ft.it'dDcmrufh’
»f Ethiopia, Mtarrfrt nfM'atrr & littery
Effafrait Xt/f Impafw an / Dnera^r Prv/crt
22. tVgng/
M*c*//n</ J l.itholouic Description
r>n
t>epf 1
From
lied
3 Cm)
To
Remark
Lithologic Description
O
2
Hlnck cotton soil
2
3
Transported nlluvium
3
7
Moderately weathered nmygdalaidiil basalt
7
13
Highly        woflllwrcd        umygdaluidil        basalt.        Voids        tilled        with        quartz., calcite and green minerals,
13
16
Highly weathered umygduloidnl basalt 11 has brownish yruundmnMi
16
19
Moderately        weathered        nmygdnloidal        basull.        has        small        ijrccn        minerals, has greenish alterations.
IQ
22
Completely weathered volcanic rock
22
28
Highly wcathcH-d ainygdalotdnl basalt. 1raniportcd materials
intermixed
28
43
Highly        weathered        .tinygdnloidal        bnaalt.        Voids        Oiled        with        quartz, calcite and green minerals
43
46       1 Slightly weafhcrcil amygdaloidaj basalt
sA~A.yi.rr ALV            •**          / *•»*•<*
Waller Well Drilling Report Format
I. Well name ■ SeHC/ Wlltl.Kmidi HO 'I—
2 Location:
-       Kcbclc - Srwr/ M ujtfi—
-       Were du - Jawi
•      Zone - . rltti—
3.      Drilling Rih type • Earn t2
9. Production cu»ing type PVC
• Diameter 4 inch
- Screen length 29.25
Blind Cawing length 26.25 m
m
HI. SuiTauc cuwmg type SfreZ_______________
•     Dnimclcr         6           inch
•
I cnglh
/-5 m
4.      Mud pit excavated:                   O yes                0 no
•       If yes. volume of mud pits:
I I Observa
tion pipe inst
alled: yes O no; If
1.     ( x x) m1
Diamete
r__________inch
2.     (xx
5.      Drilling method:
E23 DTI I Rotar> O Mud Rotary O Both
• If both, depth drilled by:
)m'
. DTH Rotary
- Mud Rotary m
__________ m
• l.cngth______________ m
12.     CJruvcl nackcd               2               m’
1 3     Clieautriu nnd devclomnu time 2
14.     Well head constructed:                      (S3 yes 1 5.     Static waler level                      2            m
hrs
(J no
1ft.     Estimated yield                   9
l/sec
ft. Well depth 9Q
7. Well diameter
m
•       From          O to 2                     m        97/9 inch
-       From          2        to 4Q            in        0 inch
-       From to  minch
8.     Formation type:
•       SoH formation 2 rn
17.              Pump installed; yes                     E3 no;   If yes I’ump type____________________
• Pump position _____________ z_____ . m
IK Date drilling started
19 Dute drilling completed
2(1. Driller in charge ztfrgjfg* Dno/rrn
OM/f/d/V7— li.C.
O9/M/97E.C.
- Medium formation J 2
•       Hard formation 6 m
m
Reported by fcrwf/rrtfg Afr/flAg
E.C
Date _FrJrrj/ Pews.r»/>.-                   Fthnfm, .Xh^utn tf IT jt~ <*• /*'•*'£> E^t^uu .V/> !"W* j*d Dnaa^ Pryrtf
21. Send Wtrfta *>dl tty 4 l^itholouic Description
Drilled
Depth (m>
Kamnrk
From
O
2
To
2
l.itholofgic Description
Black cotton clny .woil
Alluvial deposit of gruvd size
4
4
7
Slightly wenthered amygdaloidal bannll
7
13
1ft
Highly weathered nrn% gdnhndnl basalt. Filled with quartz. calcite
nod green minerals
Highly weathered mny gdnhndal bnaali Filled with quartz, nnd green minerals. The ||mundinn»* colour is pinkish
Highly weathered um> gdalotdul bnnnll with green alterations
19
22
31
34
37
L_
13
16
19
22
31
34
37
40
Slightly wenthered vesicular basalt
Highly wcnlhercd urny gduloidnl basalt
Fractured nnd weathered basalt. Calcite nnd quartz minerals small Highly wenthered itmx gdnloidal basalt
Slightly weathered nmygdnloidnl basalt. Has quartz nnd small
green minerals
Interval
|      From
r
2B.ft
| 22.9
‘l 17 2
Io
40
28 ft
1 22 Q
1H
1 172
• - .Ka.vc • >> £°t*;..............
Sc reen
or
Bl ind
blind
Server,
Blind
Si vwn
IlHn.lANNEX P
GUIDELINES FOR TESTING AND MONITORING GROUNDWATER WELI5FhM  Da—crotb   H/fM>   •fFJfapt   Ministry  oflV'sttr  ^Enci# Fdh"f*s* X'tlf             M(t Dnaaqr FrytdMONITORING ground water
to be detcmined during tearing for water quality’ analysis:
(     >   Na.   Mg.   X   Fc
«   Mn’   AL    HCOh    Cl’   SG|    CO%    NOs    NQ*   F’   S,°2'   HBO'*   NH*   HlS‘   CO*
TDS. Total Hardness and Pl 1
? parameters to be def emined during periodic ground water monitoring
water monitoring data sheet
2 ■ WeiomrWcSo^
» Meter below ground iurfoce
* 'emperofurr
I5lu <-ollectcd day._______
D »ta collected by________
eckcd and approved by 
Time.I rJer^'
tf                Mt mm < IT^ &■ /: »rnp
ftffafiM Nth                  mJ Drvt+Jgf Prjrrt
IL DRILLING AND TESTING RECORDS
Drilling and trrting rrcordr Hr id data format
jl Project____ ____________________ _ _
b.                Site                Location:                well
c Client •
d    Date of contract
c Drilling Contractor:
f.     Date Starr of Drilling:Drilling completed
IDRegion:ZoneWereda.
, Krbelle.
LTM grid ref. ENAlt(ma-s.l)
g.     Drilling purpose (test well, production well, ..)___________________________ h.    Well use (water supply, industrial)
1. Site descriptionAx> frrr^aft+a
/’Mr***'
Sample fornmr d^iJy drilling record*
1"
L1 1
1                   1 from
1
V da/rfd/a/j) p77wr
1
drilki
| dnlliwi
1 mtdu/jlxid
prvbltm of drills frtcoaittcnd
stdultt* /ora>jrxifd
luprrvijor
namt ittnaiun
Rtmark
'i
To
1
r
7
____________________________
2
3
4
5
6
7
8
9
10
L
—1I'tJrru/ Dfatwvufa Krpatec                   MiKiffn tfWttrr r*" Ent hq Kdr ImfMHa aaj Pnaaagr /****?
f<~*i
fhcer
l/N         J Ijthologv Description
Section depth penetrated (m)
Remark      (Water      strike      depth, drilling problem, drilling fluid.
from
to
etc)
1
2
3
4
5
6
7
8
9
10
-
1(^ophysicil veil togging da tn sheet
Depth (nt) j Rein tint) ty.
/
1
I 'Depth interval
1 C,ant^a (Nat)
I
1
VP CnnJ.
EG Ui/iin
Ttneptratnrv
°C
Others.........             1 R/warA*.
j From
To
1
1
’
1
2
3
4
5
6
7
8
9
10
LDrilling and well con»trucann
fWbn/r diameter
F ~/7jV" y 
__________________________ Dritting depth interval (m)
'
Drill bit
Remark
j From
ri- - - - - - - L’ 1. ' '
F~t-----  t - - 1           ^zzz
1TO
1
------------------------------------------ -“T
Caning and screen installation
Dolt_______________________ frotn______ to               J
Tola/ def th of *tU________ irrt.        Typf of Sarto____________ Ca.K/ag    and    acreen    installation    data    sheer
Depth
interval (m)
Casing
material
From                      (Steel/PVC)
Length/ Wall
Diameter Thickness
(mm)
Casing Length (m)A'<r>
Gr« vrl Pacldog & well development
Dan Gnn*Jpadud_______________ ________________ J
Gra ve!packing
Aquifer
Gravel pack
J
Remark i
I
Ijf*
j^rata j/qt fwwj
I tf/k/wr
L
1
___________________________________________
Well development
Dan tbf veil dfi*lop*"9t Miixdtd________________________
Well development
Well development method
Duration (hn)
Remark
Billing
Surging block
Compressor development
Chemical development
Other, if anyDrwnrtr ft? 
Mt* ftp U e- /-^T
Pltif ju.i DruiXJp PnrtJ
III. PUMPING TEST
Prrbmin^rypump test
Pump type __________ H =m Pump position — 
Q =]/,
m Method of measurement_____________________
Static Water Ixvel (SWL)________________________ mb g a
PnEminsry test dm recording sheet
Date |
Time
'min)
Water level from the surface, m
Drawdown,
m
Electric
Conductivity
(EC), uS/cm
Temp.
«C
Pumping rate
1/s
Turbidity
Mg/l
Remark
0
1
2
L
L
3
4
r
l
L
L F \
FL
1
7Step ptunpinp test
Puttp t)pf_____________________ Step test iMrutrea_______________________ hrr
MtlM ef
_______________________fVmtcb. vehssnttnc. step voids.) pttnp pefitter______________
Step pump teat data recording sheet
[Date
Time
Timc(nun)
Since
pumping
started
Step 1
Step 2
Step 3
Step 4                            | R
ecovery                        \ Obseravdon
QI =l/s
Q2 = I/s
Q' = l/>
Q4 = I/s
WL.m
WL. rn
DD, m
WL. m
DD, m
WL.rn
DD. in
WL.m j        DD, tn
0
1
2
3
4
5
6
7
8
Continue, 9. 10, 12, 14. 16. 18. 20. 25. 30. 40, 50. 60 mins etcPr«M.n#/>r             Lfhupit. Mioiarj tf Water £*• /:rr»p
Litlxrf+a* Wtr Irrf&n—t jtd Dta/u^ Prvrrit
Constant Discharge Test
/f.»/ start date <d/ nt ft}___________ time___________. Da/t end of test______________ , 7 wrr end of test__________ If ft dnration__________________ hrs Pnmp type___________________
JIF7-______________  Pnmp position_________________________ nr. b.& s. Q______________ // J
Conn font djsdurgr tent do tn recording sheet
1 Date
Time finer
Pumping started.
min.
Drawdown
Diftharge measurement
EJedrif Cond.
Temp.
°C
Remark
V'-notilfmm)
Q(U>)
1 lslan
1
2
3
4
L
J
i
V4 -—
tv B
\
L
_I_
1
1
<>nmnae.'9. W. 14, 14, 1*. zn. 2S. 'n. m. so. b<». 70. mo. •«». ion, 120. tan, too. imo. jiu. 240. 270. 300. 330. 3a<>. <20. 400, XA OOO m/n< «tc
— i --------------- -  „ 1 
\ \\ 1 1 *) I
_____ —1_^_______________  _____________ L— _______ _J —
I1
_L
-----J -------------1-------- -------------------------S / Ww»M T                y        jCm*
A» p-rfjfir*        Z ’>w <r«ev Pnt^T
Recovery data format
N'^/rv //•••xi
Date Recovery started (d/m/v)___________________ End date__________________________ Constant test durationhour? pump type
SWLm b g.s Pump position m.b g s.
Hecovery data recording aheer
Ql/s/
Dare
I
Time since recovery started
(min)
Water level (m)
Residual drawdown (m)                 I
Remark
I
I
|r— I
I
Itfl.lhtpiu.
of Water ft* £rrr&
Ei.t'vaptajr .Wie
aid Dhkmj^/ Prvf'r.f
IV
OTHER FA
CTORS TO BE RECORDED
Instruction given to the contractor
Date and time
Instruction given (orally or by letter and content
Action / measurement taken by the contractor
1. Any other activities nor mentioned in the data sheet such as log photos, well development, pumping test and the likeFederal Democratic Republic o\
Ethiopia
J'""'
Ministry of Water and Energy /
World Bank Financed Ethiopian Nile Irrigation and Drainage Project Feasibility Studies of about 80,000 ha net Irrigation and Drainage Schemes
Feasibility Study Final Report
UPPER BELES IRRIGATION & DRAINAGE SCHEME               ..
./     SR-04D: Topographic Survey V May 2011
F /.
7
Halcrow
in association with
Generation Integrated Rural Development (GIRD) ConsultantsFederal Democratic Republic of Ethiopia
Ministry of Water and Energy
World Bank Financed Ethiopian Nile Irrigation and Drainage Project Feasibility Studies of about 80,000 ha net Irrigation and Drainage Schemes Feasibility Study Final Report
UPPER BELES IRRIGATION & DRAINAGE SCHEME
SR-04D: Topographic Survey May 2011
Halcrow Group Limited and
Generation Integrated Rural Development (GIRD) Consultant* PO Box 102175. Comet Budding (5<h Floor)
