FEDERAL DEMOCRA TIC REPUBLIC OF ETHIOPIA MINISTRY OF WATER RESOURCES ERER DAM & IRRIGATION DEVELOPMENT PROJECT Volume IF: Annex C: Geotechnical Study (Final) Detailed Design Report May, 2009 CONFER 7 ENGINEERING AND CONSULTING ENTERPRISE P.LC. (CECE) ENGINEERS IVA TER RESOURCES & AGRICULTURAL DEVELOPMENT PLANNERS I'.O.HO.XTHI..15I-II/AJ9244 FAS 25I-II-66J924S AUDIS AIIA BA E-mail cnnmt'SVrhiofwl^i El 11101*1 A WWW. roiirerlcnEnwruif.cuiii hi association with Con Milling Eitfineerinx Service (LTD)Executive Summary Volume I : Dam & Appurtenant Structure Annex A: Dam Design Annex B: Dam Appurtenant Structures Annex C: Geotechnical Study Annex D: Hydrology Volume II: Irrigation & Drainage Annex E: Irrigation & Drainage Design Annex F: Road Infrastructure Annex G: Project Control Centers Annex H: Operation & Maintenance Manual Volume III: Project Worth AnalysisTabic of Contents A b s t r a c 1 INTRODUCTION........................................................................................... 1.1. General 1.2. Objectives.................................................................................................. /. 2.I. Geological Investigations................................................................... 1.2.2. Geotechnical Investigations.......................................................... 1.3 Scope of Work........................................ ••••••........................................... 1.4 Methods and Approaches of Investigations 1.5 Location and Accessibility 3 GEOMORPHOLOGY 3.1 Topography/Relief. 3.2 Drainage Patterns 4 SEISMOTECTONICS AND SEISMICITY OF THE AREA 4.1 Seismic Evaluation of the Area 5 PREVIOUS WORKS 5.1 Geology.......................................................................... •; 5.2 Selection Of Dam Site And Finalization Of Project Layout 5.2.1 Alternative - I 5.2.2 A Iternative - Il 5.2.3 Alternative - III 5.3 Geotechnical Investigations 5.3.1 Geophysical 6. REGIONAL GEOLOGY OF THE AREA 6.1 Geological Setting 7 GEOLOGY OF SITES 7.1 Preface 7.2 Dam and Reservoir Area18 7.2.1 Biotite Gneiss19 7.2.2 Hornblende-Biotite Gneiss22 7.2.3 Quartzo-Feldspathic Gneiss 7.2.4 Marble Bands/Layers 7.2.5 Gianites and Granite Gneiss 7.2.6 Pinkish Granite 7.2.7 Surfacial Deposits 7.2.8 Alluvial Deposits 7.2.8 1 Soil............................................................................. 7.2.8 2 Sand' " 7.2.8.3 Gravel 7.2.9 Residual Soil Deposits ... l .. 1 .. 1 .1 .. 1 .. 1 .. 1 .2 ..3 .5 .5 .5 .7 ..7 11 11 11 12 13 14 15 15 17 17 18 18 7.2.10 Colluvial (Scree) Deposits 7.3 Spillway 7.4 Canal Alignment and Command Area 8 GEOLOGICAL AND STRUCTURAL FEATURES 8. i Preface 23 23 24 26 26 .26 .26 .26 .26 .27 .28 .30 .33 .348 2 Faults/Fractures and Shear Zones . 8 3 Folds 8.4 Foliations 8 5 Boudinages•• 9 GEOTECHNICAL INVESTIGATIONS 9.1 Geophysical Surveys.............................................................................................. 9.2 Exploratory Drilling 9.2.1 Proposed Drill Holes 9.2.2 Brief description of drill holes 10 GEOTECHNICAL EVALUATION OF CONSTRUCTION MATERIALS 10.1 Introduction 10.2 Quantity of Materials Required 10.3 Borrow Area Surveys........................................................................................................... 10.3.1 General 10.3.2 Borrow Areas for Clay 10.3.3 Shell Material 10.3.4 Rock for Rip-Rap and Coarse Aggregates 10.3.4 Filter and Fine Aggregates 10.4 LABORATORY ANALYSES 10.4.1 General 10.4.2 Impervious Soil for Clay Core57 10.4.3 Fine aggregates and Filter59 10.4.4 Shell/Casing material:59 10 4.5 Aggregate and riprap60 10.5 CONCLUSIONS 11 OBSERVATIONS ON PRE FEASIBILITY AND FEASIBILITY REPORTS .. . 62 .38 .38 .40 .40 .41 .41 .43 44 .46 .46 .46 .46 .46 .49 .53 55 56 57 61 11.1 Preface............................................................................................................................................ 62 11.3 Spillway Area63 11.4 Spillway 65 12 GEOTECHNICAL DISCUSSIONS 12.1 Preface 13.CONCLUSIONS AND RECOMMENDATIONS 13.1 Conclusions 13.2 Recommendations LIST OF PLATES 1- GEOLOGICAL MAP OF ETHIOPIA 2- MAP SHOWING GEOLOGY, LINEAMENTS, TOPOGRAPHY AND EXPLORATIONS COMPLETED BY DRILLING3- THE LATEST RECOMMENDED EXPLORATION PROGRAM FOR DAM AND SPILLWAY AREAS 4 -GEOLOGICAL CROSS SECTION ALONG DAM AXIS 5 -PLAN OF SPILLWAY 6 -GEOLOGICAL SECTION ALONG SPILLWAY ALIGNMENT ANNEXURES 1- DETAILED GEOTECHNICAL INVESTIGATION 2- DETAILED DESIGN LABORATORY ANALYSIS RESULT 3- GEOLOGICAL LOG OF TEST PITS 4- BORROW AREA & QUARRY AREA TEST PITS 5- BORROW AREA & QUARRY SITE SAMPLING 6- LABORATORY TEST RESULTS OF SAMPLES 7- CLAY BORROW AREAS TR 2 INDEX PROPERTIES 8- CLAY B0RR0W1, INDEX PROPERTIES 9- TEST RESULTS OF ROCK SAMPLES 10- LABORATORY TEST RESULTS (MARCH 2007) 11- LABORATORY TEST RESULTS OF ROW SAMPLES 12- PETROGRAPHIC DESCRIPTION OF ROCK SAMPLES 13- SHELL MATERIAL GRADATION SAMPLES 14- LABORATORY TEST RESULTS APPENDIX 1 DETAILED GEOTECHNICAL INESTIGATION 2. DETAILED DESIGN LABORATORY RESULTS 3 BORROW AREA AND QUARRY SITE COORDINATES4 BORROW AREA AND QUARRY SITE SAMPLING 5 LABORATORY TEST RESULTS OF SAMPLES 6 INDEX PROPERTIES CLAY BORROW AREAS -1 AND 2 7 INDEX PROPERTIES CLAY BORROW I 8 TEST RESULTS OF ROCK SAMPLES 9 LABORATORY TEST RESULTS (CLAY) 10 LABORATORY TEST RESULTS OF ROCK SAMPLES 11 PETROGRAPHIC DESCRIPTION OF ROCK SAMPLE 12 SHELL MATERIAL GRADATION TESTS 13 LABORATORY TEST RESULTS - TRIAXIAL AND PERMEABILITYErcr Dam & Irrigation Project ZCECE & CES Abstract The Error Irrigation Development Project comprises a proposed 36.6 m high and 1.4 km long earthen dam with a spillway on the left and a canal head regulator on the right flank across Errer river. The Project is located in Oromia and Haran National Regional States about 450 km from the capttal city of Addis Ababa and connected by a 525 km long Add.s Ababa-Harar metalled road. The scheme has a geographic coordinates of 102835 N and 196823 E. The project was identified and conceptualized during the course of Integrated Development Master Plans Studies of the Wabi Shcbele river basin and the work in phase-1 (reconnaissance survey) commenced in 2001-2002 The area sustains a rolling topography having low height ridges and a flattish bowl shaped river basin with wide expanse of its flood plain. Geologically the rocks comprising granite gneiss, mica gneiss, migmatites, marbles, amphibolites and igneous derivatives belonging to Precambrian, Palaeozoic — Mesozoic and recent age, have been reported from the project and adjoining areas. A number of alternative dam alignments were studied in detail before embarking on freezing the altcmative-I which was considered having some definite edge over the others, in respect of the dam length, amenability of spillway location and principally the geological environment. Exploration in the dam and spillway area through geophysical resistivity survey, drilling and pitting, including the permeability and ‘N’ value determination of the overburden material have been accomplished during the pre feasibility and feasibility stage studies to decipher the prevailing subsurface geological conditions and characterization of the materials. Ultimately, however, the final geological section has been prepared based on the latest explorations carried out at site which has been adopted for finalizing the dam and spillway design. The VES profiles from the area initially indicated the occurrence of thick overburden which was subsequently discarded after commencement of geological mapping and drilling of bore holes. In the river section, however, a thick overburden of about 18 m, comprising 4 m of silty clay, sand mixed with gravel and 14 m of river borne materials comprising boulders, sand, silt with minor clay was proved through exploration encompassing 100 m towards the left and 288 m on the right flanks from the center of the river respectively. Overburden comprising top soil and weathered bed rock was observed to be of the order of 8 m on the right bank and 13 m on the left bank towards the dam top respectively. The stripping limit for the foundation has been geologically evaluated to be at 1332.5 m. i Annex C: Geolech nicalSludT! Final Det^icdDcsign /2OO9Ercr Dam & Irrigation Project ZCECE & CES After reviewing the various options, it has been concluded, that, a positive cut-off up to the rock foundation in the form of a sluny trench will be the best economically viable alternative with a provision of grouting 3-10 m below the fresh rock to cut-off the seepage path to the desired extent. However, in the mid section of the dam due to the excessive depth of overburden in the river valley protion, it is not feasibile to construct positive cutoff due to likely construction difficulties, viz. heavy dewatering requirements and instability of sides of excavation etc. Hence plastic concrete diaphragm shall suffice under the positive cutoff arrangement, it is recommended to have 3.0m nominal grouting depth at maximum section beneath the concrete diaphragm and, using a depth of 0.5 of hydraulic head at other sections. Evaluation of construction material has been conducted at the site with determination of their physical properties in the laboratory to adjudge their suitability in the dam construction Laboratory tests of samples from some borrow areas have indicated the occurrence of dispersive clays, whose usage is not considered favorable as a dam fill material. Geological evaluation of the reservoir recorded the absence of any landslide in the reservoir rim area and removed the probability of the stored water escaping to other valleys. No important economic mineral deposit is likely to come under its submergence There has been no evidence of any thermal spring at the dam site and the vicinity. Since the area falls within the Zone IV of the rc-cvaluatcd seismic zoning map of Ethiopia, the designs may require adoption of suitable seismic factors. An,,cx C: Gco,cch^siUd?7— ------------------------------------------------- iiErer Dam & Irrigation Project /CECE & CES 1 INTRODUCTION 1.1. General This report collates the available information from pre feasibility stage study, feasibility stage investigations and to the recent explorations and laboratory tests conducted at site. Evaluation of geological and structural setting of an area is considered important parameters required for economical, safe and sustainable planning and development of water resources projects. As such, the selection of dam site and appurtenant structures, followed by detailed geological examination of litho units, identification of structural disconformities substantiated by the study of river valley and associated slopes for stability' appear worth mentioning. Besides, the foundation conditions, the prevailing topographic features requiring type and stability of structure, availability of construction materials, their suitability to meet the design requirement and proximity of the quarry/borrow area sites are significant for techno- economic design of engineering structures. 1.2. Objectives /. 2.1. Geological In vestigations • To prepare detailed geological map of the dam site and reservoir areas. • To construct geologic cross-section of the dam axis and spillway • To assess the suitability of the underlying lithology and geologic structures for the constructions of dam and spillway and assessment of reservoir tightness and slope stability. • To assess and study geomorphologic features and their impact on the project. 1.2.2. Geotechnical Investigations • To prove the depth of overburden and bedrock level. To study the nature and extent of soil and alluvial sediment overburden with respect to abutments and section of the dam. • To identify the prospective areas and to assess the quality and quantity of the construction materials and their proximity of die construction site 1.3 Scope of Work The study on geology and structure of project area included: AnnCX C: Ge0,C^;ri^^ 1 zErerDam & Irrigation Project ZCECE &CES any and evaluation of the general stability ot slopes wnnm me p.ujevu — important structures would be accommodated. Any apprehension of future problem involving activation of any natural cause towards river blockade etc. has also been duly addressed. Investigate nature of rock and their strength for stability of the civil engineering structures. Assess availability of construction materials such as masonry stones, gravel, sand, and clay to be used for dam fill and for production of concrete aggregates. Exploration through geophysical surveys, drilling and pitting to know the depth of overburden, their physical characters and occurrence of structural discontinuities if any which may adversely affect the dam and its components. 1.4 Methods and Approaches of Investigations Aerial photo and satellite imagery interpretations of the proposed dam site, reservoir area, and command area on a scale of 1:50,000 were conducted to bring out major lithologic units, lineaments and other structural features. The satellite imageries were particularly used to distinguish regional structures such as NW-SE fault/ffacture set, NE-SW trending shear/fault zone, and minor E-\V fault/ffacture set. The photo- geological map and previous geological maps (eg., from prc-feasibility report of EIP and other sources such as reports from Geological Surveys of Ethiopia) were used as base maps for detailed geological and structural mapping of the proposed dam sites (alternatives I, II, and III) on 1:2,000 and for reservoir area on 1:20,000 scales. Observations of rock outcrops and geologic structures (major structural elements including faults, joints, folds, foliations/gneissic bands, etc) and measurements of their attitudes (dip and strike of planer features and plunges of lineations) were conducted at appropriate scales. identification of potential construction material sites (Borrow areas, shell material sites, rock quarry site and sand sources) and collection of representative samples for engineering property determination and petrographic studies were undertaken. Annex C: Geoiechnl^^TH^^^ 2Erer Dam & Irrigation Project ZCECE & CES 1.5 Location and Accessibility The Error Irrigation Development Project site is located in Oromia and Harari National Regional States with UTM coordinates being latitude 1028353 N and longitude 196823 E. (figure 1.1) It can be reached by the 525 km Addis Ababa—Harar asphalted road and 19 km Harar— Jijiga graveled road. The dam site is situated about 6 km upstream of the Errer River Bridge on Harar—Jijiga all weather gravel road. The Errer dam site can also be reached via Harar- Errcr Woldiya all weather road (14 km) and 7 km dry weather road after turning right from the Errer Woldiya road. This road connects the upstream side of reservoir as well. The presence of cactus plant and growth of thorny bushes confront the easy accessibility to the left bank where as the right bank offers more easy access for geological evaluation A ™“ C: ---------------------------------------------------- ------- -------------Ercr Dam & Irrigation Project ZCECE & CES 2. SALIENT FEATURES OF THE PROJECT Latitude and Longitude (Dam site) • Latitude and Longitude (Command area) . UTM 1009300 N to 1028300 N (9°07 17 Nto9°17 40 N) and UTM 193375 E to 199650 E (42° 12 24 E to 42°J6 03 E) Catchment area : 419.00 Sq. Km Annual rainfall 650 mm to 800 mm Net CCA : 4115Ha Rjvcr Bed (deepest) : 1348.00 m Dead Storage Level / New Zero Elevation (50 years) : 1369.85 m MDDL 1371.00 M FRL 1379.00 M MWL 1382.60 M Dam Type Zoned Earth fill Top of Dam 1384.60 m Maximum height of dam 36.60 m Gross storage 5067.50 Ha-m Live storage 2303.40 Ha-m Spillway Type Ogee weir with inclined chute Waterway of spillway 30 m Inflow design flood (greater of 0.5 PMF and 10,000 year return period) Spillway routed flood 641.90 Cumec 440.50 Cumec Irrigation Outlet Canal Annex C: Geotechnical Study / Fmal Detailed Design Report Z2009 4ErcrDam & Irrigation Project /CECE & CES 3 GEOMORPHOLOGY 3.1 Topography/Relief The two prominent fracture systems NE-SW and NW-SE combined with lithology, control the geomorphological features such as ridges/hills and depressions. Mostly the fracture systems, which also form blocky outcrop patterns mainly in granites and granite gneiss that dominate the high-lying topographic features, control the drainage patterns. Geomorphologically the project area is dominated by low to medium size hillocks on either side of the river occupied by the granite gneiss forming the hilly topography of moderate relief. High volcanic pediments and plateau arc dominant in the north and form the source of Errer River and its tributaries. The hill slopes of the river on either side are gentle to steep at places. The elevations in the catchment area varies approximately between 1347 m at dam site to over 2800 m amsl at Ejersa Goro area, where the mountains are formed by Tertiary volcanic rocks, mainly basalts. The slope of the land goes down towards southwest in the same direction as the river flow. The Errer River is located in the northeastern Wabi Shebele Basin with annual rainfall ranging between 650 and 800 mm. 3.2 Drainage Patterns The Errer Sub basin originates from the mountains of Kombolcha and Ejersa Goro NE of Harar town. The river flows southward in a narrow valley bounded by a mountainous terrain with medium relief on both sides up to the proposed dam site. The characteristics of the upper reaches of the catchment of these tributary streams are steep valley with high escarpment. The upper most part of the main Errer river valley, about 8 km upstream of the dam site, is quite broad, formed by intersection of different structures, which control the drainage patterns of Hida, Samte, and Konya. The structures that parallel the Hida and Samte streams are responsible for shaping the Errer valley and its tributaries (Fig. 1). 