CONTENTS
PART I .
PART 1J -
GENERAL REPORT
STUDIES AND SURVEYS
VOL 1 - HYDROLOGY AND CLIMATOLOGY VOL. Z - SOIL SCIENCE
VOL 5 * GEOLOGY AND HYDROLOGY VOL. 4 - IRRIGATION ENGINEERING VOL. 5 - AGRICULTURE AND LIVESTOCK
VOL. 6 * ECONOMIC AND FINANCIAL ASPECTS VOL. 7 SOCIOLOGICAL AND HEALTH ASPECTS
PART DI- OUTLINE OF THE PROJECTIMPERIAL ETHIOPIAN GOVERNMENT
AWASH VALLEY ALUHOKHY
ADDIS ABABA
MELKA SADI-AM1BARA PROPOSED
IRRIGATION PROJECT
FEASIBILITY STUDY
p A i< T I I
STUD IL'S AND SURVEYS
VOL 3 - GEOLOGY AND HYDROGEOLOGYCONTENTS
t
1 SCOP&
WORK PERFOMED
Page 1
2
z
. ! ORGANIZATION OF THE INVESTIGATIONS
2
t.l INVESTIGATIONS PERFORMED IN THE VARIOUS AREAS
2. 3 DOCUMENTS AND MAPS SUBMITTED
3. RESULTS OF INVESTIGATIONS
3. 1 GENERAL GEOLOGICAL OUTLINE OF THE REGION
3,2 STUDY OF GEOLOGICAL AND ENGINEERING
CONDITIONS IN THE MELKA SADI AREA
«
8
9
3. 2. 1 
Geological Condition^
9
3.2.2 
Choice of Site lor Weir
3.2.3 
Examination of Section 
A-A
11
3.2.4 
Conclusions
13
3. 3 STUDY OF GEOLOGICAL AND ENGINEERING CONDITIONS IN THE MELKA WARAR AREA
3.3.1 Geological Conditions
3. 3. 2 Choice of Site for Weir
3. 3. 3 Examination of Site for Weir
3.3.4 Conclusions
3.4 ENGINEERING PROPERTIES OF THE GROUND ALONG THE LINE OF THE DYKE 
3.5 NATURE AND HYDRAULIC BEHAVIOUR OF THE PLAIN A LLU VIALS
3.5.1 Nature of Ground Encountered 3.5.2 Permeability 
3.5.3 Water Absorption Capacity 
3.5.4 P iczometric Map
3-5.5 Chemical Quality of the Waters 3.6 POSSIBILITY OF FINDING GROUND WATERS
1 3
13
14
14
lf>
17
18
18
jg
ly
20
20
4. CONCLUSIONS
22tables
chemical analysis of the waters
ANNEXES
1 - PETROLOGICAL EXAMINATION OF ROCK SAMPLES FROM BOREHOLES MW-1E, MW-1C, MS-3B AND MS-3D
2 - ANALYSES RUN BY THE ADDIS ABABA COLLEGE OF TECHNOLOGY
3 - ANALYSES RUN BY SAUTI CONSULTING ENGINEERS OF ADDIS ABABA
4 - ANALYSES RUN BY THE INSTITUTE OF FOUNDATION TECHNOLOGY, NAPLES UNIVERSITYfigures
1
2
3
4
5
6
p
LOCATION of P1EZOMETRIC WELLS AND DAM SITES
1:2, 000 000 GEOLOGICAL MAP
MELKA SADI GEOLOGICAL MAP SCALE 1:5, 000
geologic profile through rodio boreholes
location of boreholes scale 1 :1. ooo
LOGS OF 7 BOREHOLES DRILLED BY KELLER AT MELKA SADI
7
geologic profile at intake structure
8
MELKA WARAR GEOLOGICAL MAP SCALE 1:5,000
9
STUDY AREA MELKA WARAR SCALE 1:1,000
10
PROBABLE EXTENT OF SURFACE LAVA FLOW
11
PROBABLE EXTENT OF DEEP LAVA FLOW
1 2
LOGS OF 10 BOREHOLES DRILLED BY KELLER
! 3
GEOLOGIC PROFILES THROUGH KELLER
AND
RODIO
BOREHOLES
14
LOCATION OF HAND-DUG PITS
15
PIEZOMETRIC MAP
16
LOGS OF 14 PIEZOMETRIC WELLS
1 7
SECTIONS SHOWING PIEZOMETRIG GRADIENT
18
LOGS OF DEEP PIEZOMETRIC WELLS1, SCOPE
Geological and hydrogeological investigations have been carried out within the framework of lhe Me lk a. Sadi Amibara irrigation project for the Middle Awash Valley.
Thc objectives of these investigations were:
1) To chose the most favourable sections for siting the two weirs at Mel-
ka Sadi and Melka Warar, and determination of the stability and water
tightness conditions at the sites*
3) To assess the engineering properties of the ground along the line of the river dyke:
3} To ascertain the nature and hydraulic behaviour of the plain alluvials, in order to assess the consequences of irrigation.
4) To deteri.iii e the possibility of finding ground waters.- 2 -
2 WORK PERFORMED
•
2. 1 i. 1.1
ORGANIZATION OF THE INVESTIGATIONS
Supervision of works and coordination of the investigation^ to gether with the geological surveys were the rC^°nfl^,Ll^ °Jhe Italconsult. The Company assigned a geologist to undertake the field work between 5/1/69 an<^ 15/5/6?,
2. 1. 2
Drilling, the taking of undisturbed samples from the holes dril-
led, and water absorption tests were performed by the Johann 
Keller Drilling Company between 28/12/68 and 31/5/69. This
company also dug 2-4 metre pits along the alignment of the dyke A total of 986 m was drilled, 114 undisturbed samples were tak en, 26 Standard Penetration Tests and 96 water absorption tests
. 
were run and 58 pits dug.
2. 1. 3
The laboratory analyses of disturbed and undisturbed samples
taken over the whole area were conducted partly Ln Addis Ababa
at the Ethio-Swedish Institute of Building Technology and by 
Sauti Consulting Engineers, and partly in Italy at the Institute
of Foundation Technology of Naples University. The results of
these teats are given in the annexes.
Below is a summary of the quantities and types of analyses run:
At the Ethio-Swedish Institute of Building Technology
lhe following tests were run on 51 undisturbed samples Natural moisture content (51 tests)
Permeability (38 tests) Grain j
a ze analysis [50 tests)- 3 -
26 undisturbed samples from the exploratory boreholes were subjected to the following checks:
Specific gravity (22 tests) Grain size analysis (24 tests) Unit weight (13 tests) Consolidation (20 tests)
Angle of internal friction (2 tests)
. Cohesion (2 tests)
. Liquid limit (9 tests)
. Plastic limit (9 tests)
The
the
following 
hand-dug pits:
tests
were
run 
on 
108 disturbed samples from
. 
Liquid limit
Plastic limit
. Natural moisture content
. % finer than No. 200 sieve
. Free swell (25 tests)
. Grain size analysis (3 tests)
Twenty eight disturbed samples taken from the hand-dug pits were dealt with by Sauti Consulting Engineers, Addis Ababa the following tests being run:
. Swelling
. Liquid limit
. Plastic limit
• Moisture content
• Wet sieve analysis.
They also carried out 11 consolidation tests on undisturbed samples- 4 -
Seventeen undisturbed samples were examined by the Institute
o£ Foundation Technology, Naples University,, These came from 6 holes in Melka MTarar and Melka Sadi, and the following tests were run:
Specific weight (7 tests)
Grain size analysis (7 tests)
Plasticity index (7 tests)
Breaking strength (4 tests)
Consolidation strength (6 tests).
Unfortunately, only on 4 samples (4 boreholes) was it possible to run a Slow Triaxial Test (1), due to the lengthy period of time between the date of collection and date of delivery to the labora tory, and because of the poor state of conservation of the samples.
2. !♦ 4 Chemical analyses of 10 samples of water collected in the piezo metric wells were run by the Ethio-Swedish Institute of Building Technology.
2, 1. 5 The petrological analysis of 4 samples of rock was performed by Italconsult’s geologists in Rome.
2. 2. 1
INVESTIGATIONS PERFORMED IN THE VARIOUS AREAS The locations ol the Investigations performed are shown in Fig. 1.
To study the stability and watertightness conditions at the weirs.
(1) These tests should have been carried out by the Ethio-Swedish Institute, which however was unable to deal with them in the required time.LOCATION OF PIEZOMETRIC WELLS AND DAM SITES
SCALE I 100.000
<*
P13
PP5
LEGEND
SHALLOW PIEZOMETRIC WELL (19m)
DEEP PIEZOMETRIC WELL (50m)
DEEP PIEZOMETRIC WELL ( 100 m)
INTAKE STRUCTURE AREA
Q
//- 5 -
Melka Sadi: - Geological survey of the zone.
- 7 holes drilled totalling 164.85 m, by the rotary 
method with continuous coring (diameters 146’
76mm), These holes were set out on two align
ments running N - S and E-VT.
Twenty three undisturbed samples taken.
- The following laboratory tests were run on these
undisturbed samples: consolidation, grain size
distribution, liquid Limit, plastic limit, unit
weight, wet sieve analysis, slow triaxial,
- 7 standard penetration tests.
- 5 permeability tests (Lugeon method).
7 permeability tests (Open End method).
Melka. Warar: - Geological survey of the zone.
10 holes drilled for a total of 2 62. 50 m , of which 
one borehole inclined at 25°, by the rotary meth
od with continuous coring (diameters from 146 to 
76 mm). These holes were concentrated in the
weir site area.
Thirty six undisturbed samples taken.
The same laboratory tests as listed for Melka
Sadi were performed.
19 standard penetration tests.
18 permeability tests (Lugeon method),
1 permeability tests (Open End method).
To assess the engineering properties of the ground along the line of the dyke.
Twenty pits were hand-dug to a depth of between 3 50 and 4.00 m.
Thirty eight pits were hand-dug to a depth of about 2.00m, One hundred and thirty five disturbed samples were taken.- 6 -
Seventeen undisturhed samples were taken.
The following laboratory tests were run on the above samples:
liquid limit, plastic limit, natural moisture content, wet
sieve analysis, swelling, grain size distribution, consolida
tion.
2 2, 3 To ascertain the nature and hydraulic behaviour of the plain al-
luvials:
Fourteen piezometric wells were sunk for a total depth of
357. 55 m; 10 reached a depth of about 15 m and 4 a depth 
of about 50 m.
These holes were drilled by the rotary method with continuous coring (dia. 146-86 mm).
They were cased with 5 0 mm galvanized iron piping slotted against the water-bearing levels.
Fifty five undisturbed samples were taken.
The following laboratory tests were run on the above samples: grain size distribution, natural moisture content, permeabi
lity.
4 permeability tests were run by the Le Franc method.
13 permeability tests were run by the Lugeon method,
27 permeability tests were run by the Open End method.
Ten samples of water were taken and the following tests
were carried out: pH, total dissolved solids, temporary 
hardness as CaCO^.
2. 2. 4 To determine the possibility of finding ground waters. Two 
piczornetric wells were sunk to a total depth of 201. 60 in, by the rotary method (diameter 146-76 mm).
Two permeability tests' were run using the Lugton method.- 7 -