Haifa Gebreseiasste Roed Adcte Abeba
Tel *215-1 (0) 116 63 09 92 Fax *251-1 (0) 115 53 09 91
hafarow com
Thh Report hai been prepared in accordance with the mtrudions of th* Federa Go*«nmeri of Ettwopia. Ministry of Water and Energy far the* *°|B sp*Clf‘C
use Any other persons who use eny mformabon contained herein do so at their o
ow Group Limited and Generation Integrated Rural Development (GIRD) ConsultantsHaler ow Group Limited and
Generation Integrated Rural Development (GIRD) Consultant*
PO Bow 102175 Comet Building (5th Floor)
Haile Gebresetessie Road Addis Ababa Ethiopia
Tel *215-1 (0) 116 63 09 92 Fax *251-1 (0) 116 63 09 91
*•** halcro* com
This Report has           prepared In accordance with the instructions of the Federal uae An^ ' ElhlOt>,a M,n«stry erf Water and Energy tor their sole and specific
y Other penorn who use any IntormaUon contained herein do so at their own
nsk
© Halcrow Group Limited and Generation Integrated ura
2011
„ r.lD
e~lo me""
P
G,RD,C°'1'.f
'*< ' ,'x'*' Pn^’’
feasibility study final report
UPPER BELES IRRIGATION & DRAINAGE SCHEME
SR-02D: TOPOGRAPHIC SURVEYS
CONTENTS
! (INTRODUCTION
Locate
12 Survey Aatmuy. Mapping and Extent
1.2.1           Survey Accuracy. Density and Mapping Requirement
12.2 Extent of Survey
2 methodoidgv
2 /      fatyvMid
2.2 DEM (nation ( nng Slefwnvpte Satellite Imagery
:
22.1     Introduction
222      Background Papers
223      Conclusions
2.2.4 Imagery Processing Software Selection
22.5     Vcnficatjon of Approach for Pilot Area in Upper Beles
22.6     Ground Control
2J Survey Control Netmonkj
23.1     Reconnaissance
23.2     Pomary Control Network
2JJ IGS Control Network
2.3.4    Secondary Control Network
2.3.5    Geodetic and Map Projection Parameters
2.4    TemjtriaJ Survtys
241 Right Bank main canal survey 
24.2 Ground Control Pomt Survey 
2.4.3 Hydraulic Structures Topographic and Cross-Section Surveys
2S     Stertojnpu 1/nagtiy Protesting
25.1     Satellite Imagery 
2    5    2    Stereoscopic    Processing    Techniques
3.      VALIDATION
^•1 Survey Control ^etnnrkj
3.1.1    Primary and Secondary Control Network
3.1.2    IGS Control Network
5.13 Temporary Control Stations
Tmutnal Surveys
12n
13
fJ
13
14
16
/($
16
17
19
Z9
|9
19
20
’ •* 
I/ndgtr, Processing and Accuracies
iiiE/n^» A» 
4 DELIVERABLES
XtiM) ofU afer &E/ffrg
Prwta
4. 1 Dig lai EltMlion and C/1 D Models
42
43
Contour Maps
Orthorutifttd lmagry
U ST OF FIGURES
1 Comp**** of Conwun Generated from Stereoscopic [magcry and Spo[
Ground Survey—........ “........... . ....................... ""................................. ...............
j..        2-2 Sample Proflk comPinn* Ground Survc*' and StercoscoP«c Inugety DEM
I tgurr 2 3: GPS Pomary Control Station Locations
Figure   2-4:   Height   differences   it   station   with   processing   based   on   1GS   network   ortJtom«nc    L,
assumption (EGM’W) compared to other options...............................................................................,
Figure 2-5: Till grass and duck vegetation encountered ---------------------- ---- - -------------------------- ---- ----- Figure  2-6:  Pre-nurked  GCP  installed  poor  to  satellite  imagery  capture  and  visible  on  0.5m  resolum,
imagery—.......................... “..........................~....*................ -............. .......... ............ _
Figure 3-1 Histogram of differences between DTM and Ground Survey Data........................................ „............
Figure 4 1: Sample of Orthorectified Imager}’ with 0.5 m contours (NTS)................................ ....................■ Figure 4-2 Higher Sole Sample of Ortho rectified Imager}* with 0.5 m contours 'NTS------------------------
LIST OF TABLES
Table     2-1:     Desk     Review     of     use     of     Stereoscopic     Imagery     for     Topographic     Survey--—)
Table 2-21GS station coordinate differences ............................................................................... -.......................... -
Table 2-3: i-ocal Reference Ellipsoid Parameters,...................................................................... I-
Table   2-4   Datum   1   cans   forma   Don   Parameters   between   Adindan   Ethiopia   and   WGS84   —
table 2-5: LTM Zone 37 Map Projection Parameters.....................................~——-------------------------------- Table 2-6:I'-arth Geoidal Model 1996 Description--—'
Tsble 2-7 1 able of companion between topographic survey and OEM's available on-line
Table 2 8 WorldView-2 satellite characteristics ...................................................................................................
r
able 3 1 Summer, table of RMSF.'s for GCP"s dunng aerial triangulation process. —■ Table 3-2 Quality statistics based on differences between DTM and Ground Surveys—-
IVannexes
.ansex-'
SOFTWARE AND EQUIPMENT USED
ANNEX b. professional SURVEY staff annex c witness diagrams
ANNEX D. CONTROL NETWORK DIAGRAMS
ANNEXD-1: BELTS PRIMARY CONTROL NFTWORV nr ANNEX D-2 BEI.es PRIMARY C( 1NTROL NETWORK n "
SEPARATION CONTOl ’RS
.ANNEX D-3 BELES IGS STATION NETWORK DIacr ilt
DI ^GRAM WT
annexe BE3.ES secondary control nfiworr nr annex e. loop mis-closurf. reports ORK DUg*am annex f   network adjustment reports
.annex g
ANNEX H:I'tattu* W ^/N*                 Dr“"*' p^‘r
abbreviations and acronyms
ANRS_
BGNRS
B.M
Amhara National Regional State
Beneshangul GurnuzNauonal Rc , i
E1( na
s ((
'.
liench Mark
Dl.M
DG
Digital Elevation Model
Digital Globe
DTM
EMA
GCP
GPS_
Digital Terrain Model
Ethiopian Mapping Agency
Ground Control Point
Global Positioning System
| GSD
Ground Sample Distance
■ IGS
International       GNSS       Service
“
Metre
PCS
Primary Control Station
PGM
RMSE
Permanent Ground Marker
Root Mean Square Kryor
RPC
| RTK
Rational Polynomial Coe ffident
Real 1 ime Kinematic
scs
Secondary Control Station
TIN
ToR
Triangulated Irregular Network
Terms of Reference
I
I
I
I
I
I
I
I-
' ,vr> '"***  Pr'*t*
INTRODUCTION
oflT
1
X/
Location
Beks project is located in the Bclcs river sub basin in the west central pomon of the
The Upper ---------- .
Abb.v over bajin. Figure 1-1. The main Beles over oi
t
c.^i.rr 1-1 The main Beks river originates at the foot of the escarpment
dividing it from Lake Tana to the south-west. Ihe n
r
catchments of the Enat' and Abat Beles rivers and their between 1.000 masl and 1,200 masl
C5SCntUl1'
r ”mPnses the uppcr
ut *ues. with land elevations lying
U Survey Accuracy, Mapping and Extent
1 Samy A.iwm, Drurih and Mapping Rnfimmeat
Ihe Terms of Reference CToR)» sttpula.es that a topographtc
“ .urenny all the projected deivhpment anat and corresponding major in ras
rtpmt/rmrtw nro,
delwerabhs ,enured ate (i) maps a. 10m contour tnterval «
command   area,   and   (ii)   for   hydraulic   and   other   structure   sites.   P 0 Sm contour intervals.
should be undertaken
at weUat other
Atnlatunenh." The
'‘
fof
■"* Ew Bdi, u the m»n river, often calkd the Upper BdcS. ««>
------- ----------------- --- lCT transfers bom U“«= ’>"> '« ** 
,cCC"“
reCa,‘b
t
nmmiMMjncd (14* Mar 2010) hydto-decme scheme-
jcmis of Reference, 1‘cbnian 2009
Cx
rn.^ J 4 I nginccnng Survey*, Investigation*. Planning & ^‘P1 of S
lbh,S’0«dT.
T**’ Survey (|>
1
12May-11tf&lHpA Mmtry af^atrr ('"Eng
Lfft^Ln Nut Jmr ado* * J»d D*u*& Pryt.1
Implicit    within    the    contour    interval    requirement    but    not    mentioned commonly accepted criterion that height accuracy should be appro
interval. Thus, for 1.0m contouring the quality catena is that
0.5m, and for 0.5m contouring height accuracy should be about fl 25^
The   (point)   density   of   the   survey   was   not   specified   in   the   terms   of   refer discussed in an oblique manner dunng pre-award clarification niech
1 nR ,si the
**
which   it   was   noted   that   °topographical   ttenryi   should   be   carried   out   at   a   aTa,   C°trcs?°n<lenct’,
intervals of 0.5m an availablefor the feasibility level designs"
'
*'A«aC|
In   fairly   flat,   un   broken   land   the   density   of   survey   required   for   reasonable   as, contouring accuracy is considerable less than for steeply sloping and / or broken
In addition to the deliverables required by the ToR, I laicrow have supplied the Elevation Model (DEM) as well as high resolution Ortborcctificd Imagery of the Studv
This provides the added benefits to the Client of using the high rcsolunon DEM for d opposed to contour plans, as well as highly detailed imagery as a backdrop to the cnnuj^-*1
12.2          ! ixfruf •/ St/nry
The required survey / study area for Upper Beles was about 138.000 ha compared tuigrosi
4
area quoted in the contract ToR of 63,200 ha . ’Illis more than doubling in rurvey / studvira resulted in held surveys and studies taking 3-4 months longrr than anticipated at the Inccpyt stage of the feasibility study The main reason for expanding thr Study or search area for rem was the highly fragmented and broken character of the area which subsequently made identification of the desired +60.000 ha of viable net irrigable land for development in Upper Beles quite difficult
* Refer Qinfkatton and Amendment note* dated S** March 2008
• Refer 1 r.R Chapter i Awugnmem and Scope
lib F 4 Sc-O4d Topn Survey I)methoooi-ogy
Bt<‘kg °
r
un d* 
.At |nccpoon
. using Lcica«3*31*’
consultants proposed to capture topographic survey* data by terrestrial cv<tem 900 dual frequency GPS receivers. This was a variation from the
«
mClD        p     sal     which     proposed     to     use     single     frequency     DGPS     receivers.     Ihe     Leica     System Technical                  civcrs enabled a Real Tunc Kinematic (RTK) GPS solution to be computed,
dull UrqQ^bManUaj improvement m 3D position quality of approximately 0.050m compared
DGPS soluUO° °f JPPro’ama,cly 0 ,(M,m
cril sunev approach was to set up static (IPS reference stations each morning guarded
f  sunev assistant. Roving receivers were operated by the surveyors. Co-ordinates were
bserved and supplied in the Adindan (JTM Zone .VN co-ordinate system. At the start and
d of each day the sun evors checked lo a known point for quality control purposes. The GPS
data were downloaded and backed-up at the end of each day to check progress and coverage