1 he project area is found in the upper course of the Errer River where the narrow valley starts widening. The valley further narrows down to the end of the area proposed for irrigation development. Another broader valley is recognized in the middle course of the river up to the lower course where the valley becomes narrower up to its confluence with the Wabi Shebele River. Annex C: Geotechnical Study / Final Detail Design Report /2009 5River Errcr flows in a general North-South direction at the dam site. The drainage patterns arc more structurally controlled in the area and generally follow the major lineaments forming angular and dendritic drainage patterns. The angular patterns well developed on the right side of Errer River in areas underlain by granite gneiss and granites, which generally exhibit intersecting joints that control the stream course. Figure 1 Drainage patterns controlled by structures Annex C: Geotechnical Study / Final Detailed Design Report /2009 6Erer Dam & Irrigation Project /CECE & CES----------------------- --------------------- ------------------------------------ 4 SEISMOTECTONICS AND SEISMICITY OF THE AREA 4.1 Seismic Evaluation of the Area Ethiopia has experienced effect of earthquakes and volcanic activity with greater concentration of epicenters in and adjacent to the Main Ethiopian Rift (MER) valley and in the Afar region where earthquake events as large as magnitude of 6.7 have been recorded. An earthquake zoning map has been appended to this report (Fig-2). Records indicate that 75 percent of the earthquakes are concentrated along the MER. However, few earthquake events are also recorded away from the nft arcas/zones (Fig-3). Geologically, Harar-Errcr area exposes the oldest Precambrian rocks consisting of gneisses, migmatites, granites with pegmatites and quartz veins. These are overlain by the Mesozoic sedimentary' succession of Adigrat Sandstone Formation and of Hamanle Limestone Formation. Structurally the prominent lineament features of the basement are aligned in NE-SW and NW-SE directions with minor East-West and North-South trending sets. One of the major regional discontinuity feature trending in NW-SE falls to the east of Errcr dam site paralleling the southern extension of the Red Sea structures; and is located about 50 km east of the dam site. The southeastern margin of rift valley is also located about 50 km to the west of the site. The Earthquake data of earlier than 500 years is reported to be neither accurate nor complete to be subjected to any statistical analysis. The repository of the data is the World Data Center of Seismology. Denver USA with the source being the US Geological Survey. The data generated indicates that the lineaments in the dam area have got short extensions and have not been the source for any earthquake event. However, the review of the earthquake data of the surrounding areas (within 200 km) indicates few earthquakes of the magnitude 4-5 have been recorded, and are of shallow focal depth. The following parameters need to be considered for assessment of seismic conditions for the dos.gn of dam and related structures: 1 Statistically the site lies in the Intensity zone of VII or more, 2. The closest earthquake source in the past is more than 50 km AnnCX C: Gcotc=“ SmdyTFinZB^ledDesign/2009 away from the dam site to the east, 7Erer Dam & Irrigation Project ZCECE & CES 3. The MER margin passes to the west in the upper reaches, 4. A major lineament feature passes in NNW direction to the cast of the dam site A seismic ha7ard map has been prepared by the Ethiopian Building standard classifying the country into five zones. The maximum hazard zone 4 falls in the Rift valley. As per the above map Harar area and the dam site fall in Zone I. As per the Seismic Risk Map 100 year return period 0.99 probability earthquakes enclosed with the Master Plan, Final Report Vol. IV of WAPCOS (1990) the project area falls in the Maximum Intensity zone of 8 and above on MM scale The predicted ground acceleration based on studies conducted by Acres, Canada for some of the projects in the country, the Error Project falls in Predicted Acceleration 0 -10 % g with a predicted maximum intensity of VII to IX as per the Seismic Zoning Map of the country. Annex C: 8I I I I I I I I I I I I I I I I I I 18° SUDAN DJBOUTI Gololcha 6° KENYA 36° 42° Figure 2 Earthquake zoning map of Ethiopia (Modified from Laike, 1986, WAPCOS, 1990). Intensities are in MM scale. Annex C: Geotechnical Study / Final Detailed Design Report /2009 9FIGURE 3 Earthquake Epicenters with magnitudes and existing volcanos in Ethiopia. I V I I I I C: SW, / pi„„| Design Rtpon — 10ErcrDam & Irrigation Project /CECE & CES PREVIOUS WORKS 5.1 Geology Errer Img.l.on Project was identified in the course of integrated development master pl» studies of the Wahi Shebele river basin. The Phase 1 (reeonnarssance Sumey) (WWDSE, MCE, and WAPCOS, 2002) and Phase II (data collection, survey, and interpretation) (WWDSE, MCE, and WAPCOS, 2003, 2004) provide regional geological and tectonic setting as well as general stratigraphy of the area. Regional geological mapping of the Harar Sheet (NC38-9) at a scale of 1:50,000 was recently completed by the Geological Survey of Ethiopia (GSE) and compilation at a scale of 1:250,000 is under progress. Habtezgi et al. (1990) and Alemu and Kebede (2006) presented significant account of the geology and structures of Errer project site and adjoining areas. Precambrian basement rocks and Phanerozoic cover rocks, which include Late Paleozoic- Mcsozoic sedimentary succession, Tertiary sedimentary and volcanic rocks, and Quaternary sediments, underlie the Wabi Shebele basin. The Errer project sites (reservoir, dam, and command areas) arc almost exclusively located in areas underlain by Precambrian rocks except minor surficial deposits along Errer River and its major tributaries. The Precambrian basement rocks consist of various types of gneisses, migmatites, and marble layers of amphibolite facies are largely intruded by granites of different orogeny. More detailed and site-specific investigations were conducted during pre-feasibility study of Errer Irrigation Project by WWDSE, MCE, and WAPCOS (2005). Geological mapping on 1:50,000 scale, showed the occurrence of Precambrian basement rocks viz., biotite gneisses, amphibole-biotite gneisses and migmatites; and alluvial deposits (gravel, sand, silt and clay) in the area. Mesozoic sedimentary’ rocks (Hamanlc and Adigrat Formations) are reported to occur west, southwest, and south of the project area. 5.2 Selection Of Dam Site And Finalization Of Project Layout During the pre feasibility stage investigations the project was conceptualized in combination with few other projects in the Oromia and Harari National Regional States when the command area schemes were framed up which necessitated geological evaluation encompassing a very' large area and some observations on the Errer Irrigation scheme with arbitrary- selection of the dam site where some minor geological explorations had been envisaged and accomplished. Since sketchy information could be retrieved during that period rough insufficient geological investigations, subsequent planning to provide a pragmatic shape to bring the project into being was contemplated through more realistic stud.es at site by implementing detailed evaluation of various aspects. Jo low up act.on the project was made to roll over to the feasibility stage for undertaking a detailed feasibility evaluation before which it was cons.dered important to finalize the layout of the project. In the process three number altcmat.ve layouts were studied and zeroed Annex C: GeoicchmcITsiudy / Final Detailed D^n Report /2OO9 1 1 AErer Dam & Irrigation Project /CECE & CES-------------------------------------------------------------------------------- down to the one having better merits based on geological environment as compared to the other two. In order to evaluate geological details with respect to layout of dam and appurtenant structures, geological mapping of the dam site alternatives (I, II, and III) was carried out to record all-important geological and structural features encountered. Mapping was earned out by taking traverses along the main dam axis and right and left abutments up to the terminus points and beyond. The geological mapping encompassing the main dam areas earned out on the survey sheets provided by the clients was extended to examine the isolated exposures located in and around the dam axes as well. Intial disagreement between the levels recorded by GPS and the levels recorded on the survey sheet was however sorted out and reconciled. The areas of alternative Dam site Alternatives I, II and III surveyed are generally underlain by high-grade migmatitic gneisses, granite gneisses, biotite gneiss, amphibolite biotite gneiss, and amphibolite with marble bands. The foliation/gneissic fabrics generally trends NE-SW dipping gently towards NW i.c. towards upstream with local swings to East-West and even North-South. The area appears to be affected by a left lateral shear zone trending NE-SW and dipping at 70° to 85° towards northwest. In addition, a fracture system trending NW-SE and dipping vertical to sub-vertical towards northeast is quite common. The other less prominent fracture systems trend almost East-West and North-South Since, the topography of the area was observed to have a rolling configuration with large width of the valley having an anticipated deep overburden cover resting on basement crystallines as evidenced by the preliminary' geological examination and gradually rising abutments at shallow angles, an earth dam with central core was postulated for execution over and above the concrete gravity dam with significant limitations. In view of the paucity of the required material, the rock fill dam alternative was also discarded. Geology and structures of the alternative sites (Alternatives I, 11 and III) are however discussed here in as follows: 5.2,1 A Iternative - I At this site the length of the dam is likely to be about 1.4 km Granite gneisses and migmatites traversed by NE-SW trending shear zone and NW-SE trending fault and fracture system encompass both the right and left abutments. Intercalations of hornblende-biotite gneiss and biotite gneiss are also present. Right Abutment Ihe slope of the right abutment rises very gently (0-6 %); except towards the dam top where arplj nses forming a precipice (foot-hill of Rorisa ridge) underlain mainly by granite amph,boie biotitc -~ Annex C: Geotec^i StudyT^TBetailed DJFgn Report /2009 12Ercr Dam & Irrigation Project ZCECE & CES The in situ rock outcrops are characterized by openings trending parallel to the NE-SW trending shear zones and NW-SE trending feults/fracturcs Dome like outcrops are the erosional features observed all throughout the valley. Hie intensity of the openings in the rocks were thought to be reducing with increasing depth, which according to earlier workers, necessitated probing through future explorations. Left Abutment Unlike the right abutment the left abutment rises uniformly with gentle slope till the dam top. Some blocky granite exposures are common on the left abutment as well. Large detached blocks/boulders, as observed above the dam top on the right bank, are absent. Rock is exposed from about 50 m downstream of the dam axis and continues upstream where small dome-like granite gneiss outcrops are observed The rock exposures on the slope are highly weathered and at places covered by small thickness of silty sandy soil admixed with gravel/pebble/cobble The granite gneiss exposures exhibit two fracture systems trending in NE-SW and NW-SE direction dipping 75°/250° (SW) and 80°/340° (NW) respectively. The NE-SW fractures are oriented parallel to the major shear zone described above. The NW-SE trending fractures are often filled with quartz veins, which are at places boudinaged. 5.2.2 A Iter native - II At this location the length of the dam is likely to be of 1.34 km which is 60 m shorter compared to the dam site under alternative - I. The litho units and geological structures prevalent at site arc similar to that of the alternative — I. However, the site specific discussions are incorporated here as under - Right Abutment The slope constituting the abutment is flat and very gentle excepting towards the dam top. lying on the slope of a small hill (Kurfa Muxe). Blocky granite gneiss, migmatitic gneiss and amphibole-biotite gneiss outcrops underlie the Kurfa Muxe hillock. The detached blocks/boulders of granite gneiss are similar to that described for the right abutment of the dam site under alternative - I. If the site is considered for construction of darn, all the boulders on the slope need to be removed to mitigate the possibility of rock-fall endangering the structure. It was opined that, the nature and depth of the overburden, bedrock, dimens.on of fractures m the rocks and its depth and degree of weathering etc. need to be addressed using geophysical investigations and subsurface explorations through drilling and pitting accompanied by the required field and laboratory tests. § Annex C: Geotechnical Study /FinalDeiailed Design Report /2009 13ErerDam & Irrigation Project/CECE & CES Left Abutment The left abutment is underlain by medium- to coarse-grained pinkish granite, which grades to gneissic variety on either sides of the ridge. The slope rises gently to the dam top where dome- L exposure is observed Bedrock is not exposed on the slope excepting rnlenn.ttent y and remains mostly embedded in a metre thick silly • sandy - soil overburden. ApanI from the alluvial deposits towards the Errer river channel, terrace deposits mixed with alluvial fan/eone from the tributaries, and thick res.doal soil constitute the overburden matenal. 5.2.3 Alternative - III At this site, the length of the dam increases to 1.68 km, which is significantly longer as compared to alternative - I and II Right Abutment Granite gneisses intercalated with amphibole-biotite gneisses, which are often migmatitic, underlie top part of the right abutment. Blocky outcrops are quite common on the slope. The rocks are traversed by faults (NW-SE trending) and shear zone (NE-SW trending). The competent granite layers in the amphibole-biotite gneiss arc boudinaged with extension direction parallel to the shear zone. Open fractures are common and would required detailed investigations to determine their nature with increasing depth. Left Abutment The slope rises gently and underlain by thick sandy gravelly soil, which is full of carbonate concretions. Towards the foolhill of Ali Kulo ridge or top of the dam; the carbonate concretions become frequent and boulders of granite gneisses, pegmatites and marbles are found lying pell-mell. Unlike the right abutment the left abutment is devoid of blocky outcrops. On the slope of Ali Kulo ridge marble layers interspersed with quartzo-fcldspathic rocks are exposed. The contact areas of the marble layers and quartzo-feldspathic rocks arc marked by calc-silicate rock variety. The marbles have variegated colors (white, gray, black, and pinkish) depending on the nature of impurities present. At this site, a few limestone mines are being operated by the local community who are selling impure marbles to Addis Glass Factory which is considered their main source of livelihood. The intercalations of such marble layers in granite terrain suggest the possibility of occurrence of skarn deposits and this recrystallized marble is considered to be mechanically stronger but chemically reactive. In view of the presence of limestone at the dam site or in reservoir, considered to be detrimental to the water resources projects, longer length of the dam, submergence of some life supporting industries, and the adverse economic scenario of the site - this alternative - 111 would make this site less suggestive for alternative. Annex C: Geotecluiical Study / Final Detailed Design Report /2009 14ErerDam & Irrigation Project ZCECE & CES It was therefore recommended, that, since the alternative - I has got better merits based on topography, geological environment etc. it should be adopted for final evaluation where detailed geological appraisal may be accomplished The work phases and quantum of geological investigations undertaken at die site arc discussed in the following paragraphs. 5.3 Geotechnical Investigations 5.3.1 Geophysical During the pre feasibility stage the geophysical investigations of the dam site were carried out by Vertical Electrical Sounding (VES) survey along a profile located a little downstream of proposed dam axis and two cross profiles of the Errer River to determine the types and thickness of the alluvial deposits and depth of the underlying crystalline basement rocks. The 1-8 VES points taken along the dam axis indicated that the maximum thickness of the alluvial deposit extends up to 38 m below the Natural Surface Level (NSL) (VES 2) on the right flank. A minimum thickness of 9 m (VES 4) was also recorded under the right abutment of the dam. On the left abutment the thickness of the overburden varies from 12 m (VES 8) to 22 m (VES 9). The geo-electric profiles indicate the occurrence of a succession of low- moderate and high resistivity layers, which may be correlated to a litho assemblage of fine- coarse materials and massive basement respectively. Furthermore, the variations of resistivity values within respective layers of the geo-electric sections may be related to the variation in grain size, degree of sorting, compaction, and moisture contents of the sediments. During the pre-feasibility stage of investigations the explorations by drilling of two drill holes were carried out on the right bank. The cores of these drill holes were examined and the test reports studied The inferences drawn from the study of cores and test results are given below. • Borehole No. 1 (location: 196167 E and 1028194 N) The drill hole was drilled to a depth 29 8 m on the right bank (refer geological map showing explorations) and had intersected overburden consisting of sandy silt, and sandy clay up to 12.15m below the NSL. Between 12.15and 19.75 m, plastic to stiff clay and sandy clay were encountered I-rom 19 75 to 21.52 m, gravel with coarse-grained rock fragments were met with. The drill hole intersected the bedrock at 21.52 m and continues till 29.80 m depth. • Borehole No.2 (location: 196373 E and 1028214 N) La w tri“eK “ ’ dcp’h °f 7 m only “d *b“d»“d duc d"“i"e -Mtatas as reported. This borehole has met sandy silt and clay to the drilled depth. ll Wn g 8e0l08,cal section t0 ^pict the subsurface litho units along the dam axis had . bl^n f° ° g otaLta ° a l ° n geological mapping and only two drill holes of which one was declared abandoned f 8 '°physica' limited fle |d cheeks i„ course ot Annex C: Geotechnical Smdy / Final DctailedDesign Report /2009 15Ercr Dani & Irrigation Project /CECE & CES With regard to the surveys for construction material, the report states the presence of sand in the river course. Reddish clay - silt falling under CL type of soil has been reported from this area. However, the exact locations of core, shell and filter materials in adequate quantity to meet the desired requirement commensurate with the standard specifications has been discussed in this write up. Limestone available about 20 km away from the dam site as recommended during early investigation stage may hardly be acceptable. 