documents and maps submitted
The results of the laboratory tests are shown in the annexes.
The results of the investigations set out in the following para graphs are illustrated by a series of figures in the text, namely:
Fig. 1 - Location of piezometric wells and dam sites, scale 1:100, 000
Fig. 2 -
l:2 000, 000 geological map
r
Fig. 3 - Fig- 4 -
Fig. 5
Fig. 6 - Fig. 7 -
Fig. 8 - Fig- 9 - Fig. 10 - Fig- 11 - Fig. 12 - Fig. 13 -
Melka Sadi geological map, scale 1:5, 000
Geologic profile through Rodio boreholes, Melka
Sadi
Location of boreholes, scale 1:500
Logs of 7 boreholes drilled by Keller at Melka Sadi
Geologic profile at intake structure
Melka Warar geological map, scale 1:5, 000
Study area, scale 1:1,000
Probable extent of surface lava flow, scale 1:1,000
Probable extent of deep lava flow, scale 1:1, 000
Logs of 10 boreholes drilled by Keller
5 geologic profiles through Keller and Rodio Bore-
holes
Fig.
14 -
Location of hand-dug pits, seale 1; 1 00, 000
Fig.
15 -
PiezomeLric map, scale 1:100, 000
Fig.
16 -
Logs of 14 piezometric wells
Fig.
17 -
3 sections showing piezometric gradient
Fig.
18 -
Logs of 2 deep piezometric wells.-a-
X RESULTS OF INVESTIGATIONS
3 1 general geological outline of the region
The vast plain where the project is sited consists essentially of very thick alluvial deposits (over 100 rn) (1), Deposition probably started at the end of the Pliocene and is still in progress. These deposits oc cur in terraces which reflect their age (these terraces are crossed along the road from Awash Station to Mclka Sadi). They consist es sentially of very fine silty material though interbedded gravels and coarse sands are also present; these are sometimes slightly cement-* cd by argillaceous silt* They are to be seen in the area south of Melka Sadi.
This alluvial cover probably overlies the basic volcanic complex outcropping along the margins of the plain (Z). It should be noted that volcanic activity continued into the Quaternary at the time the alluvial silts were being deposited so some flows are encountered in the alluvial cover (as observed at Melka Sadi and Melka Warar). The various ridges rising from the plain {Asada, Bahadamu, Ghed- diarc) are also manifestations of this recent volcanic activity, as
are the hot mineral springs at Unda Bilen and in the sector west of Melka Sadi.
The area is still subject to volcanic activity though conditions are quiescent at the moment. The explosions of Mount Fentale and of the adjacent cones occurred only 100 years ago.
(0 Boreholes DW-1 and DW-Z sunk during the project reached a depth of 100 m and were still in alluvium.
(Z) However, the presence of Mesozoic limestones and sandstones analogous to those present in the Abbai River and Webi River areas is not altogether to be excluded.FIG. 2
GEOLOGICAL MAP
V' I-T r»£n . Al
- Hjiiib t irwiCA t J on A q no — 
BY 13 A HQWff
LESSFIP
PLIOCENE
4LU1ERHARY
llcuilrinr drpu-lils
Antai* liatJisfl!
Adm * «L e a * | £ i » r i f a
Atfigral iandi'tf<? ficrva
OL GOCEME
MkOCENt
UnmtljrntrphvBrd in 11 u lives
satdilaRf titles
cretaceous
HmrviBHta m Small 3
® St e Hr 3 I
Anisia 11 ms ill kfi e
MflamBrpKlEl
SCALE 1 2 000,000
Me- 28 3 38
I T AI CQN5ULT- 9 -
This volcanic activity is linked with the large-scale fracturing as
sociated with the Ethiopian Rift Valley, which runs approximately 
NiVE-SSW along the 40th meridian and accompanies a zone where
the basalt crust bends down to the east. Intense seismic activity 
, urs in this zone. The most active sector is encompassed by a circle having a radius of 50 km around Kara Kore (see Fig 2) (this
activity has been going on for 10 years). Statistics denote an - ver
age frequency of one catastrophic earthquake every 4 years along 
the Rift Valley (i. e. magnitude greater than 5) (1). 
It is observed that several stretches of the Awash River run in the
same NS direction as the principal faults, while other shorter sec
tions run in a perpendicular direction, denoting an orthogonal system
of faults. The risk of instability is probably greatest t the points
where the two systems meet.
In the hight of the foregoing, allowance must be made for seismic
activity when designing the works (in particular I he Wfi.rr' It is
considered that a series of expansion joints should suffice to guar
antee s tabili ty slfax- the thick alluvial cover should considerably attenuate threnergy transmitted.
i
STUDY OF GEOLOGICAL AND ENGINEERING CONDITIONS IN THE MELKA SADI AREA
3, 2. 1 Gerdogi cal Condi ti ons
Fig. 3 shows the surface geology of the area.
The following formations are present (2): Recent alluvium silts and sandy silts
(I ’ X’.’Sd by Prof- Cuoi"'
(2)
a „°.’i
O e 5°ilS 1’tVe b"“
,
' . ' , y"’
' "amp‘eS
.1 u «.
t 1Mry,
on th. he sis ol the grain The percentages have
HocZ"”' th“ *"™ “ied in '»« “• & B—nnlr
sa „ y”‘< °
sandy d sllts, flnc silta< and
S
namely, ,i]ty
 „nd5, silt,,FIG. 3
MELKA SADI GEOLOGICAL MAP
SCALE 1:5,000
LEGEND
recent alluvium sandy silts
AND SILTS
OLD ALLUVIUM. ALTERNATIONS OF CONGLOMERATES WITH SANDY-SILTY CEMENT. SILTS, SANDY SILTS AND SANDS BASALTS
MS 2 O
i
KELLER BOREHOLES
RODIO BOREHOLES
ClTUCOSSUI T
No 28139J 0 -
Old alluvium: alte rnating conglomerates with sandy-silty cement, silts, sandy flilts and sands
Basalts
Old clayey silts (which outcrop only on the east of the map under
a ba salt flow).
The boreholes have shown the recent alluvials to vary from 5 and
10 m in thickness.
The old alluvium overlying the basalt flow has a thickness of between 
5 m and a few dozen metres.
The basalt flows may be up to 20 m thick.
Under these flows it is probable that the same formations repeat for
some hundreds of metres in varying alternations.
It Is probable that there is a scries of N-S and E-W faults or fractures along the course of the river and in particular a N-S tract ire -e tween the profiles of boreholes A-A and B-B. and E-W fractures to ihe north of
AA transversally to B-B.
J. 2. 2 Choice of Site for, Wei r
Prior to this study, an initial position explored by Rodio boreholes
had been chosen as the site for the weir. This lay to the south of the area explored by Italconsult, Fig* 4 shows the geologic profile as evidenced by these boreholes, The ari ri chosen by Rodio however had the following disadvantages;
Position lay at an elbow in the Awash; this is probably of tectonic origin
The formations on the right and left banks arc not homogeneous (alluvials on right, basalts on left).
1 he basalt outcrops on the left bank are very jointed.MELKA SAOI
GEOLOGIC PROFILE THROUGH RODIO BOREHOLES
28)40
o
u.
»
*
T
O
z
Fl- 11
Tk refore investigations were concentrated on lac straight section
Xh «M« !»•“*■>"" the *eng,h °£ Whi“1’ ” ' “
ae
350 A serie, of borehole, was «unk parallel lo the river
a view to locating soils having suitable mechanical characters c
a dam aite. Naturally, morphological characteristic were also borne in mind when deciding on the location of the weir and the di- version canal.
The section described below fulfills both requirements.
j, 3 Examina-tion of .Section A-A
Pl °
The results obtained from the 5 boreholes drilled are set forth in the logs in Fig. 6 and in the profile in Fig. 7,
Su c r •
Under a
layer of recent silts outcropping or. both banks there
is a bed of conglomerates increasing in thickness from 5 m in the east to over 15 m in the west (this bed is absent in borehole MS-3). The conglomerate rests on a basalt flow about 7 m thick to the east and wedges out to the west. The whole overlies old silts metamor phosed along the line of contact with the flow.
Kechinicd chara ri stics_
Standard Penetration Tests run on the surface silts gave N valu. s
are ^Tk25- 3~
nd 5
~ THey thUS haV*' Very lQW bt- rinfi
a
weir 8 considered absolutely unsuitable forjhc foundations of the
strength 
pact anc^thus^f **teS atld the briSalt flow» Lhe other hand, are com pact and thus form an excellent foundation.ME ERA SADI BOREHOLES
NOTES
’ In the Lugeon testB, the absorption and permeability value s obtained at 1 .5 kg/sq r cm arc* shown on the left of the column, while those obtained at 3 kg/sq^cm are shown on the right* When the test was run at at - mospheric pressure only one value is shown.
t
In the absorption. diagrams the broken line indicates values recorded at L* 5 kg/sq. cm and the unbroken line thoae recorded at 3 kg/sq. cm +ELEVATION
R CUMUL
SIMPLE
DIAMETER
DRILLING method
WATER LEVEL m, b □ I
LFNDI5TURBED SAMPLES
PENETRATION RESISTANCE
per ^poI
WATER losses
1-9 OUFEATURE MELKA SADI
DEPTH
m. below GROUND LEVEL
BOREHOLE No MS-2
DESCR<PHON AND CLASSIFICATION
OF MATERIAL
CORE
RECOVERY
PERMEABILITY TESTS
OPEN I EHD TEST liUminJml.
1
LUGEOh
lilJmiiUml
absorption DIAGRAM
Lil /min/mt
Sandy Silt
Fine Sill
Fid* CL*y«y Silt
Fix SIU
Fine Silty Sand
Fine Sih
15
I.W
1
I__ 11141
THJ
IMG
««
L__ TU ?'
L fit H
•I.W
Z1LLU
’• is_
1.20
CU
IM
ConglonwTAiM with Sihy-eanrjy Cement
Silty Send with Pebble t
Conglomerate with SHly-Bandy Cement
Silty Sand wilh Pebblea
jCongl □ me rate urtth SiLty-eandy Cement Fine Silt with Pebbles
SendySlli-------------------------------------------- -
Fine Silt
------------
Fin* Clayey Slit with * Few pebbLee
Sandy Slit
FiM Silt with This Sindy SUata
FIG 6-2I KM» HV |.|
€-9 OU
BOREHOLE No MS-FIG 6-9-9 OU' --II
9-9 ’OUELEVATION
m * 1,1
CUMlll
CD
-r£m
□ rn-u >
tn
SIMPLE
ijIAMETER
ORlLUNG METHOD
WATER level tn b o t
m
UND1SF VWSFF RAMPIES
PfNLIKAHON RESISTANff-
I b nwi per tool
WATFH LOSSES