This   approach   proved   satisfactory   for   survey   of   the   Megech   (Robit)   pump   project   area,   but   it quickly   became   apparent   that   the   required   accuracy'   and   rate   of   sunev   at   Beles   would   not   be achieved using this approach for the following reasons:
•      The much larger (from 63.200 ha to 1 38.000 ha) survey area than originally understood.
•         The   difficult   access   due   to   long   grass   and   extensive   shrub-woodland   and   lack   of   access tracks; and
•         l*he   broken   and   fragmented   nature   of   the   land   which   required   more   intensive   (point) survey data to produce contour maps of the desired accuracy’.
I o address these issues a combination of three methods was used to capture survey data:
•         GPS    static    observation    for    millimetre    accuracy    of    primary    (and    secondary),    permanent (and temporary) control stations.
•         GPS    real-time    kinematic    surveys    for    centimetre    accuracy    of    hydraulic    structures    and photogrammetric ground control points (G(’P’s).
•          Photogrammetric    surveys    using    stcreoscopicaUy    overlapping    pairs    of    high    resolution satellite images for decimetre accuracy of command areas
■as   immediately   apparent   that   the   use   of   imagery   would   resolve   the   issue   of   (low)   intensity   of eoesirial (ground) survey, as it provides elevation data at closely spaced intervals, typically
'   5   lunes   the   pixel   size5.   It   also   has   the   desirable   outcome   of   highly   detailed   orthorectified magtn as a backdrop to contour plans.
o k** Pnor lo deciding to use stereoscopic high resolution satellite imagery* for
tlu«. I** C
d |c consultants first undertook a desk study of previous surveys using
111  ground ek-vations
wiMiki be determined ar about 3 5m spacings.
3
12-Xfay 11-ir
S<k IrntfOt* D*“V IW
f E»"D
/
2.2 22A
DEM Creadon Using Stereoscopic Satellite Imagery
InlroJurfion
To obtain stereoscopy with images from satellite scanners rw
Amui    trxk    (vbukbnMt)    stereoscopy    using    a    sensor    °    5°lut’°ns       «e    tv, systems scan the terrain along scan lines that are at riL
'
allows the sensor to repeatedly measure the energy U ' other After being reflected off the oscillating mirror * through a pnsm into several spectral components that ' Ahn^-k. (PiiMrvont) stereoscopy using a linear array 0^'"^
tU*
u' u
f
*
'
perpendicular   to   the   flight   line   scanning   a   full   row   at   a   ,‘eCI°n     Or*^Hcd   '
avo,d.ng the need for a mechamcal device such as the
scanners have numerous advantages over across-track sVs 8
has a longer dwell time over which to measure the ener MCmS ?■
P Vcllln^
resolution celL Secondly the geometric integrity of line J' " '
the fixed relation of the detectors. Geometric error, arc intrZt.’^ “ the scan minor velocity of across-track scanners.
*n
dUe'^eit
Stereoscopic   processing   uses   the   overlaps   between   images   taken   from   different   TOpccm either  along  the  same  track  or  from  an  adjacent  track.  In  1986,  SPOT  was  the  tint  wdbirc provide   stereoscopic   images   that   allowed   extraction   of   OEMs   over   large   areas   of   thcEirii surface  utilising  the  along-track  method  A  height  accuracy  of  5  to  15m  could  be  whirred 10m resolution imagery
l*hr elevation accuracy for DEMs created using stereoscopic imagery has substantially improved in recent years as high resolution imagers’ (pixel size 1 m or smaller) became ivsxt Data acquisition of stereo pairs captured along the same track within a few minutes of eact. other gives a strong advantage versus the multi-date stereo data acquisition from dillcren! tracks. It reduces the geometric variations in spectral response patterns (differential differential scattering, specular reflection, and ground cover changes) and thus increases correlation success rate in the image matching process.
The stereoscopic model is enhanced by the use of data accurate!) when the imager)' is captured These data, known as RPC (rational p<^ computed from the satellite orbit and attitude parameters and provi
coeftk*5*5 r’
^rugfO,j2           8*^^* (jy was undertaken lo determine whether currently operating satellites could provide A of sufficient quality to create topographic mapping with appropriate accuracy for
.mimK X summan of the papers studied is tabulated below.
>JJDP requirements. ra .
11
„ 4 n—k Review of use of Stereoscopic Imagery for Topographic Survey
T
*bie                      ------ -----------
Paper Title and Website
Remarks
Nr
1
Fl p\”\TlON EXTRACTION FROM SATFJJJTE DATA USING PCI SOFTWARE
pagcomaric. com/wpport_ccnt«/wch_ »pen/iy
I
This paper provides a useful summary of the accuracy provided by the different imagers sources available up to 2001
m      Sl
po  umJ»p«2.pdf
r)r Ichad Hnazi. 2001
2
TOWARDS    AUTOMATED    DEM    GENERATE    )N FR( )M HIGH RESC)LUTK)N STEREO SATELLITE
IMAGES
Pablo d'Angelo. Manfred Lehner, Thoma* Krauss, Danielle Hop and Peter Rcinartz. 2008
www.curornap.de/pdf/ISPRS2008   PS pdf
—
This paper provides a useful background to the processing of stereoscopic satellite imagery based on the 2.5m resolution CARTC)SAT 1 satellite
3
high Accurm y 3D Processing < m STEREO Svitjjjie Images in Me hintainous Areas
A GRUEN. S. Ke 3CAMAN. K.W( )LEE, 20CT http //www.photogrammetne rthrch/research/ALf IS/ publications/murenz07_ AG SK_KW.pdf
This paper includes evaluation of height accuracy of DSMs created from 2.5m resolution ALC IS PRISM imagery. The analysis demonstrated a height accuracy* ol between 1 and 5 pixels, the latter being for steep tree covered slopes.
4
EVALUATION   OF   W(   IRLDVIEW-I   STEREO SCENES AND REI.ATED 3D PR( >DUCTS Daniela. Pc )U. Kulsten we >lff, Armin GRUEN,
2008
http:// www.photogrammctnc.cthz ch/general/persons
■ dan»cla_pub/poll_wo|ff grum_acni_200R worldview,
-
pdf
This paper compares a DSM generated from stereoscopic Worldview* 1 imagery with a DSM created from 1:15,000 scale aerial imagery. The mean error between the two DSMs was 0.02m with an elevation RMSE in height of 0.64m.
|s
High Resolution Stfri o Sateij ithElevation NLm’ping Service Coni irmi n Pr< mif oi Accuracy ( *eny Mitchell. Kevin MacNabb 2008
http. www.phcxosat.ca/pdf/ikonos_»tcUite_clevation
entrrapdf
-
This paper indicates a (1.48m elevation RMSE for stereo processing of Ikonos satellite imagery.
6
( ’EO-|U ft Ri NCING ACCURACY < >F GW>EYI 1
Nxgery
prs .org/ pubbea lion s / pc rs / 2C KJOpurn al / j une /
tuce.pdf
C bvc S. Erater and Mehdi Ravanbakhsh. 2009
£
-------- --------- ----------
This first investigation into the potential of GeoEye-1 stereo imagery of Hobart (Tasmania,
fcAa ustralia) has demonstrated that this new 0.5m reiolunon satellite imaging system is c apable of producing unprecedented levels of ground point determination accuracy. *l*his augurs well for the generatton of both digital surface models to around L2m height accuracv and 0.25m GSD orthoimagen to sub metre accuracy.
‘                           >n Sn-.REo Satei .i .n i Ei rva hon
The second of these papers (using World View
^S.-C^-r
‘ °P > Survey (1 j
r
5
12 Mav-11. »e»»«*“Atol”,,r"'
Paper Title and Website
Mapping  service  Coni  irmf.dPr< xie  of  Accuracy Casi Hb-inRY.Gi:< »Eye-1 Stereo Piknxjs. Asm \r a. Eritrea
Getty Mitchell, Kevin MatNabb 2009 
http://www.photosaC.ca/pdf/Rcocyc_satellite_clcvation
\
reports an elevation accun RMSE as determined by 21,^ established elevation checkpoint, 
letter than the authors had 
» determined using GeoEn I •*-
’
-nuppin&J**-*01*”
_____________________
Of these papen
usln8GeoE.,
8
9
’hic.ii Ri.soi.rnuN Stereo Sato j hi Ei.i vatios MappingService. Confirmed Proof cm accur ma Case History. W< »ri dVii u 2 Stereo Photos, Asmara, Ehitrim
Gerry Mitchell. Kevin MacNabb 2010
http://www   photosat   ca/pdf   worldvww2_satellice_clcv _ agon_mapping_joa_eritrea.pdf _______ ____ ____
PiunosviGi <»Eyi 1 StereoS.vnjj.m- DEM
Comparison  to  a  LiDAR  DEM  over  oil  Garlock Fault in Southi-astCaiji c »rni a
Gerry Mitchell, 2009
http://www.photosat.ca/pdf/photosat        _j>c_iidar_compa nwxi _2(109dec pd f
J
I This paper compares a DEM crtalcc^
’ GcoEyc-1 imagery with a DEM inxt'^ An RMSE of 0.25m was obtimedfcru^ 2.5km wide.
I In addition, while this work has bonapqc ' assessment of the Worldview JMcwcp
I inu£i ry has been published-
2JJ Cwdtumu
Given that die satellites arc orbiung hundreds of kilometres above the earth’s wrfice, lhe reported accuracies arc impressive. Factors contributing to this performance arc (i; the hr accuracy to which the sensor position and orientation arc known, which is then further enhanced by gniund control, and (u) the use of oblique images to enhance the ♦terccacopic effect
The papers show that a vertical RMSE of less than 0.5m can Im- achieved using 05®*^ resolution stereoscopic imagery captured by the latest generation of satellites. Iloutu the areas studied are of the size of the Upper Belcs project
^^Pph  apedopi rs alng  so arerevea* alwthaith t beheahn- -
tfngation dcv’chpmejj, u..
c attons ar
c
obtained 
** ^CSl °n °Pcn arcas U1t^ ^OU’5^>P°
atJon cover I'hc former situanon is more rvptci trnpyortani i*he pres-ious sr^din
°biained from processing of stereoscopic L-nager-.
’  much  better  app,tX3aaoii   ’*  WtovilIs    °f  (Reilly)  5  times  the  pad  rcsohtnoa
r °rn a tertestmj
e ,rrT^ <han the sp
Uscr data th t
, would be obtsinnl M
n
..rthor^1^
An additional benefit of using the satellite imagery is that high rcso pinchromauc images can be used as background to the contour surv
t’b E'4 s» C4i» ’,
T° Survey 12^
MioutnoffFattr rFwm
VJr /rn^tf **< Dom** PryM
/w^/^m PrWfMtg Softnwn St fation
Softuare for the proces s mg of digital inugen has been developed md K imagery resolution and computing power have increased \
P 9g  »HVely enhanced
I      rr
processing packages the ERD.AS LPS Suite was selected o ' ” eV“,U*0o° °f '*veraI *oftware
perform block adjustments over multiple stereo-pam dun " ’7^°"' °* aM,ty ,o P"*»ss and
apposed to onh one pair at a time, thus providing a more mb * 
tm ngUbt
,       *°  H"*”* “
n
processing of large areas covering more than one stereo air
U ’,Cgra‘Cd so,UOon for
•2J 
I tnficatioa of.lppnM h for Pilot Ana tn Upper ttifa
ln order to understand the process and constraints of using stereoscopic satellite unagen an
order was placed with DWtaJ Globe in December 2009 for unagerv covering about WOkm’