16ErerDam & Irrigation Project ZCECE & CES REGIONAL GEOLOGY OF THE AREA # 6.1 Geological Setting The Errer Irrigation Project area is located between the towns of Harar and Babile, where migmatitic high-grade gneisses of Precambrian age occur as windows bordered by Palaeozo.c to Mesozoic sedimentary succession and Tertiary to Quaternary volcanic rocks. The Precambrian basement rocks in eastern Ethiopia arc considered to be older crustal segment with Palaeoproterozoic-Neoproterozoic ages (2489 - 781 Ma) and extend to northern Somalia where similar rocks are exposed (eg, Teklay et al., 1998). Generally, they comprise compositionally monotonous gneisses and migmatites and carbonate (marble) layers intruded by pre- to syn-tectonic and post-tectonic granitoids. Recent geological, geochemical, and isotopic investigations conducted on Precambrian rocks of Ethiopia and adjacent areas indicated that the eastern Ethiopian Precambrian terrain is separated from the southern Ethiopian metamorphic terrain by a tectonic boundary believed to occur under the Phancrozoic cover rocks, i.e., Palaeozoic-Mesozoic continental and marine sedimentary rocks and Cenozoic volcanics. The structural features trend meridional to sub-meridional, as is the case in other Precambrian terrains of Ethiopia and adjacent areas (Plate - 1). During Late Palaeozoic to Early Mesozoic times the NE African and Arabic region was submerged; as a result of which continental clastic sediments and very thick marine transgressive and regressive deposits of carbonates, evaporites and clastic sediments (mainly sandstones) were formed. These sedimentary successions underlie most part of the Wabi Shcbcle Basin; and also extend to southeast, central and northern Ethiopia to as far as the Blue Nile gorge. The lower part of the sedimentary succession, namely the Adigrat and Hamanle Formations arc reported to occur in areas adjacent to the Errer Project site, particularly west of the command area. The regression of the sea that deposited the aforesaid sedimentary succession coincides with the beginning of upliftment of Eastern Africa and Arabia, which resulted in the development of the three rift systems viz. the Red Sea, the Main Ethiopian rift and the Gulf of Aden. The volcanic rocks, particularly forming plateaus, in northern and western parts of the Wabi Shebele Basin are commonly pre-rift continental flood basalts with minor rift-related denvatwes. Of the mam rift structures (NNW-SSE, NNE-SSW and E-W) the NNW-SSE and NNE-SSW arc oriented parallel to the older structures in the Precambrian terrains. On a larger scale, the East African rift system parallels the East African Orogenic belt, where east and west Gondwanas collided and amalgamated to form a super-continent. Nevertheless the combined effects of tectonic movements and denudation process exposed the Precambrian basement rocks, formed at the middle to lower cnrstal depth, which underlie most part of the project area today. Annex C: Geotechdc^ Study / Fhul Detailed Design 17Erer Dani & Irrigation Project /CECE & CES 7 GEOLOGY OF SITES 7.1 Preface Surface geological mapping of the project area (reservoir area and dam site) was conducted to understand the underlying geology, structure, and nature of the overburden. The areas investigated are entirely underlain by high-grade migmatitic gneisses, amphibolites, minor marble bands/layers, and different granite intrusions. Thick alluvial deposits cover the main Errer River and its tributaries Structurally the area exhibits four major fracture systems namely, (1) NNW-SSE trending with steep dips towards northcast, (2) NE-SW trending with sub-vertical dips towards northwest, (3) North-South dipping nearly vertically, and (4) ESE-WNW dipping sub- vcrtically. The NNW-SSE and NE-SW fracture systems are certainly the most common and control the drainage patterns. Folds and foliations/gneissic fabrics are rather common. The foliation generally trends NE-SW with dips of 30°-70° towards NW. 7.2 Dam and Reservoir Area Geological mapping of the reservoir area was carried out by field geological survey along selected traverse routes supplemented by aerial photo and satellite imagery interpretations. The valley slopes of the Error River and adjacent ridges are invariably underlain by Precambrian basement rocks comprising high-grade migmatitic gneisses, biotite gneisses, amphibole-biotite gneisses, amphibolite, quartzo-feldspathic gneisses, marble layers, particularly nearby left abutment of alternative III dam site, deformed granites and granite gneisses, and pink undeformed to weakly deformed granitic intrusions. Due to high grade metamorphism the Para-gneisscs and ortho-gneisses developed extensive migmatitic structures in most of the units Annex C: Geotechnical Study / Final Detailed Design ReportVzOOyFigure - 5 A view of lhe pan of reservoir area However, the litho units prevailing in lhe area as encountered during lhe geological mapping have been briefly described in lhe following paragraphs:- 7.2.1 Biotite Gneiss The unit is exposed in lhe northwestern part of the study area; and is predominantly composed of biotite gneiss with subordinate granite or quartzo-feldspalhic gneiss, and amphibolite and/or amphibole gneiss. It is characterized by well-defined gneissic fabrics and relative variation of mafic and felsic mineral proportions manifested by its dark to grey in color. I he biotite gneiss and amphibole gneiss layers at places form light to isoclinal folds. Intralolial lolds ol biotite gneisses arc quite common. I’he granite gneisses, al places grade to augen gneiss, ranging in composition from K-feldspar rich to minor leucocratic variety with less pink K-feldspar and wherever present, form a rugged topography, because of differential weathering. The biotite gneiss and amphibolite/amphibole gneiss weather readily; and hence shell material sites arc located in the unit both to the left and right of lhe l-.rrer river. The migmalilic varieties ollcn show ptygmalic folding. Intercalations of granite layers'bands of Annex (' Geotechnical Study / Final Detailed Design Report /2009 19Ercr Dam & Irrigation Project ZCECE & CES about a few mm to 20-30 cm are common. The boundary between the granite gneisses or granite bands and migmatites is sharp. Annex C: Ccotcchnic^ Sludy / Fillal Deeded Dcsi ~Overburden (including tcrraec dcpoiit. coltuviul deposit, rciidmil muI, and ulluviul funt/concM fn«m tributary *lrv:im<) Younger pink granite ('lightly deformed) I'rcdomirunlly grannie gnci*»c with subordinute biolite gnei** and amphibole biotite gnen* 1'rvdommunily biotite gnci**c with lubordmuie granitic (quitrw-fcldipulhic) gneina and amphibolilcAimphibofe gnei.** I lomblendc-bioiiic gncmci intimately intercalated with t|uarvo-fcld>pnlhic (gninitic) gnu in I I I QutirVo-fcldspuUiic gnei.v* intercalated with biolite gncinsi and marble luycrVbundsi Arvai intruded by pcgmaiitc und/or quarts vein* Migmatilic liiycnngVhand.v M. Truce* of minor ruull/fraclurc /one* Dam site option* sturt eyed Impure nturble I I I Strike and dip of foliation/gncmoiity I // Xheur/one* Motorable road Scale 0 0 5 I kin 194000 195000 196000 197000 198000 19 9000 200000 I- Figure 6 Geological map of the dam and reservoir area showing three alternative layouts( 1, II and III). Annex C; Geotechnical Study / Final Detailed Design Report /2009 21Figure 7 Sheared and m igmadlic biotite gneiss 7.2.2 Hornblende-Biotite Gneiss The unit is exposed on Kurfa Muxe hillock and Folanoota ridge and principally composed of hornblende-biotite gneiss intercalated with granite gneiss. The amphibole-biotite rich layers characteristically form tight folds with axis plunging 30° towards northeast and is strongly deformed with shear bands. The competent granite layers and quartz/pegmatite veins oriented parallel to the pervasive foliation direction (NE-SW) show boudinaged structure. Lenses of amphibolite are quite common in the migmatitic varieties. It also occurs in the biotite gneissic unit. Annex C; Geotechnical Study / Final'Detailed Resign Keport^009 22Figure 8 Lenses/pods of amphibolite (center) embedded in migmatitic hornblende-biotite gneiss 7.2.3 Quartzo-Fcldspathic Gneiss The unit occurs in the southeastern corner of the area mapped; and it is made up of quartzo- feldspathic gneiss, biotite gneiss and marble layers of variegated colors. The association of the unit with marble layers suggests, that, the unit was derived from metamorphism of sedimentary sequence. Pegmatite and quartz veins are commonly observed in the area. 7.2.4 Marble Bands/Laycrs This unit is exposed in the southeastern comer area mapped (Plate 2) adjacent to the left abutment of alternative - HI and in the of reservoir. The marble exhibits white, grey, black, greenish/yellowish and pink colors depending on the amount and type impurities within and is coarse-grained and intercalated with quartzo-feldspathic rocks. The occurrence of such water-soluble/highly reactive/ rock units on the left abutment of the alternative - 111, is considered unsuitable for spillway and may also contribute to reservoir leakage as well. The occurrences of marble layers suggest that the associated quartzo-feldspathic gneisses were derived from sedimentary sequence. Annex C: Geotechnical Study / Final Detailed Design Report /2009 23Erer Dam & Irrigation Project ZCECE & CES 7.2.5 Granites and Granite Gneiss The unit generally forms higher topography with characteristic blocky outcrops, as seen on the right abutment of alternatives - I and II. This unit comprises mainly granite gneisses with minor biotite gneisses; which are greyish to pinkish in color, generally medium- to coarse grained, and mainly composed of quartz, K-feldspar, plagioclase, and micas (mainly biotite) and shows varying degrees of gneissosity development with inhomogeneous shear deformation (Fig. 3). Relatively finer varieties, forming blocky and domal outcrop pattern are found to occur near Qaree Guddo ridge. At alternative - I site, both large and lenticular bodies of migmatites and gneisses have been observed to occur. 24Figure 9 Gneissic fabric and mineral segregation in granite gneiss, (a) Incipient gneissic fabric in granite gneiss, (b) inhomogeneous deformation with strong fabric development Petrographic analysis a medium-grained pinkish granite gneiss sample taken from foothill of Qarec Guddo about 700 m upstream of the dam axis on the left side shows that the rock is composed of xenoblaslic alkali feldspar (mainly microcline) (56 %), plagioclase (15 %), and quartz (10 %) as well as preferentially oriented biloite flakes (15 %). The accessory minerals include opaque apatite, zircon, and chlorite. Mineral segregation into felsic and mafic rich layers or gneissic bands is di see m i bl e. Annex C: Geotechnical Study / Final Detailed Design Report /2009 25 ONVErcr Dam & Irrigation Project /CECE & CES Bending of twin lamellae in the alkali feldspars and overgrowth of plagioclase on K-fcldspars are present. 7.2.6 Pinkish Granite This unit occurring on the left abutment for alternative - II is visible from a distance due to its displaying prominent pinkish color due to the presence of K -feldspar in addition to quartz and minor micas which are less predominant. 7.2.7 Surfacial Deposits Errer river is characterized by a flat bottom valley, and hence most of the reservoir areas (between contours -1347 m and 1388 m), with the exception of few isolated areas where bedrock expose, arc covered by a variety of soil deposits, namely alluvial deposits, terrace deposits mixed with alluvial fans/concs from the side tributaries, colluvial deposits and residual soils derived from complete weathering of the underlying rocks. The slopes of the reservoir margins are covered by basement rock exposures and combinations of terrace deposit and alluvial fans/cones, which are underlain by basement rocks at depth. 7.2.8 Alluvial Deposits 7.2.8.1 Soil The flood plain of Errer River is covered by fertile clayey, silty, and sandy soils. As the flood plain deposits arc formed by meandering courses as successive point bar deposits, the grain size is expected to increase with depth to a relatively coarser channel bar deposits. Similar soils are also present in areas covered by terrace deposits. 7.2.8.2 Sand Errer River and its tributaries deposit sand in their channels. The sands are mainly quartzose derived from basement rocks that underlie a considerable part of the catchment area. Good quality and quantity sand is found to occur in Chiracha Marko stream located about 8 km upstream of the dam site. 7.2.8.3 Gravel Gravel deposits, ranging in size from pebble-cobble, occur at the confluence of Htda/Gefra and Konya streams to Qalada locality (195392 E and 1030619 N). It exists as a channel bar depos11 and a mmor component of terrace deposits. The gravels are generally composed of • ’ basal ic materials (derived from upper part of the catchment near Kombolcha and Ejersa Goro), gneisses, vein quartz and pegmatites. Annex C: G^d^lsiudyTH^^^ 26 .>7.2.9 Residual Soil Deposits These are very thick reddish soil (silty-sandy clay) exposed on the left bank of Errer River both upstream and downstream of the dam axis (alternative - I). This is dissected by gullies producing a landform similar to 'badland’ topography. The uneroded surfaces are covered by resistant angular quartz and pegmatite vein fragments and carbonate concretions. Annex C: Geotechnical Study / Final Detailed Design Report /2009 27Figure 10 Residual soils (a) upstream (borrow area II) and (b) downstream of the dam axis 7.2.10 Colluvial (Scree) Deposits Colluvial deposits occur at the foot of the ridges forming the Errer river valley. The constituent particles range in size from as large as boulders and cobbles to as small as clay. These deposits are generally disintegrated basement rocks, which are often associated with alluvial fans nearby the side tributaries of Error River. A tentative geological section based on the traverse geological mapping, the geophysical explorations and limited drilling has been prepared and appended as follows:- Annex C: Geotechnical Study / Final Detailed Design Report 72009 28LEGEND Ri'ci home acdiiticnls (sand With |vbl»lcs and collides. sdiyclay) Wcikiy-aliunply wcuilieicJ high-grade tnigliiatjtic giK'iSMTS l’ic- to syn-kmcninhc granitic inlniaions High-grade inigniatinc gnei metcompnnng granitic gneiss. Iiioliie gneiss. twii|«liila<lc hirsute gneiss and amphibolite Oveibuirkn (xinds*»ilty clny. ennd ntth pcldilcs and cobbles i'l‘ aphanitic Ixisalt. \cinqunitz X gocissc) I'aulls 1'iacturc.s mid joints Arens nil ecled by varying degrees of sticar dcfnrmnlioii Over (widen (vnah sill. clayey sill, pebbles ssilh Kill) A'aTC llhf jufCHtm !» btiMif mi the folluttiin:' i Surfuci' ficuluulculnutpiltiji l<r lrin»-rte\ ? <ieo/tlnwculMinryA fl'ISl cintJiitli'il hi theKiui‘i»iliiinii>. J. I'n-feusthilityjtfui»hyslcut survey tl'IXi. uud J. I’n'-fia.uMliiy buirlmlc ihillliy (tMilymie. ////•// U<!\ mi Him " ill he /»•»•»«■</uttd u/hIiIIi-iIn/tfi JIhiiU&Ihhi uf llu-^•■uhiyli ill rrwr/u urn!cmii/deliminf //»*• rriiumueiuk-il iiiiriiiyiiliuui ln-/uiliii£ mu!ihilhuy V: Figure 4 Geological cross-section along the Dam Axis Annex C: Geotechnical Study / Final Detailed Design Report /2009 29Figure 11 Right abutment slope and top of the proposed dam (see arrow) Figure 12 Left abutment slope and top of the proposed dam 7.3 Spillway The spillway located on (he left abutment is mainly underlain by granite gneisses, which are often migmatitic. The spillway entrance is located on blocky granite gneiss, providing a rock Annex C: Geotechnical Study / Final Detailed Design Report /2009 30Erer Dam & Irrigation Project ZCECE & CES foundation. The depth of soil overburden and weathered basement rock may be less until it reaches its outlet, i.e. Homee stream-one of the major tributaries of Errer. A longitudinal geological section prepared from the available information depicts the subsurface geology where bedrock is expected at relatively shallow depth. The following geological sections were prepared on the basis of limited field checks and scanty geological explorations carried out at site during pre feasibility and a part of feasibility stage investigations. A “C: Gco“i““'7™ 31Figure 13 Longitudinal geological sections (a) left—downstream of the spillway route and (b) right sides of Errcr River Annex C: Geotechnical Study / Final Detailed Design Report /2009 32Erer Dam & Irrigation Project ZCECE & CES 7.4 Canal Alignment and Command Area Precambrian basement rocks, similar to that described in the geology of the reservoir and the dam site and surficial deposits, underlie both the canal alignment and the command areas. The surficial deposits such as alluvial sediments are quite commonly observed in Errcr river flood plain and also Detcho River, a major tributary of Errcr, going across the command area. 33ErerDam & Irrigation Project ZCECE & CES 8 GEOLOGICAL AND STRUCTURAL FEATURES 8.1 Preface During the pre feasibility and feasibility stage studies, the tectonic features such as lineamentaults, shear zones and folds, as existing at the site were mostly picked up through photo interpretations, Landsat imageries and limited field checks. These structures discernible in the area are briefly described as follows. 8.2 Faults/Fractures and Shear Zones Although four lineament systems namely, NE-SW, NW-SE, E-W, and N-S trending, occur in the area these do not appear to affect either dam or reservoir area Three of these structures are found to intersect with each other at Oda Dima about 2 km north of the dam site. The NE-SW trending shear zone and NW-SE fault/fracturc system are the major varieties and dip subvertically towards northwest and southeast, respectively. The shear zone is about 3 km wide, ductile with left-lateral sense of movement; and its southwestern margin intersects with the right abutment of the dam axis Since, the foliation trends NE-SW with N Westerly, dips it may be presumed that the shear zone compatible to foliation would also be upstream dipping thereby causing no concern for reservoir leakage. The following figure show's the lineaments faults and shear zones existing in the area and vicinity of the project:- 34 , A “XC:0“'‘C,'“a'S'"‘ >''F"“'O ,ailed-Dc7. 7Rep0-n-,2S5 c s1045000 1040000 \tS<S Pv \— 1035000 103°00 |haRAR 0 1025000 1020000 1015000 L2 1010000 185000 190000 195000 200000 205000 210000 Figure 20 Lineaments and shear zone in and around Errer project area The NW-SE fault/fracture system is often filled with quartz veins, pegmatite veins mainly composed of K-feldspar and quartz, and mica ’books’ at places with open or unfilled fractures. Both the NW-SE and NE-SW trending faults and shear zones exhibit a left-lateral sense of movement. From this 35 Annex C: Geotechnical Study / Final Detailed Design Report /2009 ~ i.i . -i— are not coniugale sets, which appear to have opposite Figure 21 Three fracture/fault systems intersect each other in granite gneiss 8.3 Folds Mesoscale isoclinal to tight folds plunging (25°-40°) towards northeast are encountered frequently in the biotite gneiss and hornblende-biotite gncissic units. Asymmetrical folds and/or intra-folial folds are also present in the migmatilic varieties. Annex C: 36 Design Report /2009Figure 22 Shear structures with left-lateral (sinistra!) sense of movement Annex C: Geotechnical Study / BeBiTed^^^O^ 37Ercr Pain & Irrigation Project /CECE & CES Large-scale folds occurring in the area with plunge axes dipping towards NE i.e. upstream of dam axis at a shallow to moderate angle may not pose any problem to either dam or reservoir. 8.4 Foliations Generally the foliation/gneissosity fabric strikes NE-SW to E-W and dips 30°-70° towards northwest to north. In the para-gneissic areas, with characteristic coarse-grained marble layers, in the southwestern part of the area nearly east-west structures with northward dips are observed. Foliations of similar trend are found to occur in the biotite gneiss unit at the slope of Chamari ridge. Shear structures trending N60E - S60W and dipping subvertically, cut the foliations described above. As the bedrock are high-grade metamorphic rocks, the foliation planes are less regular allowing little water to be leaked. Moreover, the foliation directions are generally upstream at an angle with the dam axis. Presence of terrace deposits in the reservoir may not cause apprehension since these are formed at lower elevations above bed rock and reservoir periphery is all covered by crystallines. Moreover, in view of Errer river transporting silt it is expected that a thick impervious coating will naturally be applicated on unconsolidated materials at the outset of reservoir impoundment. 