Z-9 OldMELKA SADI
GEOLOGIC PROFILE AT INTAKE STRUCTURE
ma s I
•750
748
746
744
742
•740
778
736
7 34
7 32
•7J0
728
726
724
722
720
U E G E N Q RtCENT Sandy SIU
FINE CLAYEY SILT
FINE CLAYEY SANOY SILT
CONGLOMERATE WITH SILTY-SANDY CEMENT basalt
SCALES
HORIZONTAL 1 500 VERTICAL 1 200
>. 28 14912
The Lugeon tests run in the basalts (with a pressure of 1.5 atmo*-||
spheres) indicated permeability values of between 2x1 O'^anc
8x10 cm/sec which,although higher than in the preceding case, is still very low in the absolute sense.
1
(1) Not" 011 perme^hllity _meaauf munli
Varlhue typ*eaf tiitt were run. depending on the nature of th* eolla and the type uf permeability to b« aaieaeed (horizontal or vertical),
]n th* baaalra and compact, dry alluvitle (ailia), the Lugeon method »>• applied, In th* haealta f*C aucc«BILtfe itinwere run *t preaaurae uf t, 5 and 5. t) kg/aq£ftl, In the alluviale the Lufron teata were run at aimaaphorlc pre«iurc. The Le Franc method vraa adopted in the loote alluvial* and where there waa a water table, The Open find method waa applied to deiermlna vertical permeability.
Th< veluee of permeability coefficients K were calculated with the following for*
niular
L’" UPg. Jhe Lux Jr- M*thod
QI, at
p -gif. ID«
K x permeability in m/aec
Q ■ injected dineharg" In eu.im/eec
P - real prciiiuc exiatLng in th* taction in m of wittr
» ■ half the length Qf the eecticn Ln m
R « radiua in m
c . y .i 4 »*
UllDS jhfLbt rz*Afi al hod
ot
C=-Q
_
DKh
C • pot Ml coeffke lent
Q * diecharge in cii, m/sae
D ■ diameter of the packet in m
K ■ patm eabiLlly in m/aec
h a difference La rn between
V" _th*
n_ £njd_Taef
static level and dynamic level
VQ
J 5H
K « pa rm a ability In ra/*cc
Q * abanrhod diacharge In cu m/«c
r a radiue of eating In- m
H ■ halght of column of water Ln m,11 -
3. 2.4
Conclusions
T ,lC
.hould be .IM ~clu.iv.ly on the- cong)™^ "“<* have
excellent mechanical characteristics and aero permeability-
The structure should incorporate a series of joint, to allow lor th.
seismic nature of the region and the probable presence of a fault
fracture which here run parallel to the course of the river.
3 3 STUDY OF GEOLOGICAL AND ENGINEERING CONDITIONS IN lllo
MELKA WARAR AKE A
3, 3. 1 Geological Conditions
Fig. 8 shows the surface geology of the area. The following forma tions are present;
Recent alluvium: silts and sandy silts
Old alluvium: fine clayey sandy silts
Various basalt flows interbedded with the older silts.
The Recent silts cover the whole of the valley bottom for a width of
250-300 m, while the old silts outcrop on both hills bordering the
valley.
There appear to be three or four basalt flows. The most recent
covers the crest of the hills, the middle one occurs at the foot of
these and the oldest outcrop in the river.
These latter have been picked up in various boreholes and the pro- bable extent of the surface flow is shown in Fig. 10. The lop of the flow lies at an elevation of between 726 and 734 m and it dips from north to south. It varies from 70 cm to 10 m in thickness. Beneath this flow the boreholes have picked up yet another which is even old er. The extent of this is shown in Fig. 11. It appears to be border ed to the west by a fault which follows the course of the river. The top elevations are 728 m to the north and 714 m to the westFIG. 8
MELKA WARAR
GEOLOGICAL MAP
SCALE 1:5,000
LEGEND
"| RECENT ALLUVIUM SANDY SILTS J AND SILTS
OLD ALLUVIUM ALTERNATIONS OF CONGLOMERATES WITH SANDY-SILTY CEMENT. SILTS, SANDY SILTS AND SANDS BASALTS
MW 1 KELLER BOREHOLES
O
2 ROOIO BOREHOLES
• falconsultFIG 9
LEGEND
RECENT ALLUVIUM SANDY SILTS AND SILTS
OLD ALLUVIUM ALTERNATIONS OF CONGLOMERATES WITH SANDY - SILTY CEMENT. SKTS. SANDY SU.TS AND SANDS basalts
KELLER BOREHOLES
2 • ROOIO BOREHOLES CROSS SECTIONS
SCALE 1 1.000
'• 28151FIG. 1U
MELKA WARAR
PROBABLE EXTENT OF SURFACE LAVA FLOW
MW IF
LEGEND
KELLER
nt.i9
BOREHOLES BOREHOLES SECTIONS
t* ft)
ELEVATION
THICKNESS
BASALT FLOW
SCALE 1 : 1.000
[ ITALCOMSUI-FIG. 11
MELKA warar
28151
| llALCa«.MH
£ fil- 14 -
3.3.2 Choice of Site for Wgir.
An initial line of holes run across the valley by Rodio indicated a po»- siblc position for the weir some 100 m south of the island in the river, owe.er it has been necessary to discard this because of the low load bearing capacity of the silts (S. P. T. gave N value of 19 as shown by the Ra
dio boreholes). Furthermore, from the design aspect the weir must be sited in a wider part of the river so as to keep the height of the dykes to a minimum and to provide a better site for the intake works (see Vol. IV).
Thus the survey was concentrated a little farther north where the river broadens out considerably (to about 60 m as against the 30 rr. to the south). Boreholes have been put down here to ascertain the nature of the subsoil.
3. 3. 3 Examination of Site for Weir
The results obtained from the 9 boreholes drilled at the site for the weir (plus an additional hole outside this zone) are set forth in the logs in Fig. 12 and in the profiles in Figs. 13-1 and 13-2.
Succ e ssi on_ qf_Bejds
The cross sections indicate the following sequence of beds: Recent silts on the banks to a depth of 6-8 m
First basalt flow some 4 m thick. This wedges out on the left
The seI '<
rI I
rmelka warar boreholes
NOTES
In the Lugeon tests, the absorption and permeability values obtained at 1 .5 kg/sq.cm are shown on the left of the column, while those obtained at 3 kg/sq.cm are shown on the right. When the test was run at at mospheric pressure, only one value is shown.
In the absorption diagrams the broken line indicates values recorded at 1.5 kg/sq.cm and the unbroken line those recorded at 3 kg/sq.cm.FEATURE MEI KA WAR A ft
EOREHOLE No MW 1
pfPFH
m BELOW
GROUND LEVE,
—i 1 u
3
-I
| Ul
I
DESCRIPTION ANC CCASSIFiCaT ON OF MATERIAL
kECOVEPT
LUGEON
lit fmin /mt
PERMtA3H.IT* T&STS 1 OPEN '
5 1 CL <5
3
DOC
Z £3
ETID TEST I
iLtJmlrvJm!'
K
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'lASSWVM
' DIAGRAM 1 ilil Jrnin.Jml
,___ TJi ti
JU 4li
PK______
713.11
s uni
710 M
__ ria %•_____
I ~»Lh IT
Sj 1E
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&dp<tf Sill
..Sandy SIH
Fine SILl
Sandy Silt with Frigminli at Baaalt
Fir*. Chyr sin_________ —
I'lDf Sill W*th &a««H
Ytiy Joist «d BiaalLl'iA^Lwllh Clan Mainly Pcroua BaaaK. fractured io Part*
=MH
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la tali BjuHuli •_ Mainly Compact Biull
JoLaiad EMaah
Mainly Vealcular Basalt. Joiniad in Parle3
ELEVATION m A. 1-1.
8 CUMUL
simple
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* * —
-F
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I1X
Sandy SIU
Silly Sand
—— -
Sandy Sill
Silty Sand
■ — _
fina BihFEATURE MEL KA WARAR
BOREHOLE No MW 1 g
PERME&BlLin 1ES!S
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lil J min Am l I
I DIAGRAM
T
i’I’ 1”'
WM11 ns so n v iFl G. 13-1
MEL KA WARAR
GEOLOGIC PROFILES THROUGH KELLER AND RODIO BOREHOLES
A
A
ma.s.l
ma. *.l.
740
735
730
725
720
715
710
•705
LEGEND
RECENT ALLUVIUM. SANDY SILTS AND SILTS
OLD ALLUVIUM. ALTERNATIONS OF CONGLOMERATES
WITH SANDY-5ILTY CEMENT. SILTS. SANDY
SILTS ANO SANDS
BA SALTS
fault
N. 28154
f
tTALCONSt LTFIG. 13-2
MELKA WARAR
GEOLOGIC PROFILES THROUGH KELLER AND RODIO BOREHOLES
RECENT ALLUVIUM. 5ANDY SILTS AND SILTS
OLD ALLUVIUM. ALTERNATIONS OF CONGLOMERATES WITH .SANDY-SILTY CEMENT, SILTS, SANDY
SILTS AND SANDS
BASALTS
No 28165
il-IS-
I
As indicated in Fig. 11, it is possible that a fault runs along the line
of the river, truncating the old lava flows to the west.
Nle chanical Chara ct^rislics.
Standard Penetration Teats run on the surface silts gave N values
of hptween 12 and 20. With these figures the safe loading is assessed to be less than 1 kg/sqxm.
At the expected level of the foundation - 728 m a. s. 1. - N was 40 
to 60 and the safe load could thus be over 2 kg/sqcm. Despite the
great number of undisturbed samples taken at around this elevation from holes MW1A, MW1B and MW1D, there are not sufficient reliable triaxial compression test results available because the Contractor
did not carry out his obligations as regard the performance of labo ratory tests.
The results of the samples taken from MW1B at elevations of 724. 50 and 721 m have been assumed to be indicative.
These are:
26°
C = 0. 37 kg/sqcm
= 1. 64 kg, cu. d:r.
(
It is not considered prudent to consider the results obtained from the sample taken trom MW1D at an elevation of 728 m since the value °f (P(39°20’) is well above the average. This high figure may well b<- due to the state of preservation of the Simple which was not tested until four months after it had been taken.
Applying Terzaghi's, Caquot-Kerisel’s and Frohlich’s formulae to 
the results from the MW1B samples it ensues that the safe bearing load lies somewhere between 1. I and 1.85 kg/sq. cm ( Frohlich 1.1, Caquot-Kerisel 1.47, Terzaghi 1.85). This range is in good agree ment with the figures derived from the Standard Penetration Tests.
, From the series of N values available for the three holes it is noted j that the value beneath the 728 m elevation is always over 40. Thus i
' would seem that a load of 1 kg. sq. cm or a little more would be Permissible (the N value would even allow for a loading of 2 kg/sq. cm hut in view of the incomplete knowledge of conditions in this area
it would not be prudent to adopt this figure). The basalts seem to 
reasonably compact and capable of taking a load of at least 2kg>q.cj>u- 16 -