(20.000 ha) o< the Beles study area to be captured as soon as poss.ble using the new \X orldv,cw-
2 satellite, the best currently available
The irnagrn tor (lus pilot (test) area was captured on 19   January 2010 and was received on
th
26* January 2010 A comparison of contours generated using this stereoscopic imagery with
spot heights from terrestrial survey was earned out. and shown below for two different areas. In
both cases the spot heights were within about 0.300m of the contours, see Figure 2-1 and
Figure 2-2 I'hc pilot study confirmed the accuracy of the approach and an order placed for
imager)’ for the full study area.Ra^iOf'bJ^a. Xbwtr) of U  j' frr e-fcwrj^
lit.‘upj* Mr Intf-Jt™ l>naij*r PryM
Figure 2-1: Comparisons of Contours Generated from $ Heights from Ground Survey 
W
re °Rcopi< im
‘*U/1
*1 -. ■*
■- *.
I /V ’V
X
I
I
»
W&9M
i(/
1 W&JS
«*
udrii )
l.lUM
•» SM
KWl«6
_________ * <
*»F1 TMW
1*3 IM
i
..ij
1
__ i
.     ^.7) ~ .» i         wm
v^’-I          X
r '“X. '
’■UU
—X'""'—
•ns/M
r —              -
/ 1140112
<*<? 1
J'
• »VSH
- 442 -
trtBtu
'
U4UM
—JMlrn __
.
•1
’15T23
I1OZU
111*
(|n
^
'I-
J I
«19UB
JoU-
LT’F4 S u4
r dT THi Soreo (j)
.
dC2-2: Sample Profile comparing Ground Survey and Stereoscopic Imagery DEM
1140
-------- DEM
1130
4
— --------- -
500
1000               , 1500
Distance (metres)
2000
2500
22 5     Grond Control
For quality assurance purposes and due to Bries being much larger m area than in the cases reviewed above, it was decided to increase the amount of Ground Control Points (GCP s) used. The ideal distribution was based on a combination of previous experience and Literature provided by ERDAS Inc (ERDAS Inc. 2009)' The optimal solution is a minimum of 6 GCP’s fot the smaller overlapping pairs to 11 GCP’s for the larger pairs. Many more GCP’s were made compared to the above examples to improve the triangulation accuracy over a much larger block of images and counter the accumulation of errors brought in by only using tic points. The above case examples typically used only one image pair. The Beles survey consists of over 30 image pairs.
2J
2,3.1
U2
7
’ 9|‘^ (IK. u *         ’ 1 RlMS h,dd Gul^ Control for Satellite Block Tnangubtion (p656 657)
nvonjtr nt (Jurtercd Surveyor*), 2003. Ginddmc* for the Use of GPS in Surveying and Mapping
9
Survey Control Networks
^ivnnjtssanci
Held reconnusiance in June 2009 was carried out to plan survey activities and to select Primary Control Station locations
Pn/wory (..ontrvi Network
The entena for the locanon of Primary Control Stations were to firstly to provide adequate
^4PS R FK radio signal range to cover the whole study area. Stations were chosen to be about ISkm apart based on an expected 10km radio signal range The second criterion was ease of acccss from roads / tracks. The thud criterion was to provide for a robust and geometrically
C U balanced framework of stations to provide the necessary control for scale and rotations a "LM m modelling the geoid The survey network was designed, observed and processed
se d on (he RJQS Guidelines for the Urr of GPS tn Surveying and Mapping (RIGS, 2003) .
12-Mav-11, Dr. \hlU>lr, 0‘ U
The loc»non< of the GPS Pnnun Control Stations arc shown below on 1^ , the control stations witness diagram^ fie GPS control station description) Vc C The GPS survey control station network diagrams ate given m Annex D ” W
Figure 2-3: GPS Primary Control Station Locations
Due to the remoteness of the site only one EMA (Ethiopian MapP  £ 
j The Mun/cn accessible and within a reasonable distance of the command ar
in
a statw^
BM*t
yjded b>*dme
located at more than 1 Ohm's walk from the main road near Dangila an^                 \iunzcn '
distances tn site ranging from l^km to 44 5km. The height differ me
lowest Pnman Control Station (B006, is approximately l,36^m A sec
looted on top of Belaya Mountain This station was 3 days walk trom
p^A uMit’1*1' ;
n ot u*5
inf» tn-1^
All  pnman  controls  were  installed  as  Permanent  Ciround  Marker*  T  pi^tad*510 bars placed in concrete. Markers were installed away from trees and o
good satellite visibility, reduce signal to noise ranos and avoid mult |
^009 to
1 uly *
Most Pnman Control baseline observations took place from 30 )V1 An additional baseline obsen ation between Munzen and B00<> took p
g* (
r
2009
IJb H Sr (MJ Tnpo Survey (1)
inAll baselines apart
from Munzen to B003 were processed with the following strategy
9
9
•
Frequency lono free (L3) solution
■■~a
Ambiguities to be fixed up to 80km Tropospheric Model — Essen & Froome Ionospheric Model - Automatic
Use Stochastic Modelling - Minimum 8km Ionospheric Activity - Automatic
—           • 
nm
Because of the difference in tropospheric conditions encountered at Munzen and B(W3 due to the large height difference to the horizontal distance ratio, a different processing strategy had to be adopted for this baseline This difference in haghi causes the GPS signal to pass through additional layers of the troposphere to reach B003. Although the tropospheric model used was the same for all baselines, an LI + J2 frequency solution was preferred for the Munzen to B003 baseline Processing using other parameter gave loop mis-dosures with differences between
0.03m to 0.15m tn height and 0.68m to 0.58m in position. Loop MiscJosure and Network Adjustment Reports are found in Annex E and Annex F respectively.
211       /GS Control Network.
Due to the survey being based on only one EMA BM without an independent check, and in order to confirm that a Geoidal Model would improve height observations, a station with 32 hours of continuous GPS observations was occupied with basdines observed to the International GNSS Service (IGS) Network stations The baselines and coordinate differences arc tabulated below.
able 2-2: IGS station coordinate differences
Reference
Country
Positional
difference
Height
difference
Length of
baseline
_RAM0 Mizpc Ramon
Israel
0.059m
0.088m
2,117km
|noti
Italv
0044m
-0.0l)2m
3,611km
mate
Italy
0017m
-0.029m
3.825km
*fATl
Italy
0.027m
-0.079m
3,825km
LfiRAGDragot
Israel
0.040m
0.036m
2.222km
A network diagram of the stations is provided in Annex D-3. Stations in Africa, die Indian Ocean Islands, Indian subcontinent and Arabian subcontinent were not used due to them being inacme on the days of observation, or due to ITRF coordinates not being available, as well as due to longer baseline lengths. Preference was given to IGS Reference Frame siles with a elution tn ETRE2OO5 .All stations used were located within the Eurasian and Afncan (Sinai SA-).Tectonic Plates The Precise Ephemeris. GPS clock corrections. Ionospheric model,
T'oposphenc model and ITRF station coordinates corrected for tectonic plate shift were used for the final solution.
n>c tnisclosures between the IGS ITRF derived coordinates and the I’nmaty Control Network coordinates based on the EMA station (Munzen) would provide confirmation of the absolute
»ccuncy of the EMA network in the International Terrestrial Reference Frame (ITRF) as well
1 Survey (l)
11
12 May-11p^D^*^*** ‘""'V
XA I™*1" “*'D'"** P^
, s confirm if the use of a gcoidal model would provide a better approxin a
,
geopotentul suitace than the ellipsoid in this region Figure 2-4 <lisp|a>^ height between processing the station from the IGS Network with ortho ' on EGNF96 and the following 
•      IGS network based processing with ellipsoidal heights
s
>metnc heights
• EMA network based processing with EMA station height being assi
•      EMA network based processing with EMA station height
S "m"1 M
or I hornet nc.
* assumed  «
4
Figure 2-4: Height differences at station with processing based on IGS orthometric height assumption (EGM'96) compared to other op.
Difference between Geoid and Elipsoid Datums for valid Msurrptions
—IGS (Elipspodal AssuflijKrt
—■ IGS < Ortho mere Aaurceor)
EMMElipaoidai
------E
(Ortho meirK^tuAP^
Due to the relative agreement betw een the IGS -Orthometric height assumption and t. -Orthomctnc height assumption, the EGM*96 gcoidal model has been implemented subsequent processing of GPS heights.
Secondary Control
lhe  criteria  for  selection  of  secondary  control  stations  were  firstly  to  lie  a   ’ still within line ot-sight of the primary control stations. Hie second critenon
should be located in open areas with unobstructed satellite visibility* Second he used as reference stations for bearing measurements by Total Station d f
surveys.
All secondary control stations were observed and processed by double ba two primary control stations No Network Adjustments were apphed due wd ob,enc nc* secondary control throughout the duration of the P °^* jj M*
frocnb^
lf r r
to1’1'’3'
r
u
network adjustments were applied after every update the final coordin* changing albeit by small amounts A Secondary Control Network P»gran‘15 Annex D-4 All GPS station proformas arc found in Annex C.
u
Vb H ,Sr.(Md Survey fl.2.V                 t ellip$old and datum transformation used by the Ethiopian Mapping Agency (EMA) Thc ^^"ified Clarke 18«0 ellipsoid and Adindan datum The map projection is the Universal
** the mo 
^rpM) Projection with Zone 3" chosen for the central pan of Ethiopia.
^IhpMiid. datum transformation, map projection and geoidal model parameters are tabulated below.
Table 2-3: Local Reference Ellipsoid Parameters
Ellipsoid
Semi-major axis
1/flattening
Clarke IMO
6378249.145
293465
Table 2-4: Datum Transformation Parameters between Adindan Ethiopia and WGS84
From Datum:
Adindan E(hi<>p:a (-latke 1880
To Dat
WG
um:
S 1984
dX
dY
dZ
165
It
+ 206
Table 2-5: UTM Zone 37 Map Projection Parameters
False
Easting
U.-5-0--0--.(-M---M--h- -n
Table 2-6: Earth Geoidal Model 1996 Description
Fake
Northing
Latitude of Origin
Central Meridian
Zone
Width
Scale Factor
at Origin
0m
(T 00’ 00.<XMXMTN_
39" 00' 00.00000" E
6°
0.9996
Retohmon
Global Coverage
Reference Ellipsoid
30 minute* of arc
360 degrees and order
WGS84
24
- 4.1 Rjffa 
canal ntrvfy
1
Poor to acquisition of stereoscopic imagery, topographic survey of the nght bank main canal started on 12* ’ ( Xctober 2009. Due to wet ground conditions, rail grass and poor access labourers wrrr hired to work with rhe survey teams to facilitate efficient working. Figure 2-5.
As part of an investigation of methods lo use to complement terrestrial surveys a comparison 'vis done between thc topographic survey of the canal and on-line readily available (free)