8.5 Boudinages The granite dykes, quartz and pegmatite veins filled in the fault/fracture zones generally show deformation features such as pinch and swell (boudinage) structures. The boudins are as a result competency difference between the more competent granite material and the less competent amphibole biotite gneisses. A.mexC: Geotechnical Study / Htta! -------- 3SFigure 24 Boudins of granite bands/segr egates (a and b) and mesoscale fault biotite gneiss in amphibole- Anncx C: i^ 7p ^oo? 39 R 0rErcrDam & Irrigation Project /CECE & CES 9 geotechnical investigations 9.1 Geophysical Surveys During the pre-feasibility stage of investigations, geophysical studies of dam site was carried out by Vertical Electric Sounding (VES) surveys along the proposed dam axis (Alternative - I) with two profiles across Error river to determine the type and thickness of alluvial deposits and depth of underlying crystalline basement rocks The explorations indicated depth of overburden up to 38 m bgl on the river bed, with 12 to 22 m on the abutments. Subsequently the reconnaissance of the site (Alternative -1) indicated that on left bank, rock outcrop of migmatites and granites are exposed below low cover of overburden and basement rock may not be so deep as revealed by above geophysical surveys. With the above background in view, geophysical surveys through 5 profiles and penetration up to 40 - 50 m by Vertical Electrical Sounding (VES) was proposed in the inception report. In pursuance of the above recommendations the geophysical prospecting by VES method was conducted by a Study Team with a slight modification in traverse lines due to flooding of the riverbanks at the time of surveys. The additional requirement of geophysical survey by Hammer Seismogram was not considered necessary, since, the drilling had already commenced at the site However, the following table shows the disposition of the VES profiles along which the investigation was completed Table 6 Geophysical profiles proposed at site S. No. Profile numbers Locations Proposed length of surveying 1 GP-l On Dam Axis 1460 m 2 GP-2 Across dam axis (right bank) 800 m 3 GP-3 Across dam axis (right bank) 800 m 4 GP-4 Across dam axis (left bank) 800 m 5 GP-5 Across dam axis (left bank) and parallel to the spillway 1200 m 6 GP-6 Upstream of dam axis 1000 m 7 GP-7 Downstream of dam axis 1000 m 40 Annex C: Geotechnical Study / Final Detailed Design Report/2009Figure 25 Proposed plan of geophysical profiles and boreholes 9.2 Exploratory Drilling 9.2.1 Proposed Drill Holes In view of availability of meager information on the subsurface geological disposition through two no. earlier drilling, a fresh exploration program to undertake eleven additional drill holes at (he finally adopted alternative - I dam axis and spillway area had been recommended which is reflected in the following table:-Ercr Dam & Irrigation Project /CECE & CES Borehole No. BED -06 (195984E and 1028348 N) The hole was drilled to a depth 22.60 m at an El. 1383 m along dam axis on the right bank and had intersected overburden comprising brownish sand, gravel, boulders with clay up to 7.50 m bgl. Between 7.50 and 16.50 m depth weathered gneissic rock was encountered. Moderately hard and strong gneissic rock was intersected between 16.50 and 22.60 m depth bgl with some crushed and shear zones. Borehole No. BES -9 (197335E and 1028106 N) The hole was drilled to a depth 23.40 in at an El. 1380 m along the spillway alignment and had intersected overburden comprising greyish clayey sand up to 5.50 m depth bgl. The drill hole encountered slightly weathered gneissic rock between 5.50 and 16 00 m depth bgl. From 16.00 m to 23 40 m slightly weathered to fresh hard gneissic rock was intersected. 9.3 In situ Tests During the course of subsurface exploration through drilling, the following tests including the quantum had been earned out by Hydrogeology & Geotechnics Department of WWDSE. A, “' 44ErcrDam & Irrigation Project ZCECE & CES Table 9 nonfb wkp in Situ Tests and Results ____ __________________________________ Tests Results — Drill Hole No. Tests No. Coordin ates Standard Penetration Test Falling Head Method Packer Method Depth (m) Permeabil ity values Depth (m) Permeability values Depth (m) ‘N’ Values 1 4.52-9.1 9.75x10* 4.83 Refusal BED - 01 2 197335 E and 1028356 9.1-13.15 2.60x103- 1 8.95-11.8 1.16x105 13.40 - 18 40 Test failed at the end nf 7nd BED - 02 2 197065E and 1028354 XI 11.8 - 16.57 6.08x10^ 1 6.42 - 9.25 4.41x10* 5.47 12 BED - 05 2 9.25- 15.34 1.71x10* 10.05 Refusal 3 196443E and 1028350 N 15.34-19.77 2.19x10'5 4 19.55-24.39 1.75x105 5 24.39-27.54 4.16x10* 1 6.97 — 10.47 5.05x10* 27.76 - 37 76 0 6.36.6 42 BED - 05a 2 196223E and 1028349 25.07 28.36.6 7.12x10* 10.03 60 BED - 06 1 195984E and 1028348 N 5.46 - 10.54 8.9x10" 5.15 Refusal 10.54 - 15.64 1.90x10’ 10.54 Refusal 15.64 - 1970 2.04x1 O’5 16.64 Refusal RFC 0 dlj — y 2 3 ii 197335E -and 8.67- 13.54 9.3X10* 13.54 - 1X37 1 5.62 52 s C: Gcolcc“ '^^^^------------------------------------------------------------------------------------------ErcrDam & Irrigation Project/CECE & CES 10 . geotechnical evaluation of construction materials Introduction 10.1 The Errer River basin on its either flanks interruptedly exposes the high grade gneisses and intrusive granites which have been explored for coarse aggregates. The basin is also occupied by residua soi derived from the weathering of country rock and transported soil as alluvium. All these have been evaluated and specific areas identified as the sources of construction materials. 10.2 Quantity of Materials Required The total bulk materials required for the construction of the Errer earth dam necessitated exploring the suitable borrow areas and quarry sites from where materials needed may be exploited. In order to quantify and evaluate the suitable sites, detailed survey was carried out with a view to select the sites in such a way, that, the quarry and borrow areas are preferably located close to the dam site and approachable by the existing roads. The following table illustrates the requirement of various construction materials for execution of Errer earth fill dam. Besides the above stated requirement of dam fill materials, survey was earlier carried out keeping in view the additional requirement of sand and rock for production of concrete aggregates The surveys were done in two stages, the preliminary one carried out during the inception stage and the detailed carried out during the interim stage investigations. Table 1 Quantities of construction material required for execution of dam Zone Material Description Quantity of Materials Required 3 in Volume (Thousand m ) Impervious Core Impervious Soil 1180 Shell Pervious to Semi-pervious 1950 Filter Medium to Coarse Sand 144 Riprap and Rock Toe Hard & Dense rock in size 300 mm to 1.0m 197 10.3 Borrow Area Surveys 10.3.1 General Hie preliminary rcconnoitory survey concentrated only on identifying suitable borrows for relatively impervious material, fine and coarse aggregates, rip rap etc and the survey was limited to areas close dep,hs f“id su^•» difTcrenl k.uds of marenals required. Suitable borrow areas were loeared and prospered by A.uwx C: Geoiechn^T^^TB^Erer Dam & Irrigation Project ZCECE & CES pitting and trenching and collection of samples for laboratory tests. The following figure illustrates the soil and sand quarries identified for collection of samples and evaluation. Annex C: Geotechnical 47 StUdy/Fl,'alDclai‘edDeSleilRcport 7 009 2Figure 14 Location map of construction materials (Preliminary Inv.) Annex C: Geotechnical Study / Final Detailed 48 Design Report /2009Ercr Pain & Irrigation Project ZCECE & CES 10.3.2 Borrow Areas for Clay In the course of preliminary surveys during the reconnaissance three possible alternative soil occurrences were identified, two upstream of the dam axis and one downstream of the dam axis in Chulufeta stream section close to Harar-Jijiga road. One sample from each of these occurrences was collected and their index properties have been determined in the laboratory. These areas have been kept as reserve areas for future prospecting and usage as required. The borrow area located about 2 km upstream of the dam site on the right bank tributary' i.e Dodota Kcbele to Errer, recorded the clay occurrence on a sedimentary' cliff of 5-8 m in height, extending along the stream course for a length of about 200 m and was considered primarily a stream bank deposit (Fig 18(a) & 18 (b). The top portion is silty sandy material supporting cultivation (Sample No. EIP-11/06) The borrow area located about a kilometer downstream of the dam site by the side of the road leading to Harar from dam site. The borrow area is located in an area locally known as Sheik Abraham Farm. The deposit is a weathered product of the amphibolite rock. This area falls close to Dam site option No. II. (Sample No.EIP-13/06) The borrow area located in Chulufeta stream area downstream of the bridge along the Harar-Babile road and is about 8 km downstream of the dam site. Here the clay source is a deposit by the Chulufeta stream flow and form a cliff of about 10 meters in height (Figures 16 & 17) and extends along the stream for a length of about 200 m on its left bank. Similar deposit is found on the right bank and extends up to the road level from the streambed (Sample Nos. EIP-14, 15 and 16) The results of the laboratory analyses of the above samples are enclosed as Appendix 1 with this report. Three areas were found suitable in the course of detailed surveys for impervious core The same were further invest.gated to assess the spread of the area containing clayey material, approximate quantities, which can be economically exploited from each area with the determinat.on of physical & engineering properties of the soil. Mlowi„ figure illustrates the availability of the eonstnmtitm material in the hear proximity of 8 A '""'C: G“““cal s,ud>' o«»iSK . s e.;FIOURE|5~LOCATION map of construction materials 50 Annex C: Geotechnical Study / Final Detailed Design Report /2009 JIFigure-16 Soil deposit at Chulufeta Stream Figure - 17 Soil layers on the left bank of Chulufeta Stream Annex C: Geotechnical Study 7 Final Detail^^^^ErcrDam & Irrigation Project ZCECE & CES Clay Borrow 1: This borrow area is located about 3-4 km upstream of the dam axis on the right bank. The area is under "Errer Dodota Kebele" specifically in Oda D.ma locality. This area exposes the stream deposit consisting of sandy clay deposits formmg a cliff face on the nght bank of a tributary stream to the main Errer River. The test pits 15 Nos going down to a depth of 1.5 to 4m have proved layers of sand, silty sand, silty clay and sandy silt/clay at different depths The detailed log of the test pits are appended with this report. The deposit is estimated to have a probable reserve of about 300,000 cubic meters of silty clay to sandy silt material. The material was recommended for use as shell material and representative samples have been collected from the test pits. Clay Borrow 2: This borrow area is located about 3-4 km upstream of the left abutment on the left bank of Didimtu River (draining to Errer River). The borrow area lies near “Huro village” of Hawaye Kebele. The material at this place primarily consists of Residual Sandy silty clay deposit. This soil is essentially formed due to the weathering of the migmatites and granites. The area is assessed to have a potential of 1.2 million cubic meters of suitable material. Exploration of the borrow area has been done by pitting and trenching and same are enclosed with this report as Appendix. As many as 13 samples have been collected from the pits for laboratory tests. Clay Borrow 3: This borrow area is located about 2 km downstream of the dam axis. The material from this source is reddish brown residual silty clay. This source is kept as an alternative source for the present in case of future additional requirements. The deposit extends over an area of 0.063 km2 with an estimated reserve of 500,000 m3 of impervious material. Pitting and trenching would be carried out if requirement of additional materials will be felt. Table 2 Locations of Clay Borrow Areas No. Reference Clay Borrow 1 Clay Borrow 2 Location Easting Northing GPS EL Dist. From Dani Axis 1. 7 Reservoir area 195360 1029S50 1375 3-4 km Z. 3 U/s Left Bank 196970 1030860 1420 3-4 km viaj Borrow J D/s Dam axis 197920 1027330 1385 1.5-2 km Anncx C: Gc°*cchnical Study / Final Detailed 52 Design Report 7200910.3.3 Shell Material In the reservoir area semi pervious soil was recognized on the banks of Error river and its tributaries and on the road section from Error to Harar upstream of the dam site. Two areas were demarcated close to the dam site as a potential source for shell materials whose locations are given in the following Tabic 3. Table 3 Locations of shell material sources S. No. Area reference Village name Easting Northing El (GPS) Distance from dam axis 1 ESHQ-l Huro/Hawaye 196580 1030490 1390 3 km 2 ESHQ-2 Saka/Errer Dodota J 94350 1029600 1450 3 km Quarry ESHQ-l: This area is located about 3 km upstream of the dam axis on the left bank of Errer River exposes weathered basement rock/Gneissic rock and can be used to borrow material comprising pebbles, gravel and sand for placement in shell zones of dam embankment. Three samples have been collected from this site for laboratory tests.. Annex C: Geotechni^Tsi^^Detai^ 53(b) Figure 18 (a) Borrow area 2 and (b) Borrow area 3 Annex C: Geotechnical Study / FinaTB^i^^^ 54Ercr Pain & Irrigation Project ZCECE & CES Quarry ESHQ-2: „ i in Frrer Dodota village on the hill named as “Saka about S , n7 ™ '“ ”“nhX s ™ ^ upstream of d.. d m s.« THes si., is presently inn.c.ss.bie and needs a ^ P^ 1 km ions materia,7sls ineT mheu hill mass u eisxpeecxpe ted tcto med eetto them reeequi t rethementrse of qui trheem sehentlsl ofof eartth f heill shell earthif dam. SSamamplplese ha s haveve be been c en colollelcetcetd f ed foror t tesetsst as and r nd reseul sultst of s of t thehe s samame ae arer ee encncloslosed a ed as s Appendix V. 10.3.4 Rock for Rip-Rap and Coarse Aggregates In order to meet the requirements of the dam construction and coarse aggregates for concrete suitable rock quarries for this purpose have been located (Figure 3) and also indicated in the Table 4 below. Table 4 Locations of quarry sites for coarse aggregate and riprap g“ isXeL. .ode. svhieb “» »« W S. No. Area Village Easting Northing GPS El. Distance from dam 1 ERQ1 (Coarse Aggregate) Huro Hawaye Kebcle 197650 1029080 1425 1-2 km 2 ERRQ1 (Rip- Rap) Huro Hawaye Kebele 197680 1028980 1425 1-2 km Two sites have been identified for quarrying rock material to be used as riprap and for production of coarse aggregates. The sites are located upstream of the dam axis on the left bank of the river. In addition, plenty of granite blocks having average diameter of 40 to 60 cm arc found lying on the valley floor, which arc recommended for use as riprap. The rock types at the sites are fresh, pinkish to grayish, medium- to coarse-grained granitic gneisses. A sample taken from foothill of Qaree Guddo about 700 m upstream of c am axis on the left side is medium-grained pinkish granitic gneiss The coarse- SX wsAaX" "°k Pe,rogra>,h,c “’lysis of the sample taken from the Annex C: Geotechnical Study/ Final Detailed Design Report 720 09 55.Erer Dam & Irrigation Project /CECE &J2ES K- Bending of .win lamdl.e in the alkali feldspars and oeergronlh of plagioclase on feldspars are presenl. For derails see the Appendix IV anached. 10.3.4 Filter and Fine Aggregates Three potential sources of sand were identified dunng preliminary survey to meet the requirement of filter material and production of fine aggregates. The sand source No. 1 is located on the nght bank of Errer River at the confluence of the tributary from the nght side near Oda Dima and falls in Errer Dodota area. The sand is medium to fine grained with little silt content and mostly composed of quartz grains. e occurrence is located close to the river flow. The sand source No.2 is located in the tributary stream to Errer river on the nght bank close to Oda Dima and is about 2.5 km u/s of the dam site and is accessible by the road. The sand sample is coarse to medium grained with quartz and little mica content. The sand source No.3 is located in the Marko stream, a major tributary to Errer River. Here sand is being extensively mined for building construction in Harar and adjoining areas. The sand is medium to coarse grained and is mostly quartzose with little of other minerals The sand occurrences located in the course of detailed surveys are located on the right bank of Errer River near Oda Dima, tributary stream upstream, and in Marko tributary stream. Table 5 Locations of the sand sources S/N Reference Village name Easting Northing EL (GPS) Distance from dam site 1 Marco Stream Error Woldiya - - - 6 km 2 Samte Stream Errer Woldiya - - - 6.5 km 3 Didimtu Stream Hawaye 197060 1030460 1390 2-3 km 4 Home Stream Home 198000 1027940 1400 1.5 km unng detailed inveshgations for construction materials, four sites namely Marco Samte, D.d.mtu and Home streams have been identified as potential sources for fine ggregate and Filter. The surveys indicate that enough quantity of sand can be exploited these streams and all of them he within 6 km from dam site and are accessible by Annex C: Geotechnical Study/ Final Detailed Design Report /2009 56Ercr Dam & Irrigation Project ZCECE & CES road. The sand is a resultant product of the country rock weathering and is mostly composed of quartz with little ferromagnesian minerals. 10.4 LABORATORY ANALYSES 10.4.1 General The soil samples collected from surveyed borrow areas were tested in the WWDSE laboratory at Addis Ababa and results of the same was discussed in the Phase II report The Index Properties of the borrow areas of the Preliminary surveys and Detailed survey clay borrow areas No.l and 2 are enclosed with this report as Appendices. 