Pc lhi —a—
j e Franc tests run on the Recent silts gave values of between 1 and 5 x 10’ cm/sec. These tests and Open End Tests run on the old silts gave values of between 3 x I 0“ and 1 x I O’ cm/sec. Thus while the permeability of the Recent silts is very low, the old Bilts
4
5
6
ar e virtually impermeable.
Lugeon Tests run on the basalts at a pressure of 1.5 kg/sq. cm in dicate permeabilities of between 1 x 1 0‘and 1 x 10" 4 cm/sec. 
With permeabilities of this kind, there could be serious losses from the reservoir if extensive areas of basalts were involved^ However, as^only limited areas of outcrop will be under water, this eventuality^ appears unlikely.
3.3.4 Conclusions
The R_5_c.exit surface silts must be eliminated from the foundations. The weir will lie partly on the basalts, on the right bank, and part
ly on the old silts on the left. It is held that both formations have suitable mechanical properties. However, during the Final Design stage it would be as well to supplement the data through sinking further boreholes and running geophysical surveys to det ermine
.the thickness and extent of the basalt flows and to learn more about_ ^2..’pechanical properties of the silts.
The possible presence of an erosion surface between the two forma tions and of a fault in the western part of the section should also be borne in mind. A sufficient number of construction joints should be incorporated in the weir to allow for the seismicity of the region and the probable presence of a fault or a fracture.
The water-retention properties of the reservoir do not give rise to an y great cause for concern since the old silts are virtually im-
^Perrneablc while the more permeable basalts do not outcrop over ticular ly large area. Even if losses occur, they will noF^e
great. However, the basalts could be rendered watertight by grout- x ng.engineering properties of the ground along the line of the dyke
Twenty hand-dug pits varying in depth from 3 to 3.5 metres have been sunk along the line of the dyke to ascertain the mechanical properties of the soil. The position of these holes
is shown on Fig. 14 where they are marked with the symbol
H A”. The pits are spaced at intervals of 2, 000 to 2, 500 metres.
A further 38 pits averaging 2 metres deep were sunk in the area between the river and the line of the dyke at a distance not more than 50 metres from the latter. These pits which are marked with the letter ”R” on Fig. 14 are spaced at 1,000-1,2 00 metre intervals; they were designed to ascertain the engineering pro perties of the soils which will be used to build the dyke.
Two or three disturbed samples were taken from each pit and a series of undisturbed samples was also taken from the repre sentative horizons. The results of the laboratory analysis are given in the Annex.
On the whole, the soils are fine, the percentage passing a 200 mesh ASTM sieve almost always being in excess of 90%. They may be classified as silts, sandy silts and fine silts. The plasticity index is normally in excess of 15% and the liquid limit is almost always above 40%. This means that these are A6 and A7 soils according to the AASHO classification and OH soils fol lowing the Cassagrande classification.
Their cohesion is between 3 and 6 tons/sq.m and the angle of internal friction lies between 6° and 12°.
Five metre high dykes built from materials lying nearby and having side slopes of one to two would have a safety factor of over two.
On the basis of the consolidation tests run on undisturbed sample total settlement would be in the region of 3 0 cm, 50% of this (15 cm) occurring in about 6 years.FIG. U
ii ucovaui
R2 • SHALLOW PITS- 18 -
It may be concluded that the stability of the dykes will be satis* factory provided that sufficient freeboard is left between the maximum water level and the top of the dyke to take account of the expected 30 cm of settlement.
NATURE AND HYDRAULIC BEHAVIOUR OF THE PLAIN
ALLUVIALS
The 14 piezometric wells which are sunk provide information 
on the nature, permeability and water absorption capacity of
the plain alluvials to a depth of 50 m, and on the configuration 
of the water table.
3.5.1 Nature of Ground Encountered
As will be seen from the 14 logs given in Fig. 16, the plain alluvials consist of an alternation of silts, sandy silts, clay silts and silty sands.
The cover is extremely uniform, the only exceptions being noted in Piezometer P.9 which encountered basalt (12 m from ground level) and in P. P. 12 where a bed of conglomerate was picked up.
3.5.2
Permeability
Lugeon and Le Franc tests indicate an average horizontal per meability of 2.4 x 10’^ cm/sec while the Open End Test points to vertical permeability being 1 x 10’* cm/sec.
Laboratory tests gave an average figure of 3.2 x 10”* cm/sec which is in good agreement with the results obtained by the Lugeon method.- 19 -
would be saturated. However, it should be noted that a similar phenomenon has not been observed in the case of the old silts lying beneath the river level. Indeed there is a difference of around 2 m between the level of the river and that of the water tabic at Melka Sadi and around 4 m At Melka Warar. It is thus Likely that evaporation is sufficiently gTeat to decidedly limit the inflow of water to the aquifer, in view of the low seepage rate in the deeper strata.
None the less, it is possible that the more permeable recent silt* (K = 10~~3 to [q-4 cm/sec as indicated in the Soils Report) will become more rapidly saturated by irrigation water, and hence the calculated saturation limit of 5-6 years may well occur
H Thus, provision must be made for an effective drainage network jwhich must be constructed in the years immediately after project 'implementation.
Piez ometric Map
The Piezometric Map (Fig. 17) indicates the presence of a trough in the water table on the eastern side of the plain. High er water table elevations arc to be observed on both sides of
this zone indicating that a certain amount of recharge is received from the river and from the hills bordering the plain.
It is interesting to note that vertical permeability as indicated by the Open End Test is considerably lower than horizontal per meability (as is usually the case). With a vertical permeability of 1 x 10~5 cm/sec the seepage rate is 3 m per year.
Water Absorption Capacity
Comparison of the moisture contents of undisturbed samples taken from above and below the static level indicates an aver age difference of 18%. This 18% represents the volume avail able for absorbing waters which infiltrate.
Tf, as indicated in Vol. IV part II, the annual infiltration rate is not less than 30 cm, the level of the water table would rise each year by * 
- ~
3 1,00 = 1.68 m. Thus in 5-6 years the silts l y 
rMELKA SADI-AMIBARA
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P6
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--------- lb---------------
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It will a Iso be s een that there is .1 low hydraulic gradient running 
southwest-northeast
Hence with a horizontal permeability
o f 10*4 crn/ecc the flaw rate is around l()-9 m/scc, The aquifer
is thus virtually without flow and in all probability merely varies in a vertical sense with inflow from the rain and outflow by evapo - transpiration.
3.5*5 Chemical Quality of the Waters
The analyses show’ (see Table l) that the waters generally have a high salt content (from 0,4 to 10 gpl . This is no doubt due to the static nature of the aquifer and associated evaporation.
1
3. 6 POSSIBILITY OF FINDING GROUND WATERS
The two deep piezometric weLlsflogs given in Fig. 18) drilled near the volcanic hills at Melka Warar encountered various horizons of sand and gravelly sand which are water bearing. Permeability tests run on DW-1 indicate an average value of 2 5 x [ 0’^ cm/sec. In theory a maximum discharge of around 
jjjtres per sgcond could be obtained (l). However, before making any plans to exploit these ground waters, investigations would have to be performed to ascertain recharge possibilities
+
n
and to determine the chemical nature of the waters tbomselves.
(l) Discharge calculated by means of Sichard's formula Q = Vc x S
where:
Q is the discharge
Vc is the critical velocity -
7
VK_
S = well diameter, assumed in this case to be 300 miti.CHEMICAL ANALYSTS OF THE WATERS
Sample Marked as
Total Dissolved Solids
at II0°C
Temporary Hardness
as CaCO3
pH
Well N° p p. 1
Hole N° p. 2
Borehole N, P. 4
Borehole N. P. K 5
Hole P. 8
P, 9
Hole P.10
P. 11
1\ P, 12
P. P. 14
I. 130 mg/l
1, 644 mg/l
10. 624 mg/l
932 mg/l
1, 390 mg/l
4Ro mg/l
5, 854 mg/1
3 96 mg/l
412 mg/l
740 mg/l
38 mg/l
108 mg/l
395 mg/l
14 mg/l
68 mg/l
I 06 mg/l
769 mg/l
96 mg/l
1 04 mg/l
8,8 mg/l
e, 75
7. 68
7. 03
8. 65
7, 60
8. 1 0
7. 48
8. 05
5. 25
8. 40
I
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4. CONCLUSIONS
The Melka Sadi intake will lie on conglomerates which have good load bearing properties and are impermeable»
At Melka War ar part of the intake will lie on basalt* (right_sjLde) and on oId a 1 luvium (lef t_sjd,e) below an elevation of 728, The safe
bearing capacity here is a little over J kg/sq^cm. Per meabiHtyJLa—- virtually nil in the alluvium and low inthe basalts ,
At both Melka Sadi and Melka. Warar provision must be made for c ory 
;
struction joints to allow' fnr the jei smicity_ojH:he region and the pre
sence of fractures running parallel tu the river. At Melka Warar ac