1)EM $. Both thc Advanced Spacebome Thermal Emission and Reflection Radiometer (ASTGTM) and Shuttle Radar Topographic Mission (SRTM) DEMs were compared However
comparison showed that these DEMs arc msuffidendy accurate for even preliminary engineer designs, labulatcd below arc results generated by draping the terrestrial mam canal
unev over these DEMs and comparing height differences.
B
12-May-HMnt. Dtmarufi- Rrpxti.           Mnifty *'ITaTrr rLwy
Uhufui A d
r
,jfd Dm# Prtjta
Table 2-7: Table of comparison between topographic survey and DEM’
fine
Statistic
Systematic Error
(correction)
RMSE
Standard Dev
ASTGTM
6. 5** 6m
8 18m
4 8"m
Number of Obs                             4281
Maximum
Sy Hematic Error
Minimum
Systematic Error
F-Teit
95 % Confidence
Interval*
26.82m
STRM
-2."”’8 m   Average Shift Ix-n
4.10m
3.01m
‘'064
l~45m
21 6”m
36° c 6.722m
89%
6.431m           -2848m
Probability  that Variance in DEM inj Truthing  arc not significant!; different 0S% confidence that Systematic ErTor(Coaection) will be within the* 2 valx
‘rhe results arc based on differences after the height adjustment Systematic Error) Im bcm applied
Figure 2-5: Tall graas and ihick vegetation encountered
2,4 J      Gjvm4 CmW Per*/Jot*)
Following the decision to acquire pilot satellite imagery t ' four pre-marked GCP’s were installed and surveyed using 
create a 
n >rc>,dG^
<netho^$ in ’ jjjrjaC’
pair* capnJ
....I 9 satellite imagrJiI mcnMO° west of Fcndiqa, selected as a pilot area forr    an miti -
2010. See Figure 2-6 for a photograph ot a pre-marked G - ^c(WCcn th*
nfth^P1^
arms were 0.5m in width and 2.0m in length with a 1 • g P dimensions were chosen based on the approxiniatc imag*D P
q 5ni
bb H Sr4Md Topu Survey (1)
14^^0^/11-a/fr
,       ,V4 irri^V wflMtotf Prpjfi f
1 6 prc-m«kcd GCP installed prior to satellite imagery capture and visible on
The image pairs were stereo-processed using the 4 GCP’s and contours generated from die DEM were visually compared with the contours generated from the topographic survey’ <>t the right-bank canal alignment. When this compared favourably (see Section ^-2-5) a decision wa made to purchase satellite imagery for the full study area including the possible dam site location.
The Stereo Imagery for Beles was captured on the 10th February 2010. Upon receipt of the outline shapefilcs indicating the image overlaps the post-imagery < >CP $ were planned. Careful selection of GCP’s in the overlaps and side laps brought efficiencies in the survey by allowing easier access and the minimal amount of points surveyed. This was weighed against the need to provide a stable network with sufficient redundancy to achieve the required accuracy.
Die ideal distribution was based on a combination of previous experience and literature provided by ERDAS Inc (ERDAS Inc, 2009)' The optimal solution is a minimum of 6 GCP’s for the smaller overlapping pairs to 11 GCP’s for the larger pairs More GCP’s were included to improve the triangulation accuracy and reduce the accumulation of errors brought in by using (>nlY tic points
A total of Hl GCP areas were chosen to cover the full stereo-tiled area This number was later deduced due to the exclusion of the South Achcfer mountain range East of WerkMcda. Sufficient GCP’s within the South Achcfer range were kept in to cover rhe area of the l^ft-
B «ik Mam CanalIt should be made dear that a GCP area is defined as an area withm th
r
ease of access, with sufficient well-defined objects and surfaces that coXh^ > control, as well as the criteria already mentioned above An example ofa
tn Annex G.
Due to the lack of sufficient overlap planned tn by the satellite imagery su strip was captured on the 10* March 2010 between strips PO04 and
GCP areas and the command area is shown in Annex H
The survey of the GCP’s commenced on the 8* March 2010 Stereo Imagery
*"* a
*"
' ”i>tluie 0(
once sufficient GCP’s were collected to cover a full scrip. The steps in the * PrD<CSSm* described in Section 2.5.2 Due to some GCP’s not conforming to the selection
to inaccuracy of the data capture, additional GCP’s were planned in to replace thcrrL^
GCP’s were replaced due to access issues.
2.4. 1      I lydrauHc Structkw Topographic and Crojj-Section Surveys
Dur to the need for 0.5m contour plans of major structures and cross-sections with in equivalent accuracy at selected drainage structures, additional topographic ground sunvnwu; earned out using GPS-RTK and total station techniques The nature of satellite urugcr, precludes its use in areas with thick vegetation for accurate topographic mapping Low pm filter techniques were used to reduce the effect of tree cover during DEM creation
2.5          Stereoscopic Imagery Processing
2.5.1       Salelhfe Intapny
rhe Boeing Launch Services and 1  ruted launch Alliance launched VC’orldVicw-Z the sect©, the DigitalGlobcJv (1)G) next generation class of imaging satellites into space on 8 Ociobe 2009 from Vandenberg Air Force Base. The table below gives a bnef desenpoon of the ijk characteristics
T
Tabic 2-8: WoridVicw-2 satellite characteristics ______ Description_____
Altitude ^70 kilometres
Orbit
Type: Sun synchronous, 10:30 am descending nc Period:                                  100 
minutes
Senior Baodi
Seoaoc Resolution
(GSD = Ground Sample
Diatancc)
W’WSc4MdTopoSwvry0:
Panchromatic: 450 - 800
Mui aspect nil:
Coastal Blue: 400 450
Blue: 450-510
Yellow: 585 - 625
Green: 510 - 580
Red: 630- 690
Red Edge 705 - 745
NIR1: 760 - 900
N IR2 860- 1040   —
0.46 meters GSD at nadir Panchromatic
1-84 meten GSD al nadir Multrgectg] 032 meten GSD ar 20’ off-nadu Pancho 108 meten GSD at 20“ off naduJ^B^*
1>
1ADescription _____________
^ath Width______ _______ _
TtenS Freqw^y
Geoiocibon Accuracy*
(CE90)
Characteristics
16.4 kilometres at nadir____________________ ____________________ 1 1 days at I meter GSD
2.7 days > 60° target elevation a ogle______________________________ Specification of 6.5m CE90. with predicted performance in rhe range of 4.6 to 10.7 meters (15 to 35 feet) CE90, excluding terrain and off-nadir
effects
• s that the CHOO described above i% wiihuut the use of GCP’s to improve absolute accuracy With rhe use of
G(r
, |
t lc cr-9D h« improved by rhan 1 4Kdcf of
compared to the above data
A shapefik of the required imagery (survey) area was supplied to DG upon which strips with sufficient overlaps were planned and images captured.
Imagery was captured on 19* January 2010 for the pilot area and on 10* February 2010 for die
full Upper Bclcs Study Area to coincide with a period of minimum vegetation cover and
optimal meteorological conditions. There was no cloud cover in the images
2 i.2 Stcmxopk Pnewittg Ttchmqitts
l he following is brief description of the steps for the stereo-imager}’ processing, DEM creation and editing technique
1.   Create block file for sensor model and import images and RPC files
2.   Import GCFs with image coordinate creation from RPC information, and concct image positions with respect to Proformas.
' Aerial I nangulation of GCP’s and editing image positions and control type based on residuals.
4.   Automatic ’I ie point creation based on predefined pattern and manual insertion of lie- points in selected areas.
5.   Aerial 1 nangulation of’I je-potnts and editing image positions and control type based on residuals.
DTM mass point file CTcadon based on selected processing strategy. Merging and replacing of topographic survey data with mass point file. Removal of anefacts and bad quality data from mass point file
Infill of bad quality areas by stereoscopic viewing and editing techniques " f nangulated Irregular Network (TIN) creation.
11  DEM creation from TIN.
12     <.^7Ctificat,on of
based on block file for tntenor and exterior orientation and
displacement
17
12-Maj-l IVALIDATION
3 S^Control^c^ks
J-t
).>■!
ttti Secondfify Control
„ Tn (he survey oni’ Lrv‘"F>
d on onc EMA station at Munzen, an independent check was
o confirm die accuracy of the EMA station unthin die ENLA network As there were n<f ^ „ ) EMA stations in the vicinity a check was done by observing one 32 hour
oa
00 * . B° session for baselines to the International IGS network. This does provide an
^^httcheckon the EMA station used (Munzen) in the ITRF reference frame, but does not
^OTidc'a check on the relative accuracy of the EMA station with respect to any of the local
EMA s'tauons in the vicinity A full discussion of the methods used and results is found in
Section 2-3 3 The IGS station check also proved that a Geoidal Model would improve the
accuracy of heights with respect to the geopotential surface.
Dunng processing GPS Antenna constants were checked against the latest PCV calibration
values Reference coordinate triplets were checked against die final Control coordinate triplets.
Some baselines were rcobservrd to provide additional robustness and a check on instrument setups from a previous phase. Redundant observations were included in (hr processing.
All GPS Static and RTK Base Station setup information was recorded on GPS Static Field Logs (SMIF GPS 1) and compared with the onboard recorded information dunng processing. Instrument heights were measured and recorded both with a height hook and to the antenna phase centre which provided an independent check on instrument heights.
A GPS Network Diagram, Loop Misclosure and Network Adjustment Report are included in the Annexes and details the accuracies.
Bic WGS84 navigated solution triplet compared to the VC GS84 control triplet provided a gross error check on the correctness of local transformation parameters Any large differences would have been most likely due to incorrect transformation parameters.
/GJ Contm! Network
'he IGS Station information was recorded on GPS Stanc Field Ixjgs (SMIF GPS 1) and pared with onboard recorded information dunng processing.
. n ■' an^ I able 2-2 detail the accuracies achieved and differences between baselines
than li”' ^Om accc
P d reference stations AU baselines solutions that differed by more
le
j m and position from the average were excluded Baselines with unconfirmed
°°rt*lnalC$ Wcrc not U5ed. « well as baselines which were not active during the time of
’.I J
C
Wn SMmns
i
Due to p
tempo              U n r*n8c countered with the use of the long range radios additional