10.4.2 Impervious Soil for Clay Core The tests of the soil samples collected from preliminary and detailed surveys prima facie indicated the suitability of tested soil for use in embankment fill. However, the borrow areas for impervious material identified during detailed surveys arc found to be more suitable. The samples of soil/clay collected during preliminary surveys from upstream and downstream of the dam site and these samples (Nos. EIP11/06, EIP12/06, EIP13/06, EIP 14/06, EIP15/06, EIP16/06) have been analyzed in die WWDSE Laboratory at Addis Ababa. The clay content varies from 9 to 41 percent, silt from 7.50 to 41.48 percent and Sand from 17.50 to 83.50 percent. The liquid limit (LL) varies from 24.26 to 49.67, the Plastic Limit (PL) ranges from 12.63 to 26.59 per cent and plasticity index (PI) varies from 11.63 to 23,18 percent. The shrinkage limit varies 4.91 to 14.98 percent. The free swell percentage of the samples varies from 11 to 14. Annex C: Geotechnical Study/ Final Detailed design Report /2009 57Plasticity Index (%) Open circles represent samples collected during Preliminary Surveys, Filled circles represent clay borrow area 2 samples of Detailed Surveys and V High ~ very high; E. High = extremely high. The laboratory lest results of the 18 soil samples of Clay Borrow-1 area of detailed surveys indicate that the samples fall under the category of medium plasticity as per the ELG International Ltd UK and under the category of intermediate plasticity as per US Standards. The consolidation, permeability and dispersive character results of analyses have been received after the last report arc enclosed as Appendix IV. The laboratory test results of the soil samples Clay Borrow-2 area (from the detailed surveys). Received and the review of these test results indicates that the soil samples fall under the type "CL". The clay content in the sample varies from 17 to 29.90 percent, silt varies from 16.41 to 30.00 and sand content varies from 40.10 to 63.59 per cent. The sand is mostly of fine variety. The LL of the samples varied from 33.00 to 48.90, Plastic limit varies trom 14.19 to 24.29.The Plasticity index varies from 14.28 to 29.18 percent. The shrinkage limit varies from II to 16 per cent and free swell varies from 40 to 60 percent. The MDD (proctor) varies from 1.768 gm/cc to 1.823 gm/cc and OMC varies Annex C: Geotechnical Study/ Final Detailed Design Report /2009 58Ercr Dam & Irrigation Project ZCECE & CES froml5.00 to 16.80 percent. All the samples fall under the category of medium plasticity as per the ELG International Ltd UK and Intermediate Plastrcity as per US Standards (Ref Manual of Soil Lab. Testing Vol. I ELG International Ltd. UK). The summary of test results of the soil indicating engineering properties of Clay Borrow 1&2 are enclose as Appcndix-III. Test results of permeability, consolidation and dispersion of the samples received (Appendix-IV) since the last report indicate that in the Borrow area 1 the Consolidation in Cc values arc 0.0125, 0.118, and 0.0125 in samples TP-02, 03 and TP04, respectively. The permeability value of the sample from TP-3 from depths of 0.10 to 2.20 m is 1.59x10-8 cm/sec. The consolidation test results of the samples from Borrow area 2 indicates the value of Cc vanes from 0.046 to 0.219, permeability of one sample TP-12 from 0.20 to 1.30 depth indicates the value to be 3.85x 10-8 indicating its impervious nature. The soils are generally non dispersive except for two samples TP-09 depth of 0.90 to 3.0m and TP 14 from 0.20 to 2.80 m which have been proved dispersive by Double Hydrometer Method. The results of the analyses arc enclosed as Appendix IV with the report. 10.4.3 Fine aggregates and Filter The three sand samples collected from Error river tributary stream on right bank and Chiracha Marko stream were tested in the Laboratory. The tests conducted indicated that the sand content in the samples varies from 70.50 to 80.60 per cent, gravel from 18.80 to 28.80 per cent with very little silt content of 0.60 to 0.70 per cent indicating its eminent suitability* for use as filter or fine aggregate for concrete. The results of these tests carried out are given in the Appendix I. A review of the mechanical analysis indicates that Sand falls under "Clean" class since silt is less than 3 per cent. The sand samples are medium to coarse-grained variety. The coefficient of uniformity (CU) and coefficient of curvature (CC) percentage of the sand samples vary from 4-5 and OS to 1.2 respectively, thus classifying the sand under SF group and fit for uul.aahon as a tiller material. The sand samples also fall under Grading Zone I, which makes it very suitable for concrete also. 10.4.4 Shell/Casing material: ’ 8 XriXTi 75 1 75 “ 3 25/”' Sand fr“'" 3262 » 39.70 and gravel varies from 58.91 to Quany ESHQ-* h“ - «"■« •» to Annex C: Geotechnical Study/ Final De.ailed Design Report /2009 59Ercr Dam & Irrigation Project /CECE & CES 64.28 per cent. The sample ESHQ2 indicates silt content of 2 73 to 3.01%, sand 50 16 to - 54.24% and gravel from 42.63 to 47.12% The above two samples show wry low silt content. The Test results are enclosed as Appendix VII. 10.4.5 Aggregate and riprap The laboratory test results received from the Construction Design Co. Addis Ababa of three aggregate samples ERQ-1, ERQ-4 (Block) and ERQ-3 indicate that the specific gravity of samples varies from 2.62 to 2.65, Water Absorption from 0.45 to 0.69.The Los Angeles Abrasion values vary from 31.20 to 34.60 per cent and aggregate crushing value varies from 30.60 to 37.25 percent. The point load strength of one block sample (ERQ-4) is 47 Mpa, which on conversion works out to be 1175 Kg/square Cm (UCS) The results indicate the general suitability of the rock samples of granite for concrete aggregate and riprap. 60Erer Dam & Irrigation Project ZCECE <fc CES 10.5 CONCLUSIONS 1 The soil from the clay borrow areas are varied in character from non plastic sandy silt to clays to high plasticity nature with liquid limit varying from 35 to 45, plasticity index around 22. One sample in Borrow area 1 shows dispersive nature. Dispersive soils are recognized to be structurally unstable and disperse in water into basic particles i.e. sand, silt and clay and they are highly erodible and present problems in earthworks. Dispersion is an indication of sodic soils. In case this part of the soil deposit is to be utilized for dam construction gypsum may have to be used as an ameliorant. Gypsum initially provides an electrolytic effect to the soil increasing its salt concentration, which prevents clay particles from swelling and therefore reduces dispersion. 2. The clay in Borrow area 2 forming the residual clay deposit fells under the class of SC and CL type. The use of the material of this source may meet the entire requirements of the Dam construction However, two samples show a high free swell percentage of 55 to 58, which are above the permissible value of 50 %. According to Gibbs and Holtz (1956) soils with free swell values of above 50 percent are likely to show expansive properties. In addition in this area also two samples of dispersive nature have been indicated and both these properties need consideration. Since a part of the deposit have shown dispersive characteristics, this part of the deposit can be avoided if possible after identification by detailed sampling and if it is proposed to be utilized, addition of gypsum may be required. In view of certain property constraints as above in Clay Borrow area Nos. 1 and 2 utilization of the Borrow area No. 3 should be considered and detailed sampling be carried out to determine its properties. The other borrow area at Chulufeta stream banks could also be considered for usage since the deposit is in an unpopulated area and easily accessible to the dam site by 5 km dry weather road and about 3 km Harar-Babile-Jijiga main road. 4. The shell material can be obtained from extensive sandy clay occurrences, upstream of e reservoir area, in addition to the weathered basement rocks/gneisses identified in 5. 6. Annex C: Geoteohrnerd Study/ Fml Detarled Design Report /2009 61Erer Dam & Irrigation Project ZCECE & CES 11 OBSERVATIONS ON PRE FEASIBILITY AND FEASIBILITY REPORTS 11.1 Preface During the post feasibility study stage, a detailed evaluation of both the above reports was conducted by M/s Consulting Engineering Services, India, Pvt. Ltd. In order to bridge the information gaps as existed in the feasibility report, some addriional geological explorations were suggested whose results would be utilized to finalize the design parts of the dam and spillway. The observations are incorporated in the following paragraphs - 1 - The alternative - I layout, comprising a proposed 36.6.60 m high and 1.4 km long earth dam aligned in E-W direction across Ener river with NE -SW oriented spillway accommodated on rock on the left flank and a canal on the right bank had been proposed and adopted for evaluations. The other two alternatives located downstream of alternative — I were discarded on the basis of geological and engineering constraints. 2 - Considering the foundation material as pervious, a positive cut-off below the earth dam was proposed during the pre feasibility stage. A 6 m wide and 3 m deep partial cut off with a grout curtain below the cut-off trench and 160 m long clay blanket in the . upstream area of the dam was proposed during the feasibility stage. 3 - Help of satellite imageries and aerial photographs have been taken to prepare regional geological maps, finalization of layouts, study of drainage patterns and geomorphology with limited field checks. 4 - Geological mapping of the site provide scanty details regarding foliation, fold axes, plunges, and preponderance of joints. 5 - Subsurface exploration through 8 no. vertical drill holes (2 no. in pre feasibility stage and 6 no in feasibility stage) and geophysical (VES) surveys to decipher the geological environment bellow the surface in the dam and spillway area have been accomplished along with the determination of the permeability values of the overburden material and to know the in situ density of the material by standard penetration tests. 6 In view of the blocky and fractured nature of sp.llway foundation rock, consolidation grouting below the spillway has been proposed. Xk .TZZT'T"' rock toe have been made and their quality assured by laboratory testing. shell. filler, rip-rap and Annex C: Geotechnical Study/ Final Detailed Design Report /2009 62Erer Dam & Irrigation Project ZCECE & CES 11.3 Spillway Area During December 2008, six drill holes were executed at dam and spillway sites instead of fifteen drill holes as recommended. -Die following table illustrates the ground locations, inclinations and depth of the completed bore holes .- TABLE 10 LOCATION AND DEPTH OF COMPLETED BOREHOLES BH No. Coordinates (UTM) Easting Northing Elevatio n Drilling Method Location Inclination from Horizontal Depth (m) 90u 8.80 DA- BH - 01 Right Bank (Dam Axis) 196040.2621 1028346.7318 1373 Rotary DA- BH - 02 Right Bank (Dam Axis) 196562.9758 1028348.9802 1350 Rotary' 90° 8.50 DA- BH - 03 Center of river valley (Dam Axis) 196739.7320 1028350.6190 1350 90° 12 45 Rotary DA- BH - 04 Center of river valley (Dam Axis) 196742 1028355 1350 Percussio n 90° 18 DA- BH - 05 Left Bank (Dam Axis) 1917164 1730 1028353.6904 136.63 Rotary 90° 16.90 SP-BH -01 Left Bank (Spillway) 1917149.9972 1028250.0192 1357 Rotary' 90° 7.60 __ i The following table shows the occurrence of subsurface geological intersected by the recently executed 6 drill holes. litho units as Annex C: Geotechnical Study/ Final p^led p^ 63Ercr Dam & Irrigation Project /CECE & CES TABLE 11 SUMMARY OF SUBSURFACE CEOLOGY OF THE DRILLED BOREHOLES Thickness Short description No BH ID Location Elevatio n (m) Eastin Northin Total Dept h fm) From To 0,00 3.50 Alluvial deposit composed of mainly clay. 1 DA- BH-1 19604 0 102834 1 1373 8.80 3.50 8.32 Highly to completely weathered and decomposed granitic gneiss 8.32 8.80 Moderately to slightly weathered and at the most bottom massive granitic gneiss 1352 0.00 6.00 Alluvial deposit composed of mainly clay, 2 DA- BH-02 19660 3 102836 .63 8.50 6.00 6.55 Highly to completely weathered and decomposed granitic gneiss 655 8.50 Moderately to slightly weathered and at the most bottom massive granitic gneiss 1351 3 DA- BH-03 19661 0 102837 6 12.45 0.00 3.50 Alluvial deposit finer sediments composed of mainly clay, silt and sand 3.50 7.00 Alluvial sand deposits mixed with cobbles, pebbles and gravel 7.00 10.1 5 Highly to completely weathered and decomposed granitic gneiss 10.1 5 12.4 5 Moderately to slightly weathered and at the most bottom massive granitic gneiss 4 DA- BH-04 19674 2 102835 5 1345 18.00 Alluvial deposit finer sediments composed of mainly clay, silt and sand 000 3.50 Alluvial sand deposits mixed with cobbles, pebbles and gravel 3.50 11.7 0 Aluvial sand deposits mixed with cobbles, pebbles and gravel 11.7 0 18.0 0 Coarser alluvial deposits (cobbles, pebbles and gravel) mixed with clay soil >18 Granitic gneiss basement rock Annex C: Geotechnical Study/ Final Detailed Design Report /2009 64Erer Dani & Irrigation Project /CECE & CES ____________________________________________________ 0.00 7.55 Alluvial deposit composed of mainly clay, 5 7.55 10.4 5 Highly to completely weathered and decomposed granitic gneiss with the DA- BH-05 136.63 91716 102835 16.90 in .K 1A-Q Moderately to slightly weathered granitic SP- BH-01 91714 8 102825 4 1357 7.60 0.00 2.05 Alluvial deposit composed of mainly clay, 6 2.05 7.25 Highly to completely weathered and decomposed granitic gneiss 7.25 7.60 Moderately to slightly weathered granitic gneiss basement rock Tota 72.25 On the basis of information received from M/S Concert Engineering and Consulting Enterprise P. L. C. in the month of January 2009, as a follow up action of the recommended exploration by geotechnical engineer from CES,(Plate 3) the geological sections have been prepared depicting subsurface geology in dam and spillway areas (Plate 4 & 6). 11.4 Spillway The spillway structure is proposed as an ungated chute structure on the left bank close to the left abutment. At the crest level of the spillway granite gneisses are noted and this exposure continues downstream for some distances before the topography falls down. Close to the spillway alignment the geophysical surveys have indicated the presence of overburden with granite and gneissic rock below an overburden of about 10 m It should be possible to locate the exit structure in Homee stream, tributary to Errer River on the left bank where few isolated rock exposures are noted. Annex C: Geotechnical Study/ Final Detailed Design Report /2009Erer Dam & Irrigation Project /CECE & CES 12 GEOTECHNICAL DISCUSSIONS 12.1 Preface A 36.6 m high and 1.4 km long earth dam trending in E-W direction, across Errer river about 25 km from Harar has been proposed with a spillway on the left flank and the canal on the right to cater to the assured irrigation facilities in its command area. Errer irrigation project was identified and conceptualized in the course of Integrated Development of Master Plan Study of the Wabi Shcbelc river basin. Initially 3 different layouts as alternative - I, II and III were studied and on the basis of merits, founded on geology and engineering, the focus was zeroed down to alternative - I for final adoption and geotechnical evaluation, because of its edge over the others. The project had ran through 3 principle stages of studies viz. pre feasibility, feasibility and post feasibility stages. M/S Concert Engineering and Consulting Enterprise, Ethiopia in association with M/S Consulting Engineering Services India Pvt. Ltd., remained involved in its ultimate phase. Geophysical investigations during the pre feasibility stage, through VES resistivity profiles in tire dam and spillway area had been carried out including minor drilling of two holes towards the right flank. The subsurface geological information gathered by these investigations lead to decipher fairly deep overburden of the order of about 22 m on either flanks and 38 m in the river section. This observation was later modified by further geophysical VES resistivity survey and drilling of additional 6 holes along the dam and spillway axes during the feasibility stage and laboratory tests were performed to determine the geotechnical and engineering properties of the materials occurring in the dam area. During the post feasibility stage, it was addressed, that, the existing information gaps on various geotechnical aspects need to be filled up by further explorations in the dam and spillway area. In the year 2008, the geotechnical engineer, CES had recommended additional drill holes in the dam and spillway area to bring out a lucid picture of the subsurface geological conditions as existing along dam axis, U/S and D/S of dam & the spillway area. Subsequently, drilling of 5 number vertical drill holes and 1 number vertical drill hole have been done in the dam area along axis and spillway alignment respectively. The drill holes recorded an overburden comprising both top soil and weathered rock of the order of about maximum 10 m on the left and average 5 m on the right abutment with about 18 m in the river section comprising top soil and river borne materials. The permeability values as shown by the drill holes ranged between 1.77 x 10 s and 3.27 x Iff The SPT tests results suggested occurrence of medium to dense material 6 Annex C: Geotechnical Study/ Final Detailed Design Report /2009 66Erer Dam & Irrigation Project ZCECE & CES in BH- 1, BH-3, BH-4, BH-5 as well as spillway hole SP-1 excepting in BH-2 where loose to very loose material occurred close to the surface. The project area is encompassed by Precambrian, Palaeo-Mesozoic rocks composing variants of gne.sses, migmatites, marble bands and pegmatitic intrus.ons exposed in patches and also along isolated ridges with a flattish bowl shaped basin, where undulatory topography exists. Thick alluvial deposits occupied the Errer over section and its wide flanks. The dam site have 3 distinct overburden deposits viz. alluvial deposits of Errer over comprising sand, gravel and silty sand, flood plain deposits comprising sand, silt and minor clay and older terrace composed of silty sand with admixture of minor clay. From the subsurface geological information obtained through drilling and geophysical surveys indicate, that, the Errer river may have changed its course in the past. From the exploratory data it appears, that, the dam will rest on pervious foundation material in the river section and on both the flanks, covering a length of 1000 m along dam axis and remaining portion of 400 m length on the left flank. The right abutment will rest on patchy, bouldery rock outcrop. The spillway has been proposed on the left flank and appears to be underlain by granitic gneiss reported to be jointed and rocky. The curved alignment of the spillway would be founded on fresh granite gneiss where as, gradually deeper rock foundation may be available in the straight section of the spillway. Adequate care need to be taken to align the spillway in such a way, so that, either the unguarded spillway discharge does not erode the river section alluvium at D/S toe of dam or inhibits inspection of toe of dam for observing seepage flow conditions, if any, through the dam foundation due to submergence of area by spillway discharge. During the pre feasibility study a positive cut-off below the earth dam was considered in view of occurrence of pervious foundation material along the dam axis. A proposal to provide a 6 m wide and 3 m deep partial cut-off trench with 160 m long upstream clay blanket with curtain grouting below the key trench in the river section and the right flank was mooted during the feasibility stage investigation. On review of earlier documents providing geophysical and drilling information, alone with the geotechnical and-engineering test data during the post feasibility stage investigations, .t was considered necessary to provide a pos.tive cut-off below the Z by imparting a concrete diaphragm wall to offer a stability against excess water loss which was visualized after studying the test results. Annex C: Geotechnical Study/ Final Detailed Design Report /2009 67Erer Dani & Irrigation Project ZCECE & CES_______ _______ Pj,. •. ... 13. CONCLUSIONS AND RECOMMENDATIONS 13.1 Conclusions The Errer Irrigation project, envisaged about 25 km from Harar town is located 450 km ESE of the capital city of Addis Ababa and bounded by UTM geographic coordinates of 102835 N and 196823 E in Oromia and Haran National Regional States. It comprises a 36.6 m high and 1.4 km long earth dam having the spillway laid on the left flank, discharging in to Homee stream, a left bank tributary of Errer river and the canal on the right for assured irrigation in its command areas. The identification and conceptualization of the project were made during the course of preparing the Integrated Master Plan of the Wabi Shebele river basin and the geotechnical work for project evaluation commenced in the year 2001-2002. » 11At the outset, three number project layouts as alternative — I, II and III were studied, and finally the alternative -si was accepted and adopted for evaluation on the merits of the surface geological disposition, slope stability criteria, geomorphology and engineering considerations. * •.ev.iiu. ,h !