count should also be taken of the non-homogeneous nature of the forma
tions on the two banks.
Examination of the soils which occur along the line of the dykes indicates these to be Suitable for construction (safety factor greater than two, and settlement in the region of 30 cm over a period in excess of t> years).
The plain soils have a very low permeability both in a vertical and a horizontal direction. The aquifer may be considered as practically 
static.
The dry ground above the water table will, it is thought, become saturat
ed with irrigation water in 5-6 years, hence a drainage system should be
built in the years immediately after the land is brought into cultivation.
Ground waters may be found near the Melka Warar volcanic hills how 
ever, discharge tji.sts .5nust berunand more information obtained as to recharge and water quality. By and large it would seem that the wells
would have to go to a depth of L_jD_O_.ni o.r,morc; they would have a deliver 5 lt/sec.ANNEX 1
PETROLOGICAL EXAMINATION OF ROCK SAMPLES FROM BOREHOLES MW-IE, MW-1C, MS-lB AND MS-3DAl -I
Macroscopically the rock is grey to dark grey in coion- and has small
roundish or ovalish vesicles which tend to be elongated in one direction
and arc lined with secondary minerals, The cavities vary from 0,5 to
5 mm in diameter.
Under the microscope the rock is seen to consist basically of calc-alkah
felspars and pyroxene. It has a porphyritic structure. There are oc
casional phenocrysts of olivine, labradorite and augite having an average
diameter of 400-500 microns. These are set in a ground mass of micro
Lithic felspars and pyroxene grains.
A fair number of opaque granules of iron oxides and hydroxide -- occur
evenly throughout the rock. Calcite is also present in places as an ac -
cessory mineral. The oLivine which is always rather rounded has a thin
reddish brown fringe of iddingsite.
The rock may be classed aS olivine basalt.
Sample from MW -1C at 13.50 m
The rock is grey to dark grey in colourwith some small roundish vesicle 0.5 to 5 mm in diameter.
Under the microscope it is seen to consist of a few phenocrysts of calc- alkali felspar and olivine having an average diameter of around 700- 800 microns, These arc set essentially in a ground mass of Labradorite with subsidiary augite, olivine and opaque iron hydroxide grains. The average dimensions of the ground mass crystals is around 200 microns. The olivine crystals are generally rounded and partially decomposed to i
around the margins and along the fractures.
The rock may be classed as basalt.Al-2
Sample from MS-3B at 8, <0 rn
The rock is dark grey and has numerous small vesicles with a rounded or elongated section, varying in diameter from a few hundred micron
to several millimetres.
In thin section the rock is seen to consist of a few phenocrysts of calc - alkali felspar and olivine, whose dimensions are of the order of a few hundred microns, set in a minutely vesicular groundmass consisting mainly of closely interknit calc-alkali felspars with a markedly tabular elongated habit. The interstices between the felspar crystals are filled mainly with more or less isometric crystals of pyroxene and subordinate |y with opaque granules and glassy materials. The olivine always has a reddish border of iddingsite*
The rock may be classed as basalt*
Sample from MS-3D at 17. E>0 rn
Dark grey or black compact rock with a few vugs partially filled with secondary minerals. In the sample examined, one of these vugs was about one centimetre in diameter, the others were all much Smaller (around a millimetre).
In thin section the rock is seen to have a porphyritic structure and a sub- ophitic texture. Crystals of pyroxene are present; these partially en close felspar crystals and also occur inter stitially (1).
In order of magnitude, the rock consists of Labradorite augite, olivine ?md iron oxides and hydroxides. Chlorite is also present in a fair amour as a Secondary mineral and is frequently associated with calcite.
The rock may be classed as basalt.
U) The pyroxene crystals may be from 200 microns to 1 mm in size while the felspars are normally around 5 00-600 microns.ANNEX 2
ANALYSES RUN BY THE ADDIS ABABA COLLEGE OF TECHNOLOGY"ZeS^H^M^N^DEPARTMENT
Jodis ARA££_----------- —
CtHI. Ml
ENCL Nu
GRAIN SIZE DISTRIBUTION
J'ZSW^ ,VA/
□Are SCALE: fiiNG APPROVE Z:
GRA^ SIZEM I T CRAIN SilE SCfctE
Search and testing department
,,- □1111 niNG MATERIALS
CE«r. Na 3^55 ENCL Na
*
ADDIS _-------------------------- -- ----- —---------------------- “
grain size distribution
O□esearch and testing department
ftODlS ABABA
________________________________
grain size distribution
urwr Nr ENCL l\h».
5
uN
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o
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,3auvV </££/£
C&AMF:
MHG
j|»0RCV«n^SEARCH AND TESTING DEPARTMENT
“ D^_S A_S_A2i------------- --------------------- --------- ------
grain size DISTRIBUTION
ENCL Na
O
no o
PERCENT FINER THAN
O*TE
'SCALE APPROVE
._
GRAIN size—THE BUILDING MAIEHIALb
aesearch AND TESTING DEPARTMENT ado is A0A6A_
GRAIN SIZE DISTRIBUTION
CERT M ENCL No oSsEARCHAND TESTING DEPARTMENT
^nniSAgABA----------------------- ------- - -----------------------------------------------
GRAIN size distribution
I ENCL. Nd y
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PERCENT FINER THAN
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uRAIN SIZE~ If- Ol LUfIXJU IVIM i i-»
ffisEAFICH AND TESTING DEPARTMENT
CSAT Nd
ENCL Nc .
AODIS
.--------- ------------ -------------------------------------------------
GRAIN SIZE DISTRIBUTION
GRAIN SIZEt liC HULUHyuj
™ —
pfSEARCH ANO TESTING DEPARTMENT
ADDIS ABABA_ —_--------------------- ---------------------- _-----------_
GRAIN SIZE DISTRIBUTION
CERT. No 3 7^5
ENCL No , „ Z .
<
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PERCENT FINER THAN
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□ ATE-
SCALE
SENG: APPROVES ■
COBBLE COARSE MEOWM FINE |COARSE I MEDIUM . FINE
SILT SIZE
i CLAY SIZEOIIH UHVU IVfHILniMLU
research and testing department
CERT. 3?55~
ADDIS
----------- ------- ------ --------------- -------------- -- ------ --------
GRAIN SIZE DISTRIBUTION
ENCL. N> .
^7: V -1dd d Z:
DAf£
SOU.£
SrftlHr
APPRQVrC;,-Gc gUILDINLi ivirtitHiMLa
RESEARCH AND TESTING DEPARTMENT
CERT. Nd
T>
aDOlS ABA5A________________________________ _____
ENCL Ns 2.
GRAIN SIZE DISTRIBUTION
Ul I 5i
PERCENT FINER THAN
DATC:
SCALE ErNIJ: APPROVET*
I
iGRAIN size distribution
PERCENT FINER THAN
M l T. CRAIN SITE SCALE
51Z£ Of OPENING-INS. USS SIEVE SIZE -MESUES/IN
A ur a ae
t. > -A
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L___________ .
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COBBLE
SIZE
COARSE [ MEDIUM PINE
COARSE j MEDIUM j FINESilt silt
1 CLAY SIZE
flOAx/Fl C17P
c;r7F
FINE. GRAINED’ ARC Hf ANDVTESTING DEPARTMENT
fS ---------- ---- -------------
LEHT. Nr:
ENCL. Nn >
grain SIZE distribution
GRAIN SIZE■--jp E3J1LU
res^H
ano testing department
Li C H I . 41 P
w z- ENCL Nj
ETojOS*?"-
grain size distribution
PERCENT FINER THAN
*Z<0 A'A Wy1
DATE;
SCALE:
AFPA3VE3:
GRAIN SIZE - MMTldE EAACH AND TESTING DEPARTMENT
GRAIN SIZE DISTRIBUTION
I CERT. N C 7^5
e
I ENCL. No
£Srch
AND testing department grain size distribution
CEHT. encl No-'the 8^h and testing department
I f’, ™/ «eA0A_------------------------------- -------- ------—
GRAIN size distribution
6
u&ni. roc. ’
ENCL No.
—T
thE
Eearch ano TtEeSsTtINinGg DEdPeApRaTrMtmEeNnTt
iHiblNG MATEHlALti
JSJ-F--t--S-k------------ ----- ----------
CERT, Na p
encl Nn X
A'
grain SIZE distribution^CHANDTESWG
ADOlS
A6AS ------------------------------------ —
GRAIN size
DEPARTMENT
DISTRIBUTION
CERT. No
Encl n ._
0
3CfUWt S'lE SC* 1-
ANO TFSTING DEPARTMENT grain SIZE distributionANO TESTING DEPARTMENT
KU
Sf
----— --------—
- gR |N size distribution
ULnl- mo ENCL Na .J
A
PERCENT RISER THAN
C*Ttthe B^^ANOTESTiNG DEPARTMENT
R^t^^eASA _______ —---------- — 
'
GRAIN size distributionIt AND Ttbuixiu uci-AHi MENT
---------- “ ---------------------------------------------------------- ‘’
CERT. N„ 3555- T>
encl n
#
GR
ain size distributionAND TESTING DEPARTMENT
GCMI. Nn ^7 * * * ENCL No. &.
grain
SIZE DISTRIBUTION- ^u^S'^n^oepartment
grain size distribution
CERT. No
■ ENCL No ....
---------------------------- ■UN
M 1ft
C*
-iit
2
>
” J:
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' • ’
■
t: /VZ
:",
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I,
-
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tar ( jjr O' '1a
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II
1'
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QiTHE ETHIO-SWEDISH
INSTITUTE OF BUILDING TECHNOLOGY
MATIRIALB HIM A fl CM AHO TVSTlMQ OSRARTMInt
ADDIS ABABA
Johfln" KelleT’ P*°'
^obficfc Soil sampler.
D(1 fc rtc«*e* January 22, 1$69«
757t AddlH Ababa‘
Cflritfwfe No. 3955
Malka W rar Middle Aw ah Valley.
at
a
On d o{ (est; Various soil testa *
Tea/ objed No. 11515-521
The Materials Research and Testing Department of the ESIBT has carried out soil teste for Johann Keller, acoording to the request eade in their letter
No. MAE 24U dated January 22, 196?*
For the purpose of the teste, soil samples were sampled and handed in by ths client, and according to information given by the client, the soil samples were taken from Malka Harer site. Middle Awash Valley.
TBST RESULTS
Sample
Borehole
Sampl Ing 
Na tural
Specific
Pareeability
Mo.
Ho.
depth