baseline  ftor^X°'  7^  n«ded  closer  to  the  area  of  survey.  These  were  suneyed  by  single  static
m ' C * nmar)' and Secondary Control stations. In addition to the instrument
4 Sr-Mrf r
Survey (l)
19
I2-Nhy.ilj-79«rw« X* *’*•** w Pn"Jp Pn?r''
heights checks described in Section 3 1 1, GPS-RTK checks were donc djj] check point coordinates of previous days, thus providing an independent chj” heights
Terrestrial Surveys
The validation of the detail ground survey was done primarily by checking the 1 Control Stations on which GPS RTK base stations were set up. Dunng prr)cc Cnipr'f’r, antenna constants were checked against the latest PCV calibration values. All GPS were investigated foe duplicated names and corrected.
During GCP surveys quality control checks were completed ex cry evening to ascc sufficient points where collected that conform to the quality criteria. GPS-R’IK °
n
VCr,e«d POIT.-4
processed and the locations compared with the GCP proformas tn spot errors due to miMdendficatiun and inadvertent exchanging of points numbers between GPS numberi ,| numbering on proformas. Photographs were taken of every point to aid in the identifia^ , points on satellite images and assist with the exact location of the position where cwtdini’n* were taken
J. J Stereoscopic imagery Processing And Accuracies
Within each GCP area a minimum of 4 point* was selected with an optimum of lOwhidi creates redundancy and checks on rhe local accuracy of the selected control within annex Agreement ot point residuals dunng the triangulation process within a GCP area mdici’otlui point selections, image accuracy as well as the accuracy of the GPS-RTK coordinates ire correct.
I*hr stereo-imaging software process for DEM creation has two basic report formats t.u provide an indication of the quality of the survey: (i) the Triangulation Report; and (u, the Pi I’-xtractxm Report
(a) Triangulation Report
I*he first is the triangulation report which provides statistics on the aerial tnanguh ’ bundle adjustment. i lus gives an indication of the accuracy of the interior and ex orientation parameters with respect to ground control. Table 3-1 provides a sun
results for the triangulation report
iroc?*
I^kJ l£Summa2tableof RMSE's fo£GCP^dunri^aerial_ffiangu^no5.
0
:
(uomdX (Easnn.,
(.iround y (XonhinR)
LjboundZ (Height, Inup X
RMSE
0.398m
0.429m
0.264m
0.809 pixels
<1882 pixelsI bove tabic shows that the internal and external orientation parameters as well as GCP*s rcct and conform to the required accuracy’ All 6c point residuals were found to be
the *wvey accuracy tolerances required
(b) DTM Extraction Report
part of DTM mass point creation a quality report is generated which provides statistics based on the height differences between the stereo processed DTM compared to ground surveyed GCP’s and topographic survey data This allows for an assessment of the true xcuracs of the DTM model compared to actual ground surveyed data.
Tible 3-2 contains a summary’ of the statistics generated from differences between the ground sun ev and DTM Figure 3-1 shows a histogram of the errors based on the differences between the DTM and the Ground Truthing survey.
Table 3-2: Quality statistics based on differences between DTM and Ground Surveys
Statistic
GCP’s
points
Ground
Survey*
points
Description
Systematic Error
-0.088m
0.026m
Average   Shift   between   Ground   Truthing   and DEM (Mean Error)
Maximum Error
3.392m
1.998m
Minimum Error
-2.281m
-1.979m
95 % Confidence
Interval
•0.140m
0.037m
-0.035m
0.016m
95   %   confidence   that   systematic   error   should   be within upper and lower values
1  T tnt
99.4%
97.4%
Test   for   the   significance   between   2   sample   means Le. between DTM and Ground Truthing
FTest
99.8*.
99 4%
Probability   that   Variance   in   DEM   and   Ground Truthing are not significantly different
Count
450
10576
Number of observations
RMSE
0.574m
0.539m
Root Mean Square Error
Standard Deviation
0.568m
0.539m
Based  on  a  normal  distribution  67%  of  all  errors will be less than this value
LEW
0.934m
0.886m
Based  on  a  normal  distribution  90%  of  all  errors will be less than this value
It should be noted that all outliers have been removed from the test data During Stereoscopic viewing and editing, a SRTM or ASTGTM DEM was used as background data overlaid on top
f the mass point UN to spot gross errors in the model.
L ’hHS'^T
DpoSurv„(1)
12-May-ll^iD^rur:. W b-.'A'V'* 
F4^iM X* ’"V^* r>ra‘” '
* IF*"’
v
Figure 5-1: Histogram of differences between DTM and Gr
t°t rim ol height trrnri
L ’bHSf0«'l<ToS
urve?(,)<&***                '/Vra'' *
D "”*'
4
4.1
oeLlVERABLES
t  .i „„„ deliverables are provided in DVD (and hardcopy) format.
'fhc following
an ^ CAD Models
iitrh not required by the ToR a Digital Elevation Model (DEM) has been included as an tided value deliverable. The DEM was created from the stereo-processed mass points and TIN
* th GCP's to » height accuracy commensurate with that required The DEM was created at Tim cell size with elevations at 32bit floating point sample depth AutoCAD dwg drawings
for selected sites for major structures. Ihe DEM facilities design work allowing
\yffC prepares l
, nine of engineering infrastructure alignments, such as alignment of canals, drains, flood
bunds and roads, and ground level profiles to be plotted and chosen alignments with the use of appropriate software such Gleba!Mapper.
4j Contour Maps
Contour maps were generated from the above DEM, typically at I Om intervals. Where
required, for example for sires suneyed by ground survey techniques, contours were generated
at 0.50m intervals from the ground survey UN models.
/J Orthorcctificd Imagery
The above contours maps were overlaid onto the orthorectjfied imagery Orthorcctificd images were produced from the 0.5m resolution unrectified panchromatic images. ‘Ihe orthorcctified imagery is available as an added value product even though this is not required by the ToR
Maps may be printed at any appropriate scale and a selection of contour / orthorcctificd
im agcry maps arc included in the Al Albums of drawings including:
•     50,000 scale maps (dwg nrs: I IB/FS/TOP/50/06 09
•     20,000 scale maps (dwgs nrs: IFB/FS/TOP/20/01-20
•     2,500 scale maps (dwgs nrs; UB/FS/TOP/25/11
Due to the very large survey area the numbers of maps required arc: (l) 4 at 50,000 scale; (ii) 20 11 20,000 scale; and (in) about 800 at 2,500 scale.
I ^arnP’c l^  produced contour mapping (0.5 m contours) over ortho-rectified imagery at
c
2.500 scale is gnxn tn the Al Map Album, Map Nr UB/FS/TOP/2.5/11. and shown at
f  uccd scale on f igure 4-1 and (to a higher scale) on Figure 4-2 Contours are also shown at a
of other scales on other drawings included in the Al Map Album.
is COinP€te set of contour maps at 1:2,500  scale was printed off for reference. However it
for
that detailed design will be done using the DEM which allows information and data on g cross section) design to be easily extracted
23
!2 May-11ift/fnt/Rrfni'.b. liftnnfna Mutuhy tf VFattr fV* hurt# H/kepjM X/.'f Imqarwt an J Dr^nj^t PrvprfUb H4 Sr 04d Tnpo Survey (1)
25
12 May 11
ir
4.
*
VANNEX A:
ANNEX B:
ANNEX C:
ANNEX D:
ANNEXES
SOFTWARE AND EQUIPMENT USED PROFESSIONAL St RA FT STAFF
WITNESS DIAGRAMS
CON FROL NETWORK DIAGRAMS
ANNEX D-E  BELES PRIMARY ( < JNT’ROI. NF INXORK DIAGRAM
annex n 2
BELLS  PRIMARY  <  ()NTI«  )l  NF  FWORK  DIAGRAM  WITH  GEOID AL SEPARATION CONTI )l RS
annex d-.vBELES IGS STA I ION NETWORK DIAGRAM
ANNEX D 4;  BELES SECONDARY CONTROL NETWORK DIAGRAM
ANNEX E:     LOOP MIS-CLOSURE REPORTS
ANNEX F:     NETWORK ADJUSTMENT REPORTS
ANNEX G:     EXAMPLE    OF    GCP    PROFORMA    WITH    POINTS    CHOSEN    BASID    ON SELECTION CRITERIA
ANNEXH:
ANNEX 1:
STEREO-IMAGERY TILES, COMMAND AREA AND GCP AREAS SAMPLE CON TOUR NLVP OVER ORTHO-RECTIFIED IMAGERYPtmtTaiii - •>/ Hat
l Xfj IrrrgifW end Dfi**qgt Profit
rfirtfrr c* Liuwg)
v*.»■
<11
Pftijfd
ANNEX A SOFTWARE AND EQUIPMENT USED
T^Survcx i)
I
12 M.iv 11rv-.
/fie              j/i\; •r&nrj ^"'*•1 «? W a ii                    Wi/onf^.6Mwty S’ h
'
f:J
W'
software and equipment used
^XNE* A-’
j Total Station equipment
GPS * survey equipment was used dunng the survey:
The folding
5
4 Ixica GPS 1200 Static kit set up as base stations with Satel Epic Pro 10W radios for long range RTK surveys.
1 x Ixica GPS 1200 Static kit set up as rover with Pacific Crest radio for long range RTK surveys x Leica GPS WO RTK kit set up as rovers with Satel 3AS Radios for long range RTK surveys.
. lx Leica 1200 Total Station.
•    4 x Tumble Handheld GPS’s.
GPS processing software
The following GPS processing software was used dunng the project:
•    Ixxa Geo Office Combined (Version 7)
•    Garmin MapSource® (Vcrsion6.10.2)
•    AHTrans (Version 2.321)
•    GeoConv for HP48GX (Geodetic Transformation Software written by Jacques Malaprade)
Topographic Surveying, Mapping and G1S software
The following topographic sun n ing, mapping and GIS software were used on die project:
•    SCC (Version 9.3.8)
•    GlobalMappcr (Version 11)
•    ArcGIS (Version 9.3)
•     AutoCAD 20CF
^erto-image processing and ortborectification software
rhe rollowing remote sensing software was used on the project: ERDAS Imagine Advantage (Version 10.0) ERDAS Imagine Essentials (Version 10.0)
I oca Phorogrammetrv Suite Core (Version 10) Ixica Photogrammetry Suite ATE (Version 10)
Survey (1)
1Vf&rd 
Mmtty tf Wafer & Etter^
litbuttM Nw Irn&tHi nd Dmtrt Pw>r
‘ N Sr-iXj t*
^^S-vcyfl)ANNEX B PROFESSIONAL SURVEY STAFF
Wl "l^»Sur\ y(t)
c
1FftM Dnmmfi-'
MiitiifryofWattr cr Eirrr^r
ElhitytM Xik Irr^-'n-v ami DrxMg Prywt
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S '^T'To.SW.ct
0)
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2' * "**” J** *
-
aNNEX B: PR°fESSIONAL SVRVEV STAFF
i.ct nf the staff involved with roles and qualifications.
llie follow^g,!lJ,llSt0 ‘
Roles
Names
Inputs
Academic
Qualification
lacqucs Malaprade
Operational and technical manager of survey teams. Processing and quality control of all GPS control network, RTK and CAD drawings. Planning and leading GCP surveys. Processing of all Stereo Imagery' data up to final DEM and Orthorcctificd Imagery Reports and research papers on project
B.l’ech. Land
Surveying
Chief Surveyors
Simon Canning
Initial lead on project. Equipment and software purchases Involved in specification, pricing and proposal stages.
MSc. GPS and
Geodesy
Paul Matthews