••• • ' r.Jhe area sustains a rolling topography having low height ridges and a flatfish, bowl % >■ u rvi -n”! wtvshaped river basin with wide expanse of its flood plain, where Errer river flows in a ... . narrow section. Thick alluvial deposits occupy the Errer river section and its wide flanks, which are classified in to three major groups as (a) riverine alluvial deposits along Errer river comprising sand, gravel and subordinate silty sand with minor clay, (b) flood plain - ..sand, silt and clay and (c) older terrace of Errer river. Geomorphology of the river regime i i ^suggests, that, the Errer river might have changed its course within the wide valley. The vm,:> has been severely dissected by small streams and exhibits a typical gully erosion feature resulting to bad land topography. The project area and the vicinity are encompassed by PreCambrian, Palaeo - mesozoic and recent rocks comprising variants of granite gneisses, mica gneisses, migmatites, marbles, amphibolites and igneous derivatives which are less jointed and with northerly dipping foliations. The bed rock is exposed in patches and along isolated ridges. Exploration in the dam and spillway area through geophysical resistivity survey, drilling and pitting, including the permeability and ‘N’ value determination of the overburden material have been accomplished during the pre feasibility and feasibility stage studies to decipher the prevailing subsurface geological conditions and characterization of the materials. Ultimately, however, the final geological section has been prepared based on Annex C: Geotechnical Study/ Final Detailed Design Report /2009 68Erer Dam & Irrigation Project ZCECE & CES the la» explorations canted to ar site whid. has ton adopted for finalizing the dan. and spillway design. Hie VES profiles from the area initially indicated the occurrence of deeper overburden which was subsequently discarded after commencement of geological mapping and drilling of bore holes. In the river section, however, a deep overburden of about 18 m, comprising 4 m of silty clay, sand mixed with gravel and 14 m of nver borne materials comprising boulders, sand, silt with minor clay was proved through exploration encompassing 100 m towards the left and 288 m on the right flanks from the center of the river respectively. Overburden comprising top soil and weathered bed rock was observed to be of the order of 8 m on the right bank and 13 m on the left bank towards the dam top respectively. Evaluation of construction material has been conducted at the site with determination of their physical properties in the laboratory to adjudge their suitability in the dam construction. Laboratory tests of samples from some borrow areas have indicated the occurrence of dispersive clays. ...... Geological evaluation of the reservoir recorded the absence of any landslide in the ’. r reservoir rim area and removed the probability of the stored water escaping to other valleys. No important economic mineral deposit is likely to come under its submergence. There has been no evidence of any thermal spring at the dam site and the vicinity. From the study of the available records, it appears that the project falls within the Zone IV of the re-evaluated seismic zoning map of Ethiopia. The incidences of major earthquakes and the occurrence of volcanoes have been shown in the figure — 3 appended in the text itself. 13.2 Recommendations During the Pre feasibility study stage, geophysical investigations through VES resistivity profiles and drilling of 2 holes towards the D/S side of the dam axis were carried out at the dam site alternative - I, which indicated that a deep, unconsolidated, granular, non cohesive, pervious overburden cover is existing along the dam alignment (see annex 1 Detailed geotechnical investigations). This observation prompted the concerned geotechnical positive cut-off encompassing the entire length of the dam engineer to suggest a deep On scrutmy of various documents it has been gathered that during feasibility studies the project authorities drew 6 more geophysical VES profiles both along and across the d^n alignment and executed 5 drill holes viz BED- 1, BED- 02, BED- 05, BED- 05a Annex C: Geotechnical Study/ Final Detailed Design Report /2009 69Erer Dam & Irrigation Project /CECE & CES BED- 06 along the dam axis and one drill hole No: BED- 09 along the spillway g LHC Ckllll OA1J lUiw ——-------------------------------------------------- it. The drill holes intersected bed rock at 9.10 m, 13.60 m, 18.50 m and 7.50 m in • ** * « — i o zn 1 2 SO m and 7.50 m in m alignment. The BED-01 I .t , 02, 05 and BED - 06 respectively. On perusal of the core boxes photographs, it appeared, that, there existto r s aa sisceope the t dao rmai fseounda the dation l m founda evel by a tion l feewve ml by a eters f onew meters on accomplishment of low pressure grouting. However, this observation will have to be — -• i >•. i ascertained after detailed evaluation of the core boxes. However, during Dec. 2008, subsequently, 5 drill holes viz DA-BH- 01, 02, 03, 04 and 05 along dam axis and one hole SP- BH- 01 along spillway alignment reported to have been executed in the project area. The exploration indicated deep overburden of around 18 m below the river bed comprising top soil, silty clayey sand mixed with pebbles and river borne materials resting on crystalline gneissic rock. There does not appear to be remarkable difference in the subsurface geology between earlier and recent explorations. A geological section along dam axis, combindly prepared from both feasibility stage • • u. << p- .; information and data obtained from recent exploration^depicts the subsurface geology m ... - .< • • the area under reference (see Annex 1: Detailed Geotechnical Investigations). • < it u kThe thick overburden cover, being medium-to: densei jn .nature,, excepting in the river '-‘k*’section, where it has low ‘N’ values, ranging in depth between 7 m and 18 m below the • "NSL along the dam alignment, has been reported to have recorded the permeability ranging from 1.9 x IO-4 to 9.75 x IO-6 which appears to be on the higher side. The earth dam section thus calls for providing a positive cutoff founded on the crystalline granitic bed rock. The positive cutoff may be provided along whole length of the dam section (-1.40 km). Since, the cutoff would have to be extended to an uneconomical depth up to • the bed rock, a slurry trench would be more preferred than a concrete wall which would be much less expensive as compared to a rigid structure. The trench may be excavated by dragline, clamshell, backhoe or other trenching equipments and its walls may be stabilized by bentonite slurry. Properly constructed bentonite slurry trench cutoff have properties similar to stiff clay without significant cracking. Addition of cement to the bentonite-water slurry just before its introduction into the trench offers more satisfactory results. The bottom of the cutoff trench resting on rock may be subjected to grouting under stipulated pressure, so that, no deformation is caused to the bed rock. The grouting may be envisaged in holes placed in two rows along the dam axis (one row in the upstream and one on the downstream) spaced at 3 m c/c and up to a depth of 10 m below the rock surface. Since, the feasibility report does not contain any discusion on the joint systems prevailing in the rock, a conventional method of grouting is hereby recommended. This Annex C: Geotechnical Study/ Final Detailed Design Report /2009 70Ercr Dam & Irrigation Project ZCECE & CES grouting of the foundation rock would create an additional curtain below the dam foundation so, that any possibility of leakage below the dam foundation may be avoided The laboratory tests of samples from the borrow areas have indicated the presence of dispersive clay in two borrow areas which have been identified to be used as dam fill material. The uses of such dispersive clay is not considered favorable as a dam embankment material because of their detrimental character. Mixing the gypsum with fill such soil to bring them back in to construction material fold as suggested by few earlier workers may be expensive and at the same time may not be full proof for such clay to be used as dam fill material. Since, some additional quarries derived as clay Borrow-3 (Geotechnical evaluation of construction materials) having 500000m’ of reserve have already been explored, dispersive clay quarries may be avoided. Recent exploration revealed that, in the river section a thick overburden of about 18 m, comprising 4 m of silty clay, sand mixed with gravel and 14 m of river borne materials comprising boulders, sand, silt with minor clay was proved encompassing 100 m towards the left and 288 m on the right flanks from the center of the river respectively. Overburden comprising top soil and weathered bed rock was observed to be of the order of 8 m on the right bank and 13 m on the left bank towards the dam top respectively. The stripping limit for the dam has been geologically evaluated to be at EL 1332.5 m. Since, the area falls within the zone - IV of the re-evaluated seismic zoning map of Ethiopia, the design may require adoption of suitable seismic factor. Annex C: Geotechnical Study/ Final Detailed Design Report /2009 71Ercr Dam & Irrigation Project ZCECE & CES REFERENCES Alemu, T. and Kebede, H. (2006). Geology of Harer and Beko area (NC38-9/N and T), Geological Survey of Ethiopia. BCEOM-ORSTOM (1972/1974). Geological Survey of Wabi Shebele Basin with Geological Map on 1:1000,000 scale Habtezgi, G„ Ebba, Y„ G/Tsadik, E, and Turn, Y. (1990) Regional geological and Petroleum prospects of the sedimentary rocks in the Harar sheet (NC38-9/G, H, J, N. O, P, T & U). Unpublished 1:250,000 scale, EIGS, Addis Ababa, Ethiopia M.OAV.R. (1998) Geological map of Wabi Shebele River basin 1:1000,000 Tefera, M., Chemct, T and Haro, W. (1996) Geological map of Ethiopia 2nd cd. and its explanatory notes (scale 1:2,000,000) Tcklay, M., Kroner, A., Mczgcr, K , Obcrhansli, R., 1998. Geochemistry, Pb-Pb single zircon ages and Nd-Sr isotope composition of Precambrian rocks from southern and eastern Ethiopia: implications for crustal evolution in East Africa. Journal African Earth Sciences vol. 26, 207-227. WAPCOS (1990) Master Plan of River Basins of Ethiopia. WWDSE, MCE and WAPCOS (2002) Wabi Shebele River Basin Integrated Development Master Plan Study Project Report—Phase 1—Reconnaissance WWDSE, MCE and WAPCOS (2003) Wabi Shebele River Basin Integrated Development Master Plan Study Project Report—Phase 11—Geology and Geotechnique WWDSE, MCE and WAPCOS (2004) Wabi Shebele River Basin Integrated Development Master Plan Study Project Report—Phase II—Main Report WWDSE, MCE and WAPCOS (2005) Wabi Shebele River Basin Integrated Development Master Plan Study Project Report—Phase III—Prc-fcasibility study of Error Irrigation Project (5A). Annex C Geotechnical Study/ Final Detailed Design Report /2009 72Ercr Dam & Irrigation Project /CECE & CES REFERENCES Alemu, T and Kebede, H. (2006). Geology of Harer and Beko area (NC38-9/N and T), Geological Survey of Ethiopia. BCEOM-ORSTOM (1972/1974). Geological Survey of Wabi Shcbele Basin with Geological Map on 1:1000,000 scale. Habtezgi, G., Ebba, Y„ GfTsadik, E, and Tura, Y. (1990) Regional geological and Petroleum prospects of the sedimentary rocks in the Harar sheet (NC38-9/G, H, J, N, O, P, T & U). Unpublished 1:250,000 scale, EIGS, Addis Ababa, Ethiopia M.O.W.R. (1998) Geological map ofWabi Shebelc River basin 1:1000,000 Tefera, M , Chemet, T. and Haro, W (1996) Geological map of Ethiopia 2nd ed. and its explanatory notes (scale 1:2,000,000) Tcklay, M., Kroner, A., Mezger, K., Oberhansli, R., 1998 Geochemistry, Pb-Pb single zircon ages and Nd-Sr isotope composition of Precambrian rocks from southern and eastern Ethiopia: implications for crustal evolution in East Africa. Journal African Earth Sciences vol. 26, 207-227 WAPCOS (1990) Master Plan of River Basins of Ethiopia. WWDSE, MCE and WAPCOS (2002) Wabi Shebele River Basin Integrated Development Master Plan Study Project Report—Phase I—Reconnaissance WWDSE, MCE and WAPCOS (2003) Wabi Shebele River Basin Integrated Development Master Plan Study Project Report—Phase II—Geology and Geotechnique WWDSE, MCE and WAPCOS (2004) Wabi Shebele River Basin Integrated Development Master Plan Study Project Report—Phase II—Main Report WWDSE, MCE and WAPCOS (2005) Wabi Shebele River Basin Integrated Development Master Plan Study Project Report—Phase III—Pre-feasibility study of Errer Irrigation Project (5A) Annex C. Geotechnical Study/ Final Detailed Design Report /2009 74BED-02 BH-DA-05 BH-SP-06 LEGEND Alluvial deposit along Error nver SCALE 0 50 125 i 250M Onll holes completed (Pos: feasibility st; Dec-2008) Migmatitic iayenngsbands Bush ERRER IRRIGATION PROJECT ETHIOPIA TITLE: PLAN OF SPILLWAY Shear Zone Dam site option surveyed Motorable road Traces of m fracture zc Stnke and di fohation'gneI EGEND-- li 6tan ] 500 m HornDl»r>d«-Diot;te QneHset r>t»*ate«y toter-cclatto «iO-r«ld»ool»'<(Qrar-t>e> (r»K« M , S«r*<e oto o PROJECT:- ERRER IRRIGATION PROJECT ETHIOPIA TITLE:- MAP SHOWING GEOLOGY, LINEAMENTS. TOPOGRAPHY & EXPLORATIONS COMPLETED BY DRILLING CONCERT ENGINEERING ANO CONSULTING ENTERPRISE IN ASSOCIATION WITH CONSULTING ENGINEERING SERVICE ( INOIA ) PVT. LTD I1 »-U nol»» co»X>l»t»a ‘Pent PeasRAIty Brc-itna*PLATE LEFT BANK RI N 35 °W ----- S30’E ----- S20’E DAM AXIS GHT BANK S78*W Alluvlal deposit along Errer river 1395 — ---- 1395 Over burden Including terrace deposit .colluvial deposl- 1390 1385 1380 ----- S20*W S30*W S40’W residual soil, and alluvial Fans/cones from tributary streams Veathered Granitic Gneiss Predomlnatly granitic gnelsse with subordinate — 1390 — 1385 S50’W S60’W — 1380 biotite gneiss and anphlbote biotite gneiss 1375 1370 1365 1360 1355 1350 1345 1340 ----- S78’W BES-9 — 1375 — 1370 — 1365 — 1360 — 1355 — 1350 —-- 1345 -------1340 c 1362.513601357.513551352.5 1350 1347.5 FIG GOELOGICAL SECTION ALONG SPILLWAY ALIGNMENT D SECTION 'Cvp' SCALE:- HORIZONTAL 0 50 125 1 SCALE:- VERTICAL 0 ■ I 10 — 25 J----------------------------- —L 250 I so M ___________________ j FOR SECTION LINE 'C’-'D* PL. REFER PLATE- 2 & PLATE- 5 PROJECT:- ERRER IRRIGATION PROJECT ______________________ ETHIOPIA___________________ TITLE:- GEOLOGICAL SECTION ALONG SPILLWAY ALIGNMENT CONCERT ENGINEERING AND CONSULTING ENTERPRISE IN ASSOCIATION WITH CONSULTING ENGINEERING SERVICE ( INDIA ) PVT. LTDAnnex 1 Detailed Geotechnical InvestigationTabic of Contents CHAPTER I • INTRODUCTION 1.1 .Project Background 1.2. Scope & Objective1 1.3. Location and Accessibility- 2 CHAPTER II - METHODOLOGY OF INVESTIGATION AND EQUIPMENT 2.1 General7 2.2 Drilling and In-Situ Tests-7 2.2.1 Core Drilling7 2.2.2 Percussion Drilling9 7 2.3 In-Situ Tests10 2.4 Data compilation and presentation11 2.4.1 Field Records and Reports:11 2.4.2 Final Factual report preparation12 CHAPTER III - REGIONAL AND LOCAL GEOLOGY 13 3.1 Regional Geology ..................................................................................................................................................... 13 3.2. SiteGeology14 CHAPTER IV- GEOTECHNICAL INVESTIGATION 15 4.1 General15 4.2. Drilling15 4.3 In -situ Tests in Boreholes17 4.4 Ground Water level Measurement18 CHAPTER V - SUMMARY AND CONCLUSION. 19Erer Dam & Irrigation Project ZCECE & CES CHAPTER I - INTRODUCTION 1.1. Project Background A contract for Geotechnical investigation at Erer Valley for Erer Irrigation Project was signed on 16 September, 2008 between Concert Engineering & Consulting Enterprise PLC (CECE) and Addis Geosystems Co Ltd (AGS). The owner of the irrigation project is Ministry of Water Resource of Ethiopia The Erer valley where the Geotechnical investigation conducted is located on the boundary of East Hararge Zone of Oromia regional state and Harari Regional States at about 525km distance from Addis Ababa. Mobilization of equipment and manpower to carry out the Geotechnical investigation to Erer valley started on 22 September 2008 and field work completed on 26 December 2008 The Geotechnical investigation carried out by AGS included drilling of six boreholes with a total depth of seventy two meters, thirteen SPT tests and three falling head permeability tests in boreholes and measurements of water table in boreholes. Five of the geotechnical boreholes were drilled along the dam axis and one at the spill way. This Geotechnical investigation report is a factual report and contains mainly the factual data obtained from the Geotechnical investigation at Erer valley. The report gives brief description of the methods and materials used in carrying of the field investigations and results obtained from these investigations. The report is presented as: Main report and Appendices(Borehole log, core photos and in situ test results) 1.2. Scope & Objective The main objective of the Geotechncial Investigation at Erer dam was to conduct field Geotechnical investigation which included bore hole drilling and in-situ testing and collect essential data that would enable the project consultant design a feasible dam and appurtenance structure for Erer irrigation project. The scope of the Geotechnical investigation as stated in the TOR of the contract agreement are:Erer Dam & Irrigation Project ZCECE & CES • Geotechnical Drilling to determine thickness of overburden to the underlying bed rock • In- situ tests In boreholes which includes SPT and Falling head permeability test • Preparation of Factual Geotechnical report 1.3. Location and Accessibility The Erer Irrigation Dam site is located in Eastern Ethiopia some 525 Km far from the capital city Addis Ababa and is situated in between the Eastern at the boundary of East Hararghe Zone of Oromia National Regional State and Harai National Regional State. The two nearest towns to the site are Harar and Babile towns which are found at a distance of 18 and 20 kms respectively. The Dam Axis lies between geographical coordinate UTM 0196000 to 0197800 E at an average latitude ofl028350N The project area is accessible from Harar town using two optional roads. One is via Hara-Jijiga 20 km all weather gravel surfaced road (currently under construction to be upgraded to Asphalt road) and turning north at Erer River Bridge and driving additional 6 km on dry weather track road. The second option is via the Harar -Dodota - Woldia 14 km gravel surfaced road and turning and driving to southern direction for 7 km on dry weather road. Fig. 1 shows location map of Erer irrigation dam project.Erer Dam & Irrigation Project ZCECE & CES ■^Project Area Figure ... Location Map of Errer Irrigation Dem Project (MiGeosjitensCo L10 jErcr Danf& Irrigation Project ZCECE & CES CHAPTER II - METHODOLOGY OF INVESTIGATION AND EQUIPMENT 2.1 General The methodology followed in carrying out the geotechnical investigation at Ercr valley entirely consists of drilling to determine depth of to bed rock and conducting SPT and falling head permeability test at selected depths and test sections with the objective of estimating in-situ strength and permeability of loss materials in boreholes. Water level measurement was taken in all boreholes Water level recorded for all boreholes is shown in borehole logs. The geotechnical investigation in this contract did not include soil or rock sampling and laboratory tests. Methods and materials used in the field investigation are described in the following sections. 