moisture
m
content
ip
gravity
0/000*
11515
F.P.l
4.8O-5.IO
28
—
1.26X10-4
^16
5.40^5*70 
20
2.72ilO-4
—517
ll.OO-ll.4O
9
—
1.49x10^
—51B
16.00-16.40 
36 -
2.14Z10'5
“~519
22.00-22.40 
32-
—
l.OSzlO^4
—
*-521
MW. U
2.80-3.20 
—
2.80
—
3.2O-J.6O
—
2.63
—
®^*in size analysis see enclosures 1—3*
O1 imolidaticn cnxrves see enclosures 4 end 5* high and of 5*9°®- diameter*
These tests were run on
K.G.S. Jainthe ethio-swedish institute of building technology
11
RtSlARCH ANO T««T1HA DIRaRYM|mi
ADDIS ABABA
C/ijft/.- Johann Koller, P.O. Box
f j objeds; Soil samples.
ti
3
Mtnrc^d: February 1, 1969.
Ha Warer, Mlddl®
Kind 0/ M: Various noil teats.
75?, Addie Ababa.
Awash Valley.
Tetf object No. U522-542
Cedifcata No 3955 B
fta Kateriale Hesearch end Testing l^partnmt of the ESIBT has carried out soil ta8 ta for Johann Keller, according to the request oade in their letter Jfo.
JAL' 2443 dated February 1, I969.
For the purpose of the tests, soil Wlee were sanpled and handed in by the client, and according to information given by the oll«t, the soil saxpl.o „„ taken from Halka Karer site. Middle Awash Valley.
TEST RESULTS
Searle
Io.
Borehole
Ho.
Sampling
Specifio
depth
runeability os/sec.
11522
KM lA
"523
7.55-7.80
"524
8.70-9.10
"525
"526
11.20-11.65
I3.6O-IJ.9O
"527
"526
"52?
"530
"531
15.50- 15-85
i9.3O-i9.75
22.00-22.35
24-O8-24.3I
PPI
26.20- 26.45
gravity
2.84
2.76
2.74
2.77
2.74
2.79
2.72
2.74
2.71
"532
29.40- 29.8O
-533
-*■534 "536
"537
"5J8
P2
44.40- 44.8O
5-30-5.60
40 —
30 •
17
5.70- 6.00
10.13-10.43
10.43-10,73
16
12 1
14.50- 14-80
IV
45-
36-
1.84x10”J 4.92x10 ; 1.53xLO_J 1.22x10“; 1,64x10“; 1.44x10“4 laponeable
"539
"540
14.80-15.10
4.B0-5.IO
5.IO-5.4O
9.90-10.20
1.47zlO“*
P3
lfl
14
8
9
l.oixio”;
"541
"542
1.90x10";
3.12x10“"
10.20- 10.50
1.03x10"°■
Certlffcoie No. 3955 B Fog. No, 2
For grain ai®° ar,olyBls Bee •noloouroB 1-10.
.on.oUd.tlpn curvo. ... onolomwo, u-17. 
*
n»„ ., , „„
tt
g> Mples 2ocif high and of
diaaottr.
!2Si' ConnoUdntlon to.t not oarrt.o mt «, aotl MplM W 1A U.20-U,®., „d XJ.O.XJ.,0., b lng
.
Add! a Ahabs, Marah 28, 196?,
JlaTou'tuno Knsdjian
Uiitarbrt.
K.0.3. J i
an
Esnrr. uTHE ETH IO ' S WE DISH INSTITUTE of building technology
RISIARCH AND TfllTIMfl DtPARTMlNT
ADDIS ABABA
cftw- Johann Keller, P.O.Box 757, Addis Ababa M object: Soil Bsunplea. 
Ode recced: February 10, 1969
Worhno-site; Laika r/arer site Kmd of test: Various soil tests.
Cer/r/icjte No. 3955 C
*
r ei/ 0bj'Cl No 1X543^^
The Materials Hose arch and Testing Department of the BSXBT has oarrled soil tests for Johann Keller, according to the request made in their
letter dated February 10, 1969*
For the purpose of the teats, soil samples were sampled and handed in ty the client, and according to information given ty ths client, the soil samples were taken from Malka Barer site, Kiddle Awash Valley.
TEST BJBSPLTS
Sample Bore-hole
Ho. 
lio.
Sampling Natural depth moisture
m content
Femeability
ain/aeo.
U543
"54-4
P 3
P 4
14.40-14.70
14.70-15.00
27 -
30'
impemeable 6.65 x 10-4
—545
*-546
5.00-5.30
10.10-10.40
13
7
2.55 x ltr}
4.95 x 10“*
547
—548
PP 5
5.60-5.90
21
"•’549
5.90-6,10
22
in permeable
» H *
"550
11.00-11.20
49 -
4.55 x 10-4
"551
15.00-15.30
53-
impermeable
"552
19.30-15.60
56-
4.15 x 10*4
"553
20.50-20.80
33-
2.92 x 1O“4
"554
20.80-21.10
32-
8.30 x 10-5
26.00-26.20
27-
impermeable
e Knadjian
r?! PARTME>7 
addis a had a
FxJiir .Client! Jotarji K&llor, P.O. Box 757, Addie Ababa,
Tent objcct&{ Soil flam’plas.
Bite receivedi February IB, 196?.
Working-a it o: Malka Faror site, Middle Awpch Valley.
Kind of testi Various soil tosts.
Cartliioate flu.
Tost object Ko. 11765-771
Thu Materials Research and Tasting Department of the ESlfcT has curried out eoil tests for Johann Keller, according to the raquunt madn in their letters dated, February 18, 1?®$ and March 4,
Fol the purpose of rhe teste, soil naaplec ware n amp led and handed in by the oliont, and according to information given by the client, the soil uamrleu Hare taker, from Malka Wnrer nite, Middle Awash Valley.
TEST RE SULTS
Sampl* No*
JJorohoI e
No>
Sampling
depth
m
L*L.
%
P.L,
*
P.I.
*
Natural
moisture
conten t
£
Unit weight % finer than Nd.200 sieve
Angle of internal friction 
0
Cohonion
C kg/cm
t
2
11765 O IB —766
—767
—768
—1$9 p 4
6.70 - 7.00 50 32 18
10.00 - 10.JO — _ —. —. 12.20 - 12.50 48 33 15 —
- 15.30 — — — —
1.64 ------ .
1.61
—
45 ——
41 — -------
26 0.37
-- -
16.30 - 16.60
— — 44 * ■—- —
40 0.20 _
—770
pp 5
36.20 - 36.50
—
—
—
21 -
——
—771
4 3-30 - 4 3.60
—
“—
26
For grain size analysis See enclosures 1 4s 2
on aamplan 2cn. high and of p-9"^* dimeter.THE ETHIO-SWEDISH
institute OF BUILDING TECHNOLOGY
MATERIALS RESEARCH AND TESTING DEPARTMENT
ADDIS ABABA
cr^!
Te^ o^ec,5:
Dtle rick'd■
Johann Kollar, P.O. Box 757, Addis Ababa.
Soil aaaples-
Jlaroh 3, 19^9.
Corlificale No. 39
tforkif>g'S',a:
jQn<t oj >c,,:
Melka 3adl Aaibara area.
Various soil tests.
Tm/ object No. 12099~U6
The Materials Besa&rch and Testing Department of the ESLBT has oarried out sol teste for Johann Keller, aooording to the request aade by their*dated March 3,
1969.
for the purpose of the tests, soil samples ware sampled and handed in by the oil ent, and according to information received, the soil samples sere taken froi Malka Sadi Amibars areas.
TS9T RESULTS
Sa®
pie Borehole Sampl
ing
Mo. 
deptb
L.L.
*
P.I.
iBtur&l
Unit
10. 
%
moisture
content
weight
kg/dmJ
Speoifio gravity
% fine]
• Io.
oil
%
12099
*-100 —101
—102 —10J —104 —106 -107 —108 —109 -Uo —Hl -112
-113 -114 -115
P-6
P-7
P-8
P-lo
MV-lc
5.20- 5.50
10.00-10.30
15.00-15.30
6.00- 6.30
10.40-10.70
I4.7O-15.OO
5.30- 5.6O
9.70-10.00
5.40- 5.70
10.30- 10.50
2.30- 2.70
4.50- 4.85
12.30- 12.60
2.10- 2.45
4.0O- 4.30
6.10- 6.40
12.75-13.10
—
17 —
— — — 26 — — —
—* — — 35 - — — — — 33 — —
— — — 35- — — — — — 23- — —
■—■ --- - — 13 — —■ — — — 17 — — — — — 15 — — — — — 28 —
*
—
_
—
M.
—
37 28 9 — 1.66 2.83 7.
38 24 14 — I.64 2.84
non pl®silo
—- 1.77
2.89
39 25 14 — 1.61 2.67
non pl&etio — 1.62
2.70
54 24 30 — 1.74 2.57
non plastic
— 2.03 2.71
4:
L
Bi
51
5*
2!
Ffl*»
hi
' 'A • j-4
•IN
TH£ r T M I O-5W E O< 5H sTJ rure or hum omnO techno loo
*■•<•*<=* -no Ttin >
Nl
V
T
Certified* No. 3955 Page No, 2
Seepl*
Io.
Borehole
Ho*
Sampling
depth
a.
Jatural
nolotore
ocntent
%
Swell
under
1 pal
fhrellin
preeaur
12116 P-8 U.9O-15.2O 25
2.2
1.2
For grain else analyaia see enolovurea 1-7.
For consolidation ourwea see enclosures 8-13. Consolidation teats „„ on ea-plea 2oa. high and of 5»9oa. d1g~et»r.
Addle Ahaba, June 12,
&routune Knadjian
Esnrr,
-»- 11 - 67 -Client: Johtm Keller, P.O. Box 7571 Addis Ababa. Test objects! Soil oamnlee*
Date receivedt March JI, 1969.
Working-site: Melka Sadi Amibara area*
Kind of teat: Various soil teats-
Certificate -Vo. 395^ F
Test object No. 11999*^10
The Matorinln Research and Tenting Department of the ESTBT has carried out soil t^ets for Johann Feller, 
according to the request made by their letter dated 3l/j/l9^9»
For ths purpose of the tents, noil oar.nlan were eamplsd and handed in by the olioni, and according to infarfitation received, the noil namnlon wore taken from Melka Sadi Amibara area.
T E S T H E S U L T S
Sample
No.
Borebele
No.
Snmpltrig
depth
m
L.L.
%
p. ]..
*
F.I.
Natural
moi $ turn content
Unit
WflL£ht
kg/dm^
Sped fio
grav: ty
$ finer than
No. 200 
ax eve
Pera e a bility 
cn/sec.
*
11999
P-9
31.OO- 5.30
__
__
64
__
__
impermeable
12000
10.00-10.25
—
—
—
35
—
—
—
1.7 jt 10- '
—001
P-11
5.00- 5.30
—
—
—
22
—
_
—
1 .3 x 10-<;
—002
10.70-11.00
—
—
—
34-
—
—
—
9.4 x 10 7
—003
15.30-15.60
—
—
-—
2fl-
—
—
—
1.3 x 10 4
—004
P-13
5.75- 6.00
—
—
—
31
—
—
—
iir.rnriseahi r
—oos
10.00-10.25
—
—
—
IB
—
—*
—
ir _
—006
l5.00—15■25
—
—
—
11
—
—
—
4.5 X 1C-5
—007
MW-1D
22.45-22.70
47
30
17
—
1.77
2.94
□ 6
—
—00 E
26.75-27.00
non
clastic
—
2.02
2.94
SC
—
—009
MS-3
1B.6O-1B.85
77
29
4fi
—
1.93
2.68
E9
—
1
—010
22*75—£3*00
40
32
' b
—
1.88
2.66
69T H C ETMIO-SWIDISH
-riTUTEOf BUILPISC TECHNOLOGY
***’ aL3
pf A f '• * * *
ANO TtiTIMO OlA'flrMf'.v
CtrtlFkate No. 3955 Pog* No* 2
For grain size analysis see enclosures T-5.
For consolidation curves Bee enclosures 5-9. (Consolidation tents were run cn samples 2ca. high and of 5,?cn. diameter).
“ £7 - 2O&QINSTI TL /-r’r,tArEJH,C> ‘ SWEDISH
.®^,LD,NQ technology
**>»•• A u AW ft
«-*-nv<rr
' >’
Clr»r Johan* K* >rf
^,z
AdH9 Abibe.
Ctrf^cc^c ftp. v: ,c
Fo^
Sol a
rocoMn/j JprJ! ?8, 19<.<.
*>+><-ttfe> »•!<. Svit Mhm ,r,a. Kfn3 of **&'• Vanow* toll toat«
c4>r/ No
r
1.
•bo Kater2*l* fftecar v*.. .‘ioi.v
of tba sSX?' ma r^rri#4 e-»i or: J
l<ir*:r fa** J Chari* JTt21aj-| ACCcrrftUA’ <• tM rx’ju^t* tide fcy tlwur !••• *r faterf A.~r’ 2>, J«<>9.
I
Jtor t.^O pMTTOOO 0** *h*
!iotl «*.vl** V»ri
rd *i ‘ M 'nt ,‘-r i-f tn.n
clkort, aad iswrlu'ir to inform ties roeelred, t>« ?•< «<*• •?' rorti »<Wet t>c*
B*lbs Sail dual hi
.-a area#
/
?U5 XSCUL?;
terpld
Io.
f!U
Vo.
8<4> cJ iAC
Pat.
p.t.
Satu^el
J! fir^r t£as.
depth
LL
<c
<
%
xplvlur*
Ke, 2Uf
R
Ooafer t
JU**7*S
U94>
XI
O.uO-^.6O
67
z?
d5*
19
92
—946
O.dG-l.W
ST
24
41
it
97
—5M<
I.60 7S
23 $5
—9'^ 43 O,CZ)-C.bO bl
y
—949
—950
—951 £4 —•52
—933
o.so-1.^
f6
?4 22
rt
1?
>
x
2o
1.04>».W -4
22 22 13
OaOO^i.30 43 22 2e
«4
u
96
W 57 sc
—------------ *"*'
___
?3 2$ 19 78
P
——— ——- —
72
•./
'an b« ».ry>rtc:
o
.I
*4**4 / / »j•U<vn*w® T «< H ««OL9»«
J*
*C2« ►*<-
*1
fevpl* Pit
UU P.U P. T. Vatur* 1 < fS
aar thMi
. < 4erth
9 a • %n »
?r»5i f
<<
Y MOl *
P*. ,X»
•
•wll*
'x* t«r»t
• 1*T4
*
*? O.*MV«O.«O 6R ~ X
J]
6p
—484 >7
7 j ?a