Senior
Surveyors
Assist Chief Surveyor m completion of
delegated tasks.
Nat. Dip. Land Surveying
Jonathan Barton
Assist Chief Surveyor in completion of
delegated tasks
Nat Dip. Land Surveying
Surveyor
l-eadj
Mrs fin Leul
Merawi
Assist  Chief  and  Senior  Surveyor  in  completion of delegated tasks.
Nat Cert. I .and Surveying
Surveyors
1
Getahun Ch ala
Aliyou
Getamesay bithawke Dejenc
Musema Shafi
Shifa
Zcnhun Worku
J *gesse___________ Daniel Tcscma
Roresa
Kalid Rejaw _ M ohammed
Data collection
(On the job
training)
l0 ^<
,o
staff in the use of GPS surveying techniques, data processing, map
as well as Photogrammetric control surveys.
12 May.11par              pi\,-4/v.V^ Aryww a/Amp p^,.
ANNEX C
WITNESS DIAGRAMS
i
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ANNEX d
CONTROL
ne ™°<WomciUMs
’2Ab,P'wnr/.’.-
Mmitfg atIFtfrr     Entry.
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ANNEX D-3: BELES IGS STATION NETWORK DIAGRAM
•/
J
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c-Wrf/f !Wf Impfio* a*1 Drxn^gt Pryrrf
ANNEXE
LOOP MIS-CLOSURE REPORTS
S, ‘04d T"PO Survey (1)
5
12-May-| 1/ Vw*raft. RjpMc Estoipt* 
tf VT^er & Enrr$
E^i^t N/i /rr^utx a*d Drat^r Pry*!
^HSrOy
Iopos**n(ij
6ANNEX E: loop M1S-CLOSURE REPORTS
•.•.be i*. h<rt to be t»lht
tfeotyttems
Loops and Misclosures
www.MOVE3.com
(c) 1993-2009 Gtonlmij Licensed lo Leica Geosystems AG
Created. 15 06 2010 13 38:35
Project Information
Project name
Date created:
T ime zone:
Coordinate system name
Application software:
Processing kernel
Beles Primary Control - EGM96
14.12 2009 220523
3hOO
Adndan Ethiopia UTM Z37N EGM96
LEICA GeoOftice7 0
MOVE3 4.0.1
Critical value W-test is:               1.96
Dimension
GPS Baseline Loops
Loop 1
From
BOOS
B006
B001
X:
3D
To
BOOS
B001
B005
0 002 m
dXlm]
3670.471
-7091.739
3421 269
W-Test:
Y: 0.000 m
Z: -0.001 m
Easbng:
-0.001 m
W-Test:
Northing               ■0 001 m
Height:                  0.001 m
Closing error        0.002 m
Length                   41810.699 m
Loop 2
From                 To
dY(m]
164.816
8155.880
-8320.696
0.30
0.04
-0.22
-0.22
•0.29
0.20
dZ(m]
-15504 708
4616.900
10887 808
(0.0 ppm)               Ratio.
(125069974)
B002
B005
B001
X:
Y:
Z
B005
B001
B002
0.017 m
0 007 m
0.010 m
dXIml
9052917
•3421.269
•5631.631
dYlm]
-13775218
8320 696
5454.529
W-Test 353
1.70
4.40
Easting:                 -0.004 m
Northing                0 006 m
Height.                0.020 m
W-Test
•0.97
2.62
4.31
dZ(m] 4298   479
•10887.808 6589.339
A
A
A
A
b H sr 04,1 ■; -<>po Survey
7
12-May 11N'* • 'Tf
,
*'U e,er
a£r*<        D'***' *9**
Closing error:          0.021 m
Length:                    41400.204 m
(0.5 ppm) Ratio:
< 1:1955889)
Loop 3
From                         To
dX|m)
B002
B003
B001
X
Y:
Z:
B003
B001
B002
-0.056 m
-0.039 m
-0.021 m
■2722.294 8353.869
OYIm]
6270909
-5631.631
•’ >725.557
6454.529
W-Test:
-13.90
-11.05
-10.00
Easting:                   0.002 m
Northing:                 -0.007 m
Height:                     -0 071 m
Closing error:          0.072 m
Length:                    34673.004 m
W-Test:
0.60
•3.09
-18.64
d 2lhi]
■7320.^
? 30-7x ' 6589^
A A A
A A
(2.1 ppm) Ratio:( 1:484532)
Loop 4
From
8005
B002
B004
X:
Y:
Z
Easting:
Northing:
Height:
Closing enor:
Length:
From
B003
B001
B006
manzen
X:
Y:
Z:
To
B002
8004
BOOS
-0.010    m
-0.010 m
0.002 m
-0.002 m
0 004 m
-0.013 m
0.014 m
46493.385 m
To
BOOl
B006
MANZEN
B003
0.025 m
-0.011 m
0.051 m
-0.023 m
0.047 m
0.023 m
0.058 m 80986.629 in
dX(m]
dYlm]
•9052 917
13775.210
3637.338
•9731.904
5415 569
•4043 324
dZ|m|
-4296479
14123.593
•9625.112
W-Test.
A
W-Test:
•1.84
■2.07
0.61
-0.39
(0.3 ppm)
1.58
-2.60 A
Ratio*
(1:3356821)
Loop 5
dX|m)
dY[m]
8353.869
-11725.557
7091.739
-19368.430 3922.848 W-Test:
-8155.880
31233.787
-11352-361
1.55
-0.81
6.26
dZ|tn)
730.735
-8332-7 ’6
1221®93'
W-Test:
-1.63
5.56
1.56
A
A
Closing enor:
Length.
(0.7 ppm)
Loops
Lb .-4 St r*4<|
‘"PoSwvcr nRfprfc                      Mtau/r, of Watrr <* E«rrp W Imj^tar jm Dmitap P^r./
From
To
B002
B004
MANZEN
B003
dX[m]
2722.294
3637.338
dY(m]
dZ[m]
BOO 3
-6270.989
B002
•9731.904
7320.090 14123.593
B004
MANZEN
-10282.464
3922.848
27355.260
•11352.361
-33662.603 12218.937
X:
0.015 m
W-Tesl:
1.12
Y:
0.007 m
0.56
Z:
0.016 m
2.29
A
Easting:
•0.004 m
W-Test:
-0.31
Northing:
0.012 m
1.69
Height:
0.019 m
1.47
Closing error:
0.023 m
(0.3 ppm)
Ratio:
(1:3887465)
Length:
89261 207 m
9
12-Miy-11Ff<MDta*a*c
Ab/u f' frj * IT at er &E"fgf
Efhafw \tk                 and Dnaaafr PrjtiTE+nf/Of**'*-
EfiM^ M* Ir*** ”  ** &***'
Miwfr, tf Water &Eaerg
0a
ANNEX F
NETWORK ADJUSTMENT REPORTS
Cb,,*Sf^d <
T                     'Vo Sunrv (|)
IIk'tdm/ Du***. fyM'c cf E/HpU S(i*jrr> rfr*rr& Egrr^
EliMCua Nii /rr^w d«/ Drwugt Pnfrf
UbHs -0
r    4dTO(X)Suiwy(1)j
q II jit? C* Efltig,
X* l’^^>'"’''     PnK’^ Pn^t
annex F: network adjustment reports
r.tX*'' »t Kl> IP t -‘
-
J^££S
ueorynemj
Network Adjustment
WWW MOVE 3 com
(c) 1993-2009 Grontmii
licensed to Leica Geosystems AG
Created 1506 2010 13 44 14
Project Information
Project name
Date created
Time zone
Coordinate system name
Application witware
Processing kernel
General Information
Adjustment
Type
Dinwntwn
Coordinate system
Height mode
Beles Primary Control EG MOS
14 12 2009 22 05 2.3
3hOO
Adindan Ettioprn UJMZ37N EGM96
LEICA Geo Office 7.0
MOVE3401
—
Minmally constrained
3D
WGS 1984
Fllipsoid.il
Number ol iterations:                                                  1
Maximum coord correction in Iasi tteraBcn 0 000 m
Station*
✓ (tolerance ts met)
Number ol (partly known stations Number at unknown stations:
Total
Observations
GPS coordinate differences
Known coordinates
Total
Unknowns
Coordinates
Total;
Degrees ol freedom
Testing
Alta (multi drmenwonaD:
Ala 0 tone dimenarmalt
Bela
Sqma a prion (GPSi
CrUcal value W-test
Crate al value T-test (2-dmerwonai) Crtecai *ak>e T-test (3-dimenuonal)
1
6
7
36 ( 12 baselines)
3
30
21
21
18
0 4041
5.0%
rxjo*;
10 0
1 96
242
1 89
U t>l'4Sr-OldT.  •fin Survcv I
13FjH** **Dn'""*
Critical vabe F ttsl
F-Iesl
Results based on a-posleifori variance factor Adjustment Results
Coordlmws
1 04
2263
('ejected)
Station
B001
B002
Latitude
Longitude
Height
Latitude
Longitude
Height
8003                        Latitude
Longitude
H-igh!
Coordinate
11 *22' 05.61333" N 36*30' 33.48050" E
1149 799 m
11*25 44 00039" N 36*34 48.59415" E
1200 746 m
11*21*40 51873“  N 36*38*28 14374" E
1278.517 m
Corr
0 000m
0.001 m
Sd
0.012 m
0 012 m
-0.019 m                   0 035 m
O.OOOm
0 002 m
0 012 m
0 0t2 m
•0.011 m                   0 035 m
0000m
0 002 m
0.012 m
0.012 m
B004
B005
Latitude
Longitude
Height
Lalilude
Longitude
Height
Latitude
Longitude
Height
11*33* 32.95371" N 36*29 19.18620-E
1201 805 m
11*28 07 01144" N
•0.013 m                   0 035 m
-0.004 m                   0 012 m
0 004 m                    0.012 m
0.015 m                  0.036 m
0.003 m                   0.012 m
36  ‘  25  45  71607"  E    0.004 m                    0.012 m
B3O6
1154.267 m
11*19’ 32 83448* N 36°24’38.22189" E
1081 641 m
manzen         Latitude
Longitude
Heigh!
Observations and Reskkials
Station
•0.031 m                   0.036 m
0.001 m                    0.012 m
0 000 m                    0.012 m
•0.017 m                  0.036 m
11   *14'47   48549"   N    O.OOOm                  •
36*44'45.49170“  E
2450 822 m
0000 m
0 000m
-
*
fixed
fixed
fixed
OX
DY
DZ
DX
DY
DZ
DX
DY
DZ
DX
DY
DZ
DX
DY
DZ
DX
DY
DZ
DX
Dy
oz
BOOl
Target        Adjobs
B006 7091 739 m
Resid
•0.001 m
Resid
(ENH)
0 000 m
Sd
0.009 m
8001
B003
•8155 880 m                    0 000 m -4616.900 m                   O.OOOm
8353.906 m                  0.038 m 11725.532 m                   0.025 m
O.OOOm         0.008  m
B002
manzen manzln
0006
BOOl
-730.745 m
B003            •2722282 m
6270 998 m
-7320 085 m
BOOS
BOOS
0005
BOOS
19368 481 m
0.014 m
-0.012 m
-0 008 m
-0 005 m
-0 051 m
-31233.776 m                  •0 011 m
8332.769 m
3922 835 m
-0.053 m
0 013 m
•11352 364 m                  0 003 m
12218 924 m                   0013m
•3670 464 m                    -0.006 m
•164 814 m                      -0.002 m
15504.712m
3421276 m
-0.004 m
-0 006 m
-8320.693 m ■0 003 m
10887 813 m -0 005 m
-0.001 m
-0.002 m
0.005 m
0 047 m
0 000 m
-0 002 m
X) 015 m
0021 m
-0 042 m
-0.057 m
-0 005 m
0.010 m
0 014 m
0002 m
-0 003 m
-0.008 m
0.002 m
-0.003 m
-0.008 m
0.004 m
0.009 m O.OOOm 0.004  m 0 006 m 0 007 m
0004m
0 029 m
0.024  m
0.014 m
0.027  m
0023   m
0014m
o oi 1 m 0.010 m
0005m
0.008 m
0.007  m
0004m
17
■po Survey (1)lr*W '**
P™"*
• h b4 Sr-OkJ T«»pa Survey (I)
&
3
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— co 0 v vn< « ■«
£  <£  <£  Q
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a
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o  asaassaW-Tesi:W-Test(<  1  96):  94  T<  (36) W-Test(> 1 96) 5 3% (2)
T-Tesi (3-dlmons>onai):
^WSr-OMTopoS-my 0)
12-May-11Enor« For Observations With Rejected Antenna HgtW-Tasts (max 1 )
O
Station
Target
B003
0003
3.05
1.6 0.066
0.072
0001
•313
1.6      0 065
•0.072
B002 EstlnwwdErTonFor
Station
W-Tost         Fact MDB [m] Est ant err (nt]
Observations With Rejected T-Tests (max 10)
DX
DY
DZ
DX
DY
DZ
B002
7 r gm
0003
T-Test
3.85
Fact
1.4
Est err
-O 057 m
•0.037 m
0 024 m
BOOt
0003
3.41 1.3 0 057 m
0.039 m
0.021 m
I •!» Sr l upo Survey (1)
1oDr**n*.' Mbt ofEihuf^ Mntutry ofWatrr c*- Evrg
M Irr^oftoo aid                  Prytrf
ANNEX G
EXAMPLE OF GCP PROFORMA WITH POINTS CHOSEN BASED ON SELECTION CRITERIA
Ub ’’^-0MT p
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19
12 May-n# Ethtipu
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S.to NamaB^ee__________ Om Sixwyd j o - g_i. a h________________ Feanzv ID BPC029_________                . S*-™™ kru4 c 1 *,L^
Feature D—cnption S€ comer d tance^omdary ________________ ;__________ |
imago* Included
1-
Detail Vtow Image*___________
Image
I3
[4___________ ____________ ___________________________
Approx Coordinator
OCveTTrMvieZw37NImage • 235756.949,126O4B2 471
W3S64-_____________ ___________________________________________
Image
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^^St-WdT
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,4 »VEihtfn Mt Imp/*” Drmi^ Pnmr
ANNEX H
STEREO-IMAGERY TILES,
“""""’"'“ANO CO-AREAS
3Wnu Danna.
EOtaaaa Xxr
tf. EAipa, Mifiufy 9fJTtttr& Earg <nd Drataft Pnpd
^Sr-Old
^^(1)
4* b 1**1 Sr <I4J I up»Survey (I;
•iaMZ] & ujr JI >            V TA>^/:/ >
/IU^  J