2.2 Drilling and In-Situ Tests 2.2.1 Core Drilling Rotary core drilling was performed with a portable skid mounted core drilling rig fitted with mud pump and SPT equipment. Dry drilling technique was used in soils and drilling water was used when drilling in weathered rock and hard rock layers. Telescopic type of drilling technique was used in all boreholes. Core barrel sizes (4 9/16" or 115.8mm , 101 and 86mm) were used while drilling in soils and weathered rocks and smaller diameter core barrel of 61.5mm (TNW) used when drilling in rock formations. Figure 2.1 shows rotary core drilling at BH-DA-05. Water for drilling was transported from Erer river with the help of a pick up vehicle and stored in a 5000 litre water tanker installed near drilling sites. Though to varying depths, steel casing was installed in all of the boreholes to prevent caving of bore holes. Annex C: Geotechnical Study /Final Detailed Desian Report /2009Ercr Dani & Irrigation Project /CECE & CES As soon as cores were removed from core barrels the retrieved core samples were placed in standard partitioned wooden boxes and properly logged and eventually photographed. Color photos showing core samples in core boxes are shown in appendix 1. Annex C: Gentrrhnirnl Slllfiv /Pirvkl D.tawxrf /1AAOErcr Dani & Irrigation Project ZCECE & CES 2.2.2 Percussion Drilling A percussion drilling method was used to drill one borehole at the river bed (BH-DA-01) when drilling through highly saturated sand mixed with course gravel was found difficult with rotary core drilling. A light weight trailer mounted percussion rig fitted with SPT tool and appropriate percussion drilling tool (bailer with valve, Cross chisel) was used to drill BH-DA-08-01 to 18m depth The borehole was cased to 12m with six inches steel casing to prevent caving. The bore hole at the river bed has a diameter of 5 16 inches. The percussion drilling method was conducted according to the specification outlined in BS 5930:198. Figure 3.1 shows a picture of the trailer mounted rig drilling at the river bed (BH- DA-04) Figure 2.2 Site investigation drilling with trailer mounted percussion rig at BH-DA-04 (River bed) Annex C: Geotechnical Study /Final Detailed Design Report /2009Erer Dam & Irrigation Project ZCEQE & CES 2.3 In-Situ Tests Two kinds of in-situ tests namely Standard penetration test (SPT) and falling head permeability test were performed in boreholes and methods and procedures are described below. Standard penetration test (SPT) Standard Penetration Test (SPT) was conducted inside boreholes using standard SPT equipment. The standard SPT equipment consists of standard automatic trip hammer, weighing 63.5 kg with a freely falling height of 760 mm along a frictionless guide rod. The test was conducted in accordance with test procedure described in test No. 19 of BS 1377. Blow counts for a total penetration depth of 450 mm from the bottom of a cleaned borehole were recorded and counts for the first 150 mm penetration were discarded since the ground is considered to be distributed by drilling activity prior to the test. SPT N-values for the last 300 mm penetration were thus recorded at the corresponding depths on the borehole log sheets. SPT N-values are shown in borehole logs where SPT test were performed. Falling head permeability test: Falling head test were conducted in three of the six boreholes to estimate the in-situ permeability of selected formations. In conducting falling head permeability test, a standpipe, (surface casing in the present case) was inserted to some higher elevation from the bottom of drilled borehole and the hole was flushed for about 15min. . Then the standpipe was filled with water to the required depth above the bottom of the casing. Using an electrical water level gauge the drop of water level in the pipe was measured at regular time intervals on the rate of change of the water level. These readings were collected for more than one hour. Then the readings were computed to determine the permeability (K-value) of the test section, using a formula from BS 5930:1981, code of practice for site investigations. Schematic diagram showing falling head permeability test apparatus and arrangement is shown in figure 2.2 Annex C: Geotechnical Study /Final Detailed Design Report /2009Erer Dam & Irrigation Project ZCECE & CES • Permeability values are calculated using the following relationships: K=A/F (tj-lO Ln (hl/h2), 2 F=2ITL/Ln [(IVD) +Vl+ (L/D) )] Where: K: Permeability of soil (highly fractured rock) A: Cross-sectional area of the borehole casing/siand pipe F: Intake factor hl, tB: head (hl) of water at lime tl li2, t2: head (h2) of water at time t2 L: Test section length D Diameter of casing/stand pipe Figure 2.2. Schematic Diagram showing falling head permeability test apparatus and arrangement 2.4 Data compilation and presentation 2.4.1 Field Records and Reports: Information on drilling operation and formation drilled are recorded on a daily drilling report format when ever there is drilling. Among the information put in the daily drilling report format are drilling run, TCR, RQD, formation description, total daily drilling depth, water level measurement and borehole test if there is any. The daily drilling records were then used to produce a complete borehole log with the help of AutoCAD software. Annex C: Geotechnical Study /Final Detailed Design Report /2009Ercr Dam & Irrigation Project ZCECE & CES Similarly, in situ test data were recorded in appropriate data sheet for further evaluation and interpretation. A color photo of each core box was taken for documentation at the completion of each borehole. 2.4.2 Final Factual report preparation Field data collected from borehole drilling and borehole testing were compiled in the office using appropriate software and standard report writing procedure. The compiled field data are presented in hard and soft copy in the form of: Main report, Bore hole logs and in-situ test data and are attached in appendix 1 and 2. C: Geotechnical Study /Final Detailed Design Report /2009Erer Dam & Irrigation Project /CECE & CES CHAPTER IH - REGIONAL AND LOCAL GEOLOGY 3.1 Regional Geology According to the geological map of Ethiopia, 1996 edition, the regional geology of the study area is broadly represented by Precambrian and Mesozoic rocks including recent Quaternary volcanic rocks and sediment deposits. The general and regional stratigraphy of the project area can be described as follows, from oldest to recent. The (Archean) lower complex (Precambrian Basement) Rocks: The (Archean) lower complex formation is identified as high grade gneiss and migmatites of biotite and amphibole gneisses, with subordinate pyroxene gneisses (granulites), amphibolites, quartz-feldspatic and calc-silicate gneisses with older structures. The mineral components are coarse grained, tended to separate into different layers, giving strong banded appearance, and well foliated texture. The Archean group of rocks have been classified into five major units; among which the Alghe group is abundant type of rock within the region. Mesezoic Rocks: Exposures of these rock units are not visible in the project area however they exist east of the project area around Harar town. They are uncomformably overlying on the basement rocks. The type of rocks included within this group is the Adigrat sandstone and the Hamaneli limestone. The latter exist overlying the Adigrat sandsone. Exposures of the Adigrat sandstone can be observed in Harar town, near Ras Hotel. The Hamaneli formation however monotonously covers most of Harar town and its vicinity. The Rift Series (NEOGENE) Volcanics'. These rocks are composed of volcanics outpoured after the formation of the rift, when fissural volcanism in the related plateaus had died out Exposure of this rock unit is observable a bit far north direction of the project area. Quaternary formation: Quaternary sediments are sediments deposited during most recent geological time that are mostly deposited in structural lows and river basins. These quaternary deposits are the most top cover of the project area Generally, these sediment deposits mainly consist sediment sizes of cobbles, pebbles, gravels and coarse-grained sediments near the escarpment, while finer sediments at areas of most river flood plain areas.Ercr Dam & Irrigation Project ZCECE & CES 3.2. Site Geology Observation at and around the dam axis and spill way shows presence of deposits of colluvial, alluvial and residual nature These deposits overlay a crystalline basement rock - Granitic Gnicss. Colluvial Deposits The colluvial deposits are composed of big blocks of basement rocks derived from the ridge confining the Erer valley and boulder to cobble size fragments of basement rocks. The colluvial deposits are confined at the left and right embankments at the base of the ridges. The ridge at the right side of the river bank has a very steep slope and as a result is constituted by bigger size blocks of basement rock compared to the ridge to the left side. Alluvial Deposits The alluvial deposits are composed of primarily silty clay and fine to coarse sand, find to coarse gravel, cobble and rock fragments. They cover the areas around the dam axis and spill way overlying the basement rock. The alluvial deposits are also mixed with colluvial materials derived from the nearby ridges and transported by running water. Residual Deposits Residual soil mainly composed of reddish brown silty clay appears to develop over an area with a flat topography more importantly at the right bank at the foot of the ridge over the basement rock. All the surface deposits described above as well as the basement rock were encountered in the six boreholes at different depths. The thickest surface deposit is found in BH-DA-04 drilled at the river bed. Annex C: Geotechnical Study /Final Detailed Design Report /2009Erer Dam & Irrigation Project ZCECE & CES CHAPTER IV- GEOTECHNICAL INVESTIGATION 4.1 General Geotechnical investigations conducted at the Erer irrigation dam site included drilling of six boreholes and conducting thirteen SPT and three falling head permeability test. The present geotechnical investigation did not include soil or rock sampling and laboratory tests. Table 3.1 below summarized the geotechnical investigation conducted in the Erer irrigation dam project. Bore Hole Designation Drilling (m) Location SPT (NO) Falling Flcad Permeability Test (No) Remark BH-DA-01 8.80 Dam axis,right bank 2 1 BH-DA-02 8.50 Dam axis,right bank 1 - BH-DA-03 12.45 Dam axis,right bank 2 - BH-DA-04(a) 7.80 Dam axis, River bed - - Abandoned due to drilling difficulty by rotary drilling BH-DA-04 18.0 Dain axis, River bed 1 - Percussion drilling BH-DA-05 16.90 Dam axis,Left bank 5 1 BH-SP-06 7.60 Dam axis, Left bank 2 1 BH: Borehole, DA:Dam axis, SP: Spillway Table 3.1 Summary of geotechnical investigation carried out at Erer irrigation dam project. The following sections briefly describe drilling and field tests performed at the Erer dam and spill way sites. 4.2. Drilling A total number of six boreholes with a total depth of 80.05 m were drilled in the current investigation. Five of the boreholes were drilling along the proposed dam axis and one at the proposed spill way site. Three boreholes were drilled at the right bank, two at the river bed and the remaining two at the right bank. One of the boreholes drilled at the river bed (BH-DA-04(a)) Annex C: Geotechnical Study /Final Detailed Design Report /2009Erer Pain & Irrigation Project /CECE & CES had to be abandoned as drilling by rotary system failed. A replacement borehole was drilled to 18m depth using a percussion drilling system. All boreholes were drilled vertical Designation, Location, geographic coordinates of the six boreholes with ground water level measurement is shown in table 3.2 below. Bore Hole Designation Location Coordinates (UTM) Elevation (m) Borehole Depth (m) Ground Water level (m) BH-DA-01 Dam axis,right bank NO196040 E1028341 1373 8.80 4.95 BH-DA-02 Dam axis,right bank NO196603 E1028368 1350 8.50 1.07 BH-DA-03 Dam axis,right bank N0196610 El028376 1350 12.45 0.10 BH-DA-04(a) Dam axis, River bed NO 196742 E1028355 1350 7.80 1.0 BH-DA-04 Dam axis, River bed N0196742 E1028355 1350 18.0 1.0 BH-DA-05 Dam axis,Left bank NO 197160 E1028357 1363 16.90 7.80 BH-SP-06 Dam axis, Left bank N0197147 E1028254 1357 7.60 4.70 Detailed description of soil types encountered in all bore holes is presented in borehole logs as shown in Appendix 1. Loose, dark to reddish brown (Top soil) was encountered in all boreholes with depth ranging between 0.30m to 0.60m. The soil types encountered below the top soil and above the basement rock vary from borehole to boreholes but generally are silts, silty sand, sand mixed with fine to course gravel and cobble. The most significant difference is observed in borehole BH-04-08 drilled at the river bed. Borehole log at BH-04-08 shows presence of very-thick alluvial deposit (18m) composed of Annex C: Geotechnical Studv /Final Dpi mind T^pcion RrnnrtFIGURE- 3:3 GEOLOGICAL CROSS SECTION ALONG DAM AXIS (BASED ON BORE HOLES DRILLED BY WWDSE) LEGEND SILTY CLAY.SAND.MIXED WITH GRAVEL (LOOKING UP STREAM) SECTION: B-B DESINGED OT Dl< ADOIS A ZELEKE CUUtr -CONCERT ENOACOffS ent plc GEOTECHNICAL INVESTIGATING COIHRACTOR ADCMS GEOSYST6MS CO LTD PROJECT - EREH IRRIGATION PROJECT CADDY : DIZUUF.SII K TITLE- GEOLOGICAL CROB3 OECTION aooii ar(|DrrBTtMB Co. ltd tx-JIIIIMIlHl WWW•!laMUiri ■« CHECKED OV: OR ADOIS A ZELEKE APPROVED DY: OH ADDIS A ZELEKE TTOTI---------- V V.IOO H 1350 DATE ?MIW DHW. NO A05W<nFIGURE- 3:4 GEOLOGICAL CROSS SECTION ALONG DAM AXIS (AGS & WWDSE BORE HOLES) SILTY CLAY.SAND.MIXED WITH GRAVEL COURSE GRAVEL .COBBLE MIXED WITH SAND BASEMENT ROCK DEPTH TO BED ROCK (AGS) DEPTH TO BED ROCK (WWDSE) WWDSE BORE HOLES AGS BORE HOLES CHAJNAGE (rn) GROUND LEVEL ("’) (LOOKING UP STREAM) SECTION A-A £ SECTION: B-B GEOTECHNICAL INVESTIGATING CONTRACTOR ADOIS GEOSYSTEMS CO LTD DESINGED BY : DRAOOIS A ZELEKE PROJECT:- ERER IRRIGATION PROJECT CUE NT -CONCERT ENG ICONS ENT PLC CADDY : DlZUNESH K T11LE:- GEOLOGICAL CROSS SECTION AODII atdD>YBTCMB Co. LTD IMO tMM l« OtIIIMI if »!. — n.tOH—O»«ll M ‘BUIIXHU CHECKED BY : DR.ADDIS A ZELEKE 'AAai E APPROVED DY : DR ADDIS A ZELEKE V 1.100 H 1850 DATE 18/01/09 DRW. NO AGS/O9/O2FIGURE- 3:1 LOCATION OF BORE HOLES ON 1:5,000 TOPOGRAPHIC MAP. P-06( ( r .h >1300£ • \ \ -\ \'1\ INTERVAL CONTOUR (1M) */&BOREHOCB 1j>/ \// :v ouohg4v?4®S?';i BOREHOLE X Y E DEPTH.M. DA-BH-01 19604C 1028350 1373 8.80(m) DA BH-02 1966(X 1028354 1350 8.50(m) DA-BH-03 19666C 1028360 1350 12.45(m) DA-BH-O4 19675C 102B35C 1350 18(m) DA-BH-05 19715( 102835C 1363 16.60(m) SP-BH06 1971-V ) 1020254 1357 7.40{m) \ i v \ "--------- Kilometers geotechnical investigating contractor ADDIS GEOSYSTEMS CO LTD DE5IHGED BY : DR ADOI0 A ZELEKE PROXCT - ERER IRRIGATION PROJECT CLIENT -CONCERT EtK, ACOHS ENT. PLC CADOY BIZUNESH K TITLE ■ LOCATION OF BORE HOLE 3 ADO<I OC0VSTCM3 CO. LTD row —• tow ■*—» la •»> HOMiiri. m afiunrn M ■nmixau < — — ■ CHECKED DY: DR ADDIS A ZELEKE APPROVED flY: OR ADDIS A ZELEKE SCALE 1 5.000 □ATE IMJIrtN ORW.NO ACSjOTOIFIGURE- 3:2 GEOLOGICAL CROSS SECTION ALONG DAM AXIS LEGEND SILTY CLAY.SAND.MIXED WITH GRAVEL COURSE GRAVEL .COBBLE MIXED WITH SAND (LOOKING UP STREAM) SECTION A-A CUI NT CWJL 11 CrOTFOOflCAl IW£5T>GATIDG COHTf<ACTO»* ADD»$ CCO5Y5TCMS CO L ID UtXIHOEDBf DH ADOS A ZLLIKR PHOjrcr win moAnoffphqaci tfff KC CAD Dr BIZUNE8H K fine (>rot<xjiCALcno8«8Ccnai ADf»i» CO. LTD CltfCXLDUY WlAODlOA ZfLCr.E >'.>m HMIm* i*w- *—» i*-~~ «• •HUtVIllft M •>!»••• •• APPMOVCDUr DHADOtiA ZELEKH TTJTT-------- V I IO0 IUJ.W DATE UV01AW UH A Nd AO5MWErer Dam & Irrigation Project ZCECE & CES saturated silty sand and sand mixed with fine to course grained gravel grading towards the bottom to courser grained deposit of volcanic cobble and gravel. 