yc
—OA} KrtH-4.1C 04 ?p e-f* ?»
u5
IX*
•—9S6 PI/ r. <s- .
00 77 77 SU a?
’?
—9^e m i.jo-t.-*
V **
/* •
??
—a«4 i> ..,’O->.;.t
r ilr* tJutlyvl * •»** *•* C . t."V 4/« 
1
—^90 Pl) 0,T<W*iX‘
a
— ?41 ••
*4 »
— •*
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INSTITUTE OF BUILDING TECHNOLOGY
MATERIALS RIWRCH AND TBBTtNfr DB*ABTM«MT
a o o i n a • a e a
Cli.nH Johann Keller. P.O.Box 757, Addis Ababa. r«/ obj«h soil sasiplOB.
ClKFifscate No. 39!
:
DoF# received: May 9j 1969*
Melka Sadi-Amiben area.
Kind cf Varina soil testa._________________________________
TejZ object No 12124—149
The Materials Haaear^h and Testing Department of the Bthio-Swediah Institute of Building technology has carried out eoll tea to for Jahan Keller, according to the request made by their letter dated 9/5-69c
Tor the purpeee of the testa eoil samples were campled and handed in by the oil ent, and according to information receive*, the soil sample were taken from Melha Sadi-Amibare area.
TEST HESU1TS
Sample No.
Pit
No.
Sampling depth
B
L.D.
*
P.L.
*
P.I.
*
Natural
aoieture
% fine
than F
eontent
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sieve
12124
A 14
0.00 - 1.30
52
24
28
15
95
—125
2.90 - 3.70
77
26
51
31
99
—126
A 15
O OO - 0.60
o
0400 - 1.20
60
27
33
16
98
—127
A5
46
25
21
14
95
—126
1.20 - 2.80
58
26
32
20
100
—129 A 6
—130
—131 A 8 0.00 - 1,00 36 25 11 10 96
0.00 - l.oo 49 26 23 13 97
1.00 - 2^20 5P 29 23 16 99
—132
—133
—134 A 11 0.00 - 0.90 42 23 19 9 94
1.00 - 3.00 43 25 18 14 99
3,00 - 4.00 36 20 16 9 54
—135
—13i
-137 A 12 0.60 - 2,60 50 22 28 17 98
0.90 - 2.20 42 26 16 11 97
2,20 - 3.60 48 24 24 15 98
—lie
—139 A 13 0,00 - 1.70 53 23 30 12 94
2.60 - 4.00 44 21 23 IB 89
—140
—141 H 31 1.40 - 2.00
3.00 - 3.80 61 24 37 19 99
38 23 15 12 93rM»
<1 T m t fl
F U ’ L 0 ' M • T « C M ** © 1. O » Y
CartfFfcofB No P«gw N«. 2
3955
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4 finer
Pr
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X 0 .
n
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<
<
sioleture
than
9W
content
No. 200
i
%
■ i»v«
17147
—14J
au I 15
L.JO - 2.90
0.60 - 3.00
85
78
25
60
25
98
1
- 44
3.00 - 4.10
27
51
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A5
2.80 - J.JO
96
28
91
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27
27
99
1
— 146
a6
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99
30
64
23
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1
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A 12
— UP
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1.70 - 3,00
73
78
22
69
1
51
100
21
24
23
99
1
—X49
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■'.oo - 1U0
68
24
55
22
99
I
44
24
99
Vi X/LJtl J o l H
test ih cartlfieate Mo. J955 G-
at all handed in water sample m enclo»Are 1.EKCL.fa 7
flh I > 7 ; 1 ’ f'm-,>’f Tn,** 1 1
impfriai- central laboratory and research institute
f^n -r- ■ ati > rtc ■ p C<M JW“
■; > *
Date
2.6.69
r(Ifln 
. tri. ma-um
Lab.Ser. N° A 01970
ace of the sender
rigin of the water
ate of collection
ate of analysis
REPORT OF CH-E^OAL ANALYSIS OF A SAJdPLE Oj WATER
: Building college
: Kiddle Awash Valley
■ 29-5-69
JULYSIS REQUESTED :
J7ALTiSlS RESULTS :
Total dissolved solids, temporary hardness
and pH value*
Sample marked as
Total dissolved solids at 11O°C
Temporary bardues
as Ca CO,
iell N° p.p.1
18.1.69
1130 mg/1
36 mg/1
lole H* p.2
26.1.69
1644 mg/1
108 mg/1
lore Hole H.P.4
10624 mg/1
395 mg/1
lore Hole N.P.P.5
932 mg/1
14 mg/1
iole P.8
5.3.69
1390 mg/1
68 mg/1
?.9
22.3.69
466 mg/1
106 mg/1
iole P.10
10,3.69
5854 mg/1
769 mg/1
P.11
15.3.69
396 mg/1
96 mg/1
■ P.12
412 mg/1 
—104 mg/1
P.P.14
-•5.69
740 mg/1
' K. \
■ i.1ANNEX 3
ANALYSES RUN BY SAUTI CONSULTING ENGINEERS
OF ADDIS ABABAl
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iANNEX 4
ANALYSES RUN BY THE INSTITUTE OF FOUNDATION TECHNOLOGY, NAPLES UNIVERSITYUNI v E a s I T A1
ISTITUTO DI
E COSTXUZIONI IN
I N A T O L J TECNICA BELLE PONDAZIONJ
TSHRA (GEOTECNICA) ITALCONCULT
14.U&1SGS
gocieti* Generule per Provestazionl ConBulenz
r
O
Roaa
e ?artecipazloni
TRAVERSE IN LOCALITA'
XELKa-SaDI
?rove dl laboratory
Bu '“"Wool Intattl
■"'Xpoli, 6 £^lio ‘969r I?ALCUf*°
n
- Societu Generale per Progettazioni. Coneulen 
Partecipazi°ni -» con lettera 63792 del 6/6/969 ha richie ; to di Tecnica delle ?onda2iani e Costru2ioni in 
s
to ai-1 1
ferra v*€O
,, „tl u
....
..fttecnica) dell’University di Napoli ai Bvolgere un pro 
d,, < l ?r r,yove di laboratorio su campioni mtatti prelevati nel
di aondaggi eseguiti- in Etiopia alcuni ceei adcietro in
iore allo studio per la progettazione di due traverse in
locality Melka-iiadi e LTelka-<’,arar.
’n precedenza, in data 3O/5/‘j69 a curs della ateuca Society era ritneHsi i7 campiom intatti euddivisi in sc. grappa co 
ce qui di segaito indicate, .
gruppo ; n° 3 campioni prelevati dal pozzo r.v a
- da □ 9,30 a 9,65;
- da m 9,65 a a 10,00; * da a 10,00 a CL 10,35 .
2° grappa
■>' gruppo
<C Grappa
: n° 3 campion! prelevati dal pozzs }..'V ID
- da m 13,50 a q <3,70;
- da o 1J,7O & m ;3,9O;
- da m I3,90 am 14,20.
: n° 2 caapiom prelevati dal-pozza 17. iE ~ da m iI,70 a Q 1 1,90;
- da e i 2,1.0 A m >2,25.
: n° 3 campion! prelevati dal pozzo LIS 33
- da s 15,45
a tn <5,65;
- da u 15,6;
a c 15,Pj;
-dam 16,00
am 16,20 .2
gruppo : n° 3
campionl prelevati dal pozzo MS 3B
- da
□ 20,40 am 20,60;
►
- da
- da
it 20,60 a m 20,80;
m 20,80 am 21,00,
♦
go gruppo °
:n
caapioni prelevati dal pozzo MS 3D
- da
m 24,fO a d 25,00;
- da
m 25,00 a m 25,20;
ii 25,30 a m 25,50.
0
I campion! erano contenuti in involucri metallic! del diametro di 60+90 mm della lunghezza di 230 mm .
II programma dalle prove richieeto au ciascun gruppo di campio ni comprondeva :
- analiai granulotne tries;
- determinazione del limit! di consietenza;
- deteraiinazione della reaietenza a rottura mediante compressio ne triassiale lenta;
- coapreasione edometrica .
Il progranma svolto £ stato in parte modificato in quanto :
i caiapioni del 1° gruppo sono rieultati coetituili da due ter rem difftirenti, l‘uno a granulometria piu' fine e di alta plasticity (cacpioni da m 9,65 a ei SO,00 parte superiore e dfi e i3,00 a ei to, 35 parte inferiore) e l'altro a granulome- tria p lu» gr0QDa e di media plasticity (campioni da d 9,65 
a m '0,00 parte inferiore e da ci 10,00 a id 10,35 parte sup£ Fiore). I’ertanto, bu queoto I gruppo di ca^pioni sono state% in peso della frazione con d (mm) inferiors a
0,002
0,331
0,327
0*327
2,63
2,70
2,70
0,432
0,724
0,459
0,325 0,107
‘0
W IE
Profondith
m
9,65*^0,00 parte oup
10,00*10,35 parte inf 9,65*10.00 parte inf.
10,00*10,35 parte aup. 13,50*13,70
11,70*11,90 12,00*12,25
Ys gr/cm 1,426 1,428
0,439
0,336
1 ,200 0,435
0,285
0,123 0,765
0,438
0,334
20,40*20,60
20,60*20,80
20,80*21,00
25,00*25,20
^5,30*25,50
0-370
0,372
0,347
1 ,250
1 ,247
1,361
0,364 1,363 0*355
0,367
1.309
peso epecifico dei granuli ( in f J valore etimato);
limite
limite
indice
di liquidity;
Y, c
di
di
I?
e
peeo aecco dell’unitfc di volume; coeeione;
angolo d’attrito;
indice di poroeitk iniziale .
contenuto
plaeticita; plasticity (wL - wp); naturale d’acqua;= 4 «=
-nite due anallai granulosetriche e due detercuna&ioni
e ee u>* *
v
ft
del limit! di conaistenza;
slcuni campioni, n causa del loro atato di conservazlone, non
ono risultati utilizzabili per l'esecuzione delie prove di
com'/resaione triaseiale. Fertanto, tali prove sono erate ese- guite soltanto aui gruppi I, IV, V e VI .
risultati sono ripartati nelle figure da I a 23 e riasaunti
nella tabella I .
Le prove sono atate effettunte secondo la norsalc tecnica di la borntorio adottata dall • I etituto, deecntto nell' Appendice A .
Napoli, 6 Luglio 1969
IL DIHETTOHE
(Prof.Ing. Arngo Croce)ff
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A oeconda della cospaaizione granulosetries del cajpicai qus-
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aeiitazione e auqceaeiva atacciatura.
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aairo di Casagrande. La preparazione dai provlfil i stata effet
1
;uata eeeondo la norma dell American Society of Testing Mate
rials (A.S.T.M.) Dee. 422-6'T, adeperando case deflocculants
una aoluzxone di mataeillcato di aodio £!U Si 0^ ■ 9H^ 0) a
3° Baume in ragione di 20 cmc/l .
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~ ‘ acala naturals, l valorl £ dells percentuali in peso dei Erar*°lli, 11 cui diametro fe inferiors o al plu' uguala al va- -ore d corrlepondente all'aaalsea. Congiungendo con line* c ontinua 1 punti coal ottenuti, al rxcaca la curve grnnulose- vr ica a curva di accumulations del dato campions.
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sa di rottura la pressione dell'acqua contenuta nel pori del provini [preasione neutra).
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suf^li C°n ncc*Ua’ ci& stato indicato aggiungendo al siatolo S il
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si poteva considerate raggiunta la condizione di equlibno sot to quel carico, ovvero one I'effetto primario ai era esaurito.
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1 corrispondenti indici di poroaiti e ir> scala naturale. In
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Porosity eQ .
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Q’f'p-iESlI ONE edoxetrica
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'‘-i l tmica 0 unlit) ordmatu 1 comapondenti cedi merit! accusa . ‘ <lul proving in ocala naturals .
x