Summery

Upper Beles Irrigation Project Summary

Upper Beles Irrigation and Drainage Scheme Feasibility Study

Project Overview

The Federal Democratic Republic of Ethiopia Ministry of Water and Energy conducted feasibility studies for an 80,000 hectare net irrigation and drainage scheme in the Upper Beles area, financed by the World Bank.

The study was prepared by Halcrow Group Limited in association with Generation Integrated Rural Development (GIRD) Consultants in May 2011.

Project Components

The comprehensive study included 12 volumes covering:

Volume	Content
Volume 1	Main Report with Annexes
Volume 2	Water Resources
Volume 3	Irrigation Development
Volumes 4-5	Soils, Land Use & Suitability
Volume 6	Land Resources & Agricultural Development
Volumes 7-8	Resource Users & Socio-Economics
Volumes 9-11	Engineering Surveys, Investigations, Planning & Design
Volume 12	Environmental Status, Financial & Economic Analysis

Geotechnical Investigations

Key findings from the geotechnical investigations at the Upper Beles Balancing Storage Reservoir site:

Two boreholes drilled to depths of 13m and 15m
Overburden consists of alluvial and residual deposits (clayey silt, gravel, silt and clay)
Underlying bedrock includes welded tuff and amygdaloidal basalt
No groundwater encountered in boreholes
Laboratory tests included grain size analysis, Atterberg limits, moisture content, and consolidation tests

Soil Properties

Parameter	Range
Liquid Limit	35.36% - 65.45%
Plastic Limit	24.00% - 40.10%
Plasticity Index	13.06% - 39.45%
Natural Moisture Content	27.48% - 59.71%
Compression Index (Cc)	0.257 - 0.387

Geophysical Survey Findings

2D resistivity imaging surveys at the Right Bank Weir site identified:

Highly weathered/fractured rock zones with resistivity below 50 Ohm-m
Bedrock depth varies from near-surface to over 25m deep
Potential weak zones identified as vertical low-resistivity anomalies
Northward increase in overburden thickness observed

Trial Pit Investigations

Field investigations in the command area included:

Multiple trial pits up to 4m depth
Hand vane shear tests showing undrained shear strength of 40-140 kPa
Soil types encountered: vertisols, red/brown silty clay, weathered bedrock
Groundwater conditions varied from dry to wet at depth

Conclusions

The comprehensive feasibility study provides detailed geotechnical and engineering data to support the development of the Upper Beles Irrigation and Drainage Scheme. The investigations characterize the subsurface conditions, soil properties, and geological features essential for project design and implementation.