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Summery

Melka Sadi-Amibara Irrigation Project Summary

Melka Sadi-Amibara Irrigation Project Feasibility Study

Geology and Hydrogeology Report Summary

Prepared by: Italconsult for the Imperial Ethiopian Government Awash Valley Authority

Date: July 1969

Location: Middle Awash Valley, Ethiopia

1. Project Scope

The geological and hydrogeological investigations aimed to:

Identify optimal sites for weirs at Melka Sadi and Melka Warar
Assess stability and water-tightness conditions
Evaluate engineering properties of ground along the river dyke
Analyze nature and hydraulic behavior of plain alluvials
Determine groundwater potential

2. Key Findings

2.1 General Geological Outline

The region features:

Thick alluvial deposits (>100m) from Pliocene to present
Basic volcanic complex underlying alluvium
Recent volcanic activity (last eruption ~100 years ago)
High seismic activity along Ethiopian Rift Valley

2.2 Melka Sadi Weir Site

Recommended foundation on conglomerates (excellent mechanical properties, impermeable)
Surface silts have very low bearing strength (unsuitable for foundations)
Construction joints needed to accommodate seismic activity

2.3 Melka Warar Weir Site

Right bank on basalts, left bank on old alluvium below 728m elevation
Safe bearing capacity >1 kg/sq.cm
Low permeability in alluvium, slightly higher in basalts
Additional investigations recommended for final design

2.4 Dyke Construction

Soils suitable for construction (safety factor >2)
Expected settlement ~30cm over >6 years
Materials classified as silts, sandy silts and fine silts (A6, A7 AASHO classification)

2.5 Plain Alluvials

Very low permeability (vertical: ~1×10^-5 cm/sec, horizontal: ~2.4×10^-4 cm/sec)
Aquifer is practically static with low hydraulic gradient
Expected saturation from irrigation in 5-6 years - drainage system required
High salt content in waters (0.4 to 10 gpl)

2.6 Groundwater Potential

Water-bearing sand/gravelly sand horizons found near volcanic hills
Potential yield ~5 liters/second (needs further investigation)
Wells would need to reach >100m depth

3. Investigation Methods

Activity	Quantity
Drilling (total meters)	986 m
Undisturbed samples taken	114
Standard Penetration Tests	26
Water absorption tests	96
Hand-dug pits	58

4. Conclusions

The geological conditions support the irrigation project with proper design considerations for:

Weir foundations on suitable strata
Construction joints for seismic accommodation
Drainage system implementation within 5-6 years of irrigation
Potential groundwater development with further investigation