4.3 In -situ Tests in Boreholes Thirteen SPT and three falling head permeability tests were performed in the drilled boreholes at different test sections. Number of SPT and falling head tests and test depths are summarized in table *. Bore Hole Designation Drilling (m) Location SPT Falling Head Permeability Test Dcplh(m) N- value Test section (m) Estimated K (cm/sec) BH-DA-01 8.80 Dam axis, Right bank - 7.30 >50* >50* 6.25-8.80 3.26877 E-06 BH-DA-02 8.50 Dam Axis, Right bank 3.70 6 - - BH-DA-03 12.45 Dam axis, Right bank 1.50 6 ■ - 6.15 28 BH-DA-04(a) 7.80 Dam axis, River bed - - - - BH-DA-04 18.0 Dam axis, River bed 3.0 7 - - BH-DA-05 16.90 Dam axis, Left bank 1.65 63 2.85 72 4.65 48 2.70-6.90 2.16721 E-05 6.45 30 8.55 30 BH-SP-06 7.60 Dam axis, Left bank 2.05 27 3.60 - 7.60 3.17557 E-05 4.05 36 Annex C: Geotechnical Study /Final Detailed Design Report /2009Ercr Dam &'irrigation Project /CECE & CES 4.4 Ground Water level Measurement Ground water level measurement was made in all the six boreholes every time before starting drilling and after completion of drilling. Groundwater was encountered in all boreholes at different depths. Depth to ground water generally becoming shallower towards the riverbed. The thick alluvial deposit which is composed of sandy silt, sand, gravel, cobble and boulder size transported rock fragments is highly saturated the water level rising to 1.0m below ground level. Ground water level measurement of each borehole is shown in borehole logs AnnCX C; Gcolccl,n*cal Study /Finagled Design Reoon /2009Erer Dam & Irrigation Project /CECE & CES CHAPTER V - SUMMARY AND CONCLUSION A Geotechnical investigation at Erer valley at the proposed dam site for irrigation project was conducted with the objective of providing additional geotechnical data and information on the sub-surface condition of Erer valley. The geotechnical investigation included drilling of six geotechnical boreholes ranging in depth from 7.60m to 18 m with a total depth of 75 meters, and conducting SPT and falling permeability test in bore holes. Except one borehole drilling at the proposed spill way, five of the boreholes were drilled along the dam axis. The geotechnical investigation did not include soil or rock sampling for laboratory tests. Five boreholes were drilling along the proposed dam axis, three on the right bank, one at the river bed and the remaining two at the left bank. One of the boreholes was drilling at proposed spillway on the left side of the river. Lithological logs of the six boreholes confirms occurrence of surface deposits of colluvial, alluvial and residual origin overlaying a crystalline basement rock namely Granitic Gneiss. Thickness of these surface deposits vary along the dam axis with maxim thickness of about 18 meters at the river bed. Surface observation confirms occurrence of three groups of surface deposits: Colluvial, Alluvial and Residual The first group of soils is colluvial or gravity deposits. Colluvial deposits occur at the foot of the North-south running ridges confining the Erer river and are composed of big blocks of rocks, boulders and cobbles derived from the basement rock from which the ridges are made up of. The second groups of surface deposits is of alluvial origin and are made of silty sands, fine to course gravel and cobble size sediments. The course sediments are basaltic and quartz tic in composition. The occurrence is mainly restricted to the river bed and lower ground. The third ground of surface deposit is residual soil mainly composed of reddish silty clay. Residual soils have developed over the basement rock and occur at the foot of the ridges over flatter topography which is out of reach of alluvial action. Residual soils are mostly confined to the left bank side.Ercr Dam & Irrigation Project /CECE & CES Though at different depths, ground water was encountered in all boreholes Depth to ground water gets shallower towards the river bed and deeper towards the foot of the ridges. Litho logical logs of boreholes show presence from top to bottom of reddish to dark brown silty clay (Top Soil), silty sand and sand deposit mixed with fine to course gravel and very course grained alluvial deposits composed of gravel to cobble size sediments. Colluvial deposit was also encountered in one of the boreholes drilled at the left bank (BH-DA-05). The combined geological cross section of the feasibility study and the current detailed design (figure 3.4) depicts that the presence of the top soil and mixed gravel with shallower depth is located away from the river course, while the very course grained alluvial deposits are found with in the middle 400 meters stretch. In accordance with the geological cross section assessment, this portion of the dam foundation is expected to have an extent of depth of some 18 metres, which needs due engineering measures from the point of view of water tightness and also stability of the cut sides during construction. Annex C: Geotechnical Shidv /Final Drmiind rvci on Rnnnri /OftHQREFERENCES • Tefera M , Chemet, T and Har,W. (1996) Geological map of Ethopia, 2nd and its explanatory notes (scale 1:2,000,000) • Water works Design and Supervision Enterprise in Association with Synergies Hydro (India) Pvt. Ltd, September 2007, Feasiblity report, Erer Irrigation Project, Volume 4 • British Standard Institution : BS 5930 : 1981 udc 69.051, code of practice for site investigations (Formerly cp 2001). • Blanford, W.T., 1870. Report on the Geology of a portion of Abyssinia . Assoc, j. Geol. Soc London, Q.J. 1, V.25 .P.401- 406 • Geotechnical site investigation, Noel Simons, 2002. • In situ Testing, Mair and Wood, 1987. • Principles of soil mechanics and foundation engineering (fifth revised edition). • principles of Engineering Geology, Robert B, Johnson and Jerome V. DeGraff, 1988.ADDIS GEOSYSTEMS CO. LTD BOREHOLE LOG SHEET~ SHEET_1_OF_1_ BH-DA-01 PROJECT LOCATION CLIENT DATE STARTED : ERER IRRIGATION PROJECT : ERER VALLEY BABILE : CONCERT ENG.&CONS. ENT. PLC : 05/10/2008 : ROTARY CORING 4 95 m.b.g.l DATE COMPLETED : 12/10/2008 BORING TYPE GROUNG WATER LEVEL • INCLINATION BH COORDINATES BH ELEVATION : VERTICAL :x : 1373 m O STRATA DESCRIPTION PHOTOGRAPH Loose. Dark browm SILTY CLAY 2 with humus (TOP SOIL) Firm, dark to reddish brown dayey SILT with some sand and trace s of 0 angular to sub angular quartz and feldspar gravel size fragments q (Colluvium) 2.00 3.00 -= 50 0 20 0 W0 <00- _5 40 50 0 10 0 00 Loose, reddish brown, fine to corse grained SILTY SAND with trace of quartz and feldspar gravel size fragments (Colluvium) Loose to dense. Light brown. SILTY SAND Light gray. Completely weathered GRANITIC GNEISS decomposed into sand, silt and clay. Very weak >50 30 0 Light Brown to brown. Highly to completely weathered GRANITIC GNEISS decomposed into sana and rock fragments. Weak to very weak z Dark brown to Light brown, fine 20 u to medium grained, fresh GRANTIC GNEISS. Very strong -------------- l>dbJknl.4. _________ 9 00 Bl I ^BOREHOLE N aULOWS/JOcm (iWL ^GROUND WATER LEVEL SI'I *STANDARED PENETRATION IliST RQI) =ROCK QUALII Y DESIGINATION I CR mTOTAL CORE recovery V. -static ground water level DIMVRItrnSAMH I UNDISTURBED SAMPLE LOGGED BY DAWIT TESFAV DATE:ADDIS GEOSYSTEMS CO. LTD SHEET_1_OF_1- Tltlo : BOREHOLE LOG SHEET BH-DA-02 PROJECT LOCATION CLIENT ■DA 16/ TE10/ ST2008 ARTED : ERER IRRIGATION PROJECT : ERER VALLEY BABILE : CONCERT ENG.&CONS. ENT PLC BORING TYPE GROUNG WATER LEVEL : INCLINATION BH COORDINATES : ROTARY CORING ’ VERTICAL : oiwoa worth*< : lozaaw DATE COMPLETED : 28/10/2008 BH ELEVATION : I350 m STRATA DESCRIPTION PHOTOGRAPI Loose, dark brownish to reddish brown. SILTY CLAY with grass roots and traces of mica minerals (TOP SOIL) Loose, dark brownish to reddish brown SILTY SAND with abundant feldspar, quartz and mica mineral grains Loose, dark brown, loose, moist fine to medium grained, angular lo sub angular SAND with clay mixture and trace gravel and pebbles Dense, light brown lo grayish SILT grading lo fine to medium grained loose sand Dark gray to light brown, completely weathered GRANITIC GNEISS decomposed to sand and clay size \ fragments, very we3k Light gray lo light brown, slightly weathered GRANITIC GNEISS, strong =BOREilOLE =BLOWS/30cm DISTURBED SAMPLE OWL -GROUND WATER LEVEL SIH RQD ICR V =S'I AN DARED PENIH RAllON TEST UNDISTURBED SAMPLE =ROCK QUALI TY DESIGINATION =TOTAL CORE RECOVERY ^STATIC GROUND WATER LEVEL LOGGED BY. DA WIT TESFAY DATE:ADDIS GEOSYSTEMS CO. LTD BOREHOLE LOG SHEET SHEET.l_0F_2_ BH-DA-03 PROJECT location CLIENT DA: 30/ TE10/ ST2000 ARTED : ERER IRRIGATION PROJECT -- ERER VALLEY BABILE ■ CONCERT ENG.&CONS. ENT. PLC BORING TYPE ■ ROTARY CORING GROUNG WATER LEVEL 0.10 m.bf.1 w DATE COMPLETED : lO/l 1/2000 INCLINATION BH COORDINATES BH ELEVATION VERTICAL ‘ 1350 m STRATA DESCRIPTION Sot!. Light brown Io dark brown. SILTY CLAY (TOP SOIL) PHOTOGRAPH Loose, dark grey. SANDY SILT with some gravel grading to srtty sand. Loose, Light brown, SAND mixed with rounded io sub rounded basaltic volcanic cobbles, pebbles and gravels and with trace of gravel size quartz grains 800 -= 40 0 90 0 Light grey, highly weathered GRANITIC GNIESS decomposed in to sand and silt, very weak 900 4 90 0 11.00 2 12.00-1 134)0 — BH -BOREHOLE N -BLOWS/Mkm GWL -GROUND WATER LEVEL SIT -STANDARED PENETRATION TEST RQD .ROCK QUALITY DESTINATION TCR -TOTAL CORE RECOVERY V -STATICGROUND WATER LEVEL J DISTURBED SASITtE j UNDISTURBED SAMFIL LOGG DATE: ED BY: DAW TliSFAYADDIS GEOSYSTEMS CO. LTD BU ” BOREHOLE LOG SHEET SHEET_2_OF_2_ BH-DA-O3 : ROTARY CORING project location CLIENT : ERER IRRIGATION PROJECT : ERER VALLEY BABILE : CONCERT ENG.&CONS. ENT. PLC BORING TYPE GROUNG WATER LEVEL ■ 0.10 m.b-g.I pDaA.oT-E STARTED 30/10/2000 n TE COMPLETED : 10/11/2000 ; VERTICAL : oi»*4io : 1350 m A STRATA DESCRIPTION INCLINATION BH COORDINATES BH ELEVATION PHOTOGRAPH »I«A ie.®3 1M»3 15 DC-J Illi -BOREHOLE N •BLOWS/Mkm GWL -GROUND WATER LEVEL SIT -STANDARED PENETRATION TEST RQD -ROCK QUALITY DESIG1NA11ON TCR =TOTAl. CORE RECOVERY V. -STATIC GROUND WAI ER LEVEL DISTURBED SAMPLE | UNDISTURBED SAMPLE LOGGED BY: DA WIT TESPAY ~~ DATE:ADDIS GEOSYSTEMS CO. LTD SHEET_1_OF_2_ ' BOREHOLE LOG SHEET BH-DA-04(A) PROJECT LOCATION CLIENT : ERER IRRIGATION PROJECT ■ ERER VALLEY BABILE : CONCERT ENG.&CONS. ENT. PLC DATE STARTED : 03/11/2008 DATE COMPLETED : 28/12/2008 BORING TYPE GROUNG WATER LEVEL INCLINATION BH COORDINATES BH ELEVATION ROTARY CORING 1.00 m.b.g.l VERTICAL EaaUnf 0196742 NorUdnj : 1D2S355 1350 m E u Q (A — STRATA DESCRIPTION PHOTOGRAPH Stiff. Light to dark brown SILTY CLAY \with organic matter(TOP SOIL) 100 Loose, dark grey to light brown SILTY SAND with trace of gravels & pebbles 6.00 7.00 _7 40 8.00 9.00 1000 Bl I ^BOREHOLE N =BLOWS/30cm OWL -GROUND WATER LEVEL SET =STANDARED penetration test RQD =ROCK QUALITY DESIGNATION TCR =TOTAL CORE RECOVERY V ^STATIC GROUND WATER LEVEL DISTURBED SAMPLE | UNDISTURBED SAMPLE LOGGED BY: DA WIT TESFAY~ DATE:ADDIS GEOSYSTEMS CO. LTD BOREHOLE LOG SHEET SHEET_2_0F_2_ BH-DA-04(B) PROJECT LOCATION CLIENT DATE STARTED ■ ERER IRRIGATION PROJECT : ERER VALLEY BABILE : CONCERT ENG.&CONS. ENT. PLC : 03/11/2008 , , DATE COMPLETED : 28/12/2008 BORING TYPE GROUNG WATER LEVEL INCLINATION BH COORDINATES BH ELEVATION ROTARY CORING 1.00 m.b.g.l VERTICAL Eariln* 0JP8742 Horthla* : 1028355 1350 m a o cc STRATA DESCRIPTION PHOTOGRAPH Loose, dark brown SAND grading to silty sand mixed with volcanic cobbles, pebbles and gravels and traces of quartz and gravel grams 1500 Loose to dense find to course GRAVEL mixed with volcanic cobbles to pebbles size materials, quartz pebbles and moist day 16.00 ~ J 17.00 18.00 / Dark brown, fresh GRANITIC / GNIESS. strong lSOOrr Bl I =BORDIOLE N =BLOWS/30cm GWL -GROUND WATER LEVEL SPT =STANDARED PENETRATION TEST RQD =ROCK QUALITY DESIGNATION TCR =TOTAL CORE RECOVERY V, ^STATIC GROUND WATER LEVEL |] DISTURBED SAMPLE 0 UNDISTURBED SAMPLE LOGGED BY: DA WIT TESFAY DATE:ADDIS GEOSYSTEMS CO. LTD BOREHOLE LOG SHEET PROJECT LOCATION CLIENT : ERER IRRIGATION PROJECT : ERER VALLEY BABILE • CONCERT ENG.&CONS. ENT. PLC DATE STARTED : 15/12/2008 DATE COMPLETED : 23/12/2008 F u Too- BORING TYPE GROUNG WATER LEVEL INCLINATION BH COORDINATES BH ELEVATION STRATA DP-SCRimON Soft. Light to dark brown SILTY CLAY (TOP SOIL) SHEET_l_0F_2_ BH-DA-05 ROTARY CORING 7.80 m.b.g.l VERTICAL EoUn< 0197100 Northing : 1028307 1363 m PHOTOGRAPH 2.00 10 0 Loose, dark grey to light brown SANOY SILT 10 0 5 JO Dense to Loose . light brown, SILTY SAND 6.00 7.00 8.00 Light gray to light brown, completely weathered GRANITIC GNIESS decomposed to sand and silt and rock 9J0 — fragment, very weak to weak 10.00 BH -BOREHOLE N =BLOWS/30cm GWL =GROUND WATER LEVEL SPT =standared penetration test RQD --ROCK QUALITY DESIGNATION TCR =TOTAL CORE RECOVERY -STATIC GROUND WA TER LEVEL Q DISTURBED SAMPLE | UNDISTURBED SAMPLE LOGGED BY? DA WIT TESFAY DATE:ADDIS GEOSYSTEMS CO. LTD BOREHOLE LOG SHEET SHEET—2_OF_2_ BH-DA-05 PROJECT LOCATION CLIENT DATE STARTED ■ ERER IRRIGATION PROJECT : ERER VALLEY BAB1LE : CONCERT ENG.&CONS. ENT. PLC : 15/12/2008 : ROTARY CORING : 7.80 m.b.g.l : VERTICAL 01 mOO .Ho.-lhin* : 1028357 DATE COMPLETED : 23/12/2008 ■ 1363 m Cs Z£ 52 1 photograph ■X ~ <2 U a ts> -j £ 0 0 0 BORING TYPE GROUNC WATER LEVEL INCLINATION BH COORDINATES BH ELEVATION STRATA DESCRIPTION 0 Light gray, highly weathered GRANTIC GNIESS decomposed in \ to sand and rock fragment, weak to \strong_____________ ____________ Light gray to dark gray. Moderately weathered GRANITIC GNIESS decomposed in to rock fragments mixed with some sand. Strong 20 20 10 20 0 0 Light gray, moderately to slighly weathered GRANITIC GNIESS mixed with some rock fragments. Weak to Strong .16.40. 16.00 20 20 Light grey to brownish, slightly weathered granitic GNIESS, Strong ----------------- » H>irv*<>>kr ________ l6 90n 17 00 18.00 19.00 20.00 Bl I ^BOREHOLE N =BLOWS/30cm GW1. sGROUND WATER LEVEL SKI =STAN DARED PENETRATION TEST RQD =ROCK QUALITY DESIGNATION TCR =TOTAL CORE RECOVERY V =STATIC GROUND WATER LEVEL DISTURBED SAMPLE 0 UNDISTURBED SAMPLE LOGGED BY: DA WIT TESFAY DATE:__________________ APPPOVRD RY- HD Annie A om OL-n» ADDIS GEOSYSTEMS CO. LTD BOREHOLE LOG SHEET" SHEET—1_OF_1__ BH-SP-O6 PROJECT LOCATION CLIENT DATE STARTED : ERER IRRIGATION PROJECT : ERER VALLEY BABILE : CONCERT ENG.&CONS. ENT. PLC 25/12/2006 , , DATE COMPLETED : 27/12/2008 BORING TYPE GROUNG WATER LEVEL INCLINATION BH COORDINATES BH ELEVATION ’ ROTARY CORING '■ 4.70 m.b.g.I ■ VERTICAL Eawtlni 01^147 Northing 102A254 •’ 1357 m STRATA DESCRIPTION PHOTOGRAPH Soft, Light brown to dark brown, SILTY CLAY (TOPSOIL) Loose, Light brown, SILTY SAND with clay mixture Soft, dark brown, SILTY CLAY 00 20 0 00 Light gray to light brown, completely weathered GRANTIC GNIESS decomposed to sand, silt 0000 and rock fragments, Weak 00 00 '70 OU Light gray to light brown, 7 60 ■completely weathered GRANTIC GNIESS decomposed to sand, silt and rock fragments. Weak Dll =BOREIIOLE N =BLOWS/30cm GWL =GUOUND WA1T:R LEVEL SI>T =STANDARED PENETRATION TEST RQD =ROCK QUALITY DESIGNATION TCR =TOTAL CORE RECOVERY V .STATIC GROUND WATER LEVEL j DISTURBED SAMPLE UNDISTURBED SAMPLE LOGGED BY: DAW1T TESFAY DATE:Erer Irrigation Irrigation project. Geotechnical Investigation BOREHOLE BH-DA-08-01, DEPTH: 0.00-5.00M, CORE BOX 1 OF 2 BOREHOLE BH-DA-08-01, DEPTH: 5.00 - 8.80M, CORE BOX 2 OF 2Erer Irrigation Irrigation project, Geotechnical Investigation BOREHOLE BH-DA-08-02, DEPTH: 0.00 - 2.0M, CORE BOX 1 OF 2 BOREHOLE BH-DA-08-02, DEPTH: 5.00 - 8.50M, CORE BOX 2 OF 2Erer Irrigation Irrigation project. Geotechnical Investigation BOREHOLE BH-DA-08-03, DEPTH: 0.00 -6.60M, CORE BOX 1 OF 2 BOREHOLE BH-DA-08-03, DEPTH: 6.60 - 12.45M, CORE BOX 2 OF 2I Erer Irrigation Irrigation project, Geotechnical Investigation I I I I I I I i BOREHOLE BH-DA-08-04, DEPTH: 0.00 - 5.80M, CORE BOX 1 OF 3 i I i I l i I I BOREHOLE BH-DA-08-04, DEPTH: 5.80 - 12.45M, CORE BOX 2 OF 3 I I IErer Irrigation Irrigation project, Geotechnical Investigation BOREHOLE BH-DA-08 of DEPTH: 12.45M - 18.05, CORE BOX 3 OF 3Ercr Irrigation Irrigation project. Geotechnical Investigation BOREHOLE BH-DA-08-05, DEPTH: 0.00 - 5.65, CORE BOX 1 OF 3 BOREHOLE BH-DA-08-05, DEPTH: 5.65 - 11.00, CORE BOX 2 OF 3I I I 1 I I I 1 I 1 I I I I I I I I I I Erer Irrigation Irrigation project. Geotechnical Investigation BOREHOLE BH-DA-08-05, DEPTH: 11.00 - 16.90, CORE BOX 3 OF 3EHRER IRRIGATION PROJECT. ETHIOPIA Geological Log of Drill Hole No.: BH-DA-01 Location: Top EJevetion: Coordinates. Error Vahey Babile 1373 m N 1028341 £ 0196O4C Depth ol Hole: Depth of Overburden. Length of Rock Drilling: 1.60 m 3.65 m 5.15 m Commenced. M 10 2 GO 8 Completed: 12 I0 20G3 Angle from HovtionUl: Vertical Depth (m) Colour Wool- •herlng 7 Hsrdne Coro to Culling M.C.R (cm) R.Q D. Jolfllt 6 Joint Not. Character J.F. 4 I ~ 10 11 12 13 ~u" 0.00 - 0.30 1.40 1 40 - 3.29 320 - 3^5 3 65 - 4 75 4 75 - 5 40 5.40 - e oo fl 00 • 7.30 7 .30 - e 32 8 32 • 8 63 BR BR BR BR GY GY DR DR DR DR x 15 Looie, dark brewn. silt/ city with humus (top sol) Firm. dirk to reddish brown clayey till wllh seme sand tnd Voces of angular to tub angular quartz and feldspar graral fragments (Colluvium) loose, reddish brown, saty sand with Iracas of quartz and feldspar gravel sila fragments Loose to dense, faght brown, thy sand Light gray, completely wtaiM'ed granitic gneiss decomposed Into sand, silt 8 day, weak Light gray, completely woalherad granitic gneiss decomposed Into sand, till & clay, weak Ugni brown to brown, comploiely weathered, granitic gneiss, decomposed into send and rocs fragments weal* to very weak Light brown to brown, completely wealnered. grenitic gneiss. decomposed mo send and rocs fragments, weak to very weak Light brown to brown, completely weeine'od. g'amu gneiti. decomposed mo sand rd rock fragments weak io vory weak Dark brown to light brown fme to medium grained frith granitic gneiss, very sl/cng Gotoui Grey»CY BUCK" BL Oeen-GR Bro*n«B3 WhHo-W Puot»PR Re<*Jiw>-R Ptnk-tM lliii/iiilna FteeMF rugvy VStsirw'WJ-C Com Cuttlrvs SllO.«! NokatKk«U P>eces*iii Tisgmer :>«IV a-wvt’v Joints (Smooth Pi«ner«y> Smooth UndJMIngeSU Rough PleneaRP Ro<<h UnowlaWk)*RU 6la«wd>bTERRER IRRIGATION PROJECT, ETHIOPIA Geological Log of Drill Holt No.: BH-DA-02 Local ion: Top Elevation Courtlnales: Angle from Horliontal. ErrerVakey Batole 1350 m N 1026M5E 0196505 Vertical Depth of Wole: Depth of Overburden; Length of Rock Drilling: d 50 m 6 00 m 2 50 m Commenced 16 10 2008 Completed: 26 10 2-»5 Lithology % Core Recuvorj KCora Recovery Ovr'txxilen Loose daft brown to redish brown, uty day with gross rootsA traces of mica minaret (lop soil) Loose dark brown io rec sh brown, sity sand win otnzsdant fetdtpar. queru. mica minerals Loose dark brown to redsh brown. s»y sand win a bund rm 'eldspar, quaru rraca mnerais Loose, dark trown. loose, most fine to median g-ained. angUir to sub »ngU«r sand with day rrtxhae and trace gravel and pebblos Loose, dark brown, loose, moist fine to me dor. trained. angUir to sub angUar sand with day mediae and trace gravel and pebbles Loom deft brown, loose, most fine to medium grained. ongUsr to tub angUar sand with day nidiae and trace gravel and pebbles Loom daft brown, loose, most fine to median grained, angdir (o sub ingsiar sand wr.n dry mediae and trace gravel and pebbles Loom, dark brown loose mo«« hoe to median gilned. angUir to sub angdar sand with day midure and trace gravel and pebbles □rey-GY Groen-GR VWne-W Pirpla-PR Yelowwh.Y Freeh«F □a-k gray to txown. ccmpWtfy weathered. g«emc gneiss, decomposed to sand and day sue Irapmerts, very weak Light grc/to Ight brown, fresh grime gneiss, suer g Light grey to Ight brown fresh granitic gnetss. strong Cf t Cllllnfl *'Oksticfe*ll Pxces'tll Frigmarts'lV Gr»m»V iikLi Smectn PlartamS? Srreelh LMOa»g*SU Ror^ UndUabng«Rj i Slabs 0- STERRER IRRIGATION PROJECT, ETHIOPIA Geological Log of Drill Holo No. : 8H-OA 03 Location : Top EJevallon: Coordinates. Angle from Horlcontal: Error Valley Bat-ile 1350 m N 102W76 E 0166610 Depth of Holo: Depth of Overburden: Length of Rock Drilling: Commenced: 30 10 2006 Completed: 10 11.2000 Lithology % Core Recovery Weal- •hering Core Cutting Joint Chancier Legend Soil light brown to dark brown. n.ty clay (top iai| Loom dark gray, sandy s>lt with some gravel io snry sand G/eyGY Rejj«n«R Yeuowwn.Y FttefteF Hgrv/ WtalM'ao‘0 9W • 10 IS 10 15 - 11 20 1120- 11 SO 11 00 - 12 45 Loom, dark grey, sandy aUt with soma gravel to silty sand Loom, dark gray, sandy nit vnth some gravel to silty sand Loom, light brown, sand mised with roundud io tub rounded basn’bc volcanic cobbles, pebbles, gravels with trace of gravel size quartz gra n> Loom, igm brown. sand mued wt’i rounded io sub rounded basaltic volcanic cobbles, pebbles gravels wi*h truce of gravel size quartz grains Loose, ught brown. sand mind with rounded io sub rounded basn’oc volcanic cobbles, pebbles, gravels with trace of gravel slse quartz grams Lc-om. 'Ighl brown, sand rrvied with roundud to tub rounded basniic volcanic cobbles. pebbles. gravels with (nice of gravel size quartz grams Loose, hghl brown, sand ml ted with rounded to sub rounded bnioltac volcanic cubblus, pibbiei. gravels with trace of gravel list quart: gra ns Light grey, highly weathered granitic gneiss decomposed Into ssno and s<n very weak Llghl gray, highly wear.eted granitic gneiss decomposed into sand and s.h very weak Light grey, highly we etho red granitic gneiss decomposed Into sand and sill vary weak Light grey. highly weathered granitic gneiss decomposed Into sand and ski very weak Ug”i brown, ilgrty weathered granitic gno.ss. strong. ughl brown sbghliy weilhured graml c gneiss, strong. Dark brown, fresh Granitic Gneiss Nsksilck*li Grotns»V tl-nvun Planar" I? Rcvgh undu<UAg*AU Stamen "0TERRER IRRIGATION PROJECT, ETHIOPIA Geological Log of Drill Holo No.: BH-DA-04 A Location : Top Elevation: Coordinate*: Angle from Horizontal: Depth Error Vafloy Babile 1350 m N 1026355E 0196742 Verveal Depth of Hole: Depth of Overburdon: Length of Rock Drilling: 7 40 m 7 40 m OCO m Commenced: 03 112038 Completed: 28 12 200) (m) 1 0 00 • 0 4Q 0 40 ■ 2.50 2.50 - 5.00 5 00 - 7.40 Lithology 2 Overburden do do do % Core Recover y 3 X Core Recovery 4 Kind of Bit S Colour Weal- -haring 7 I I 10 Her doe aa Cort Culling M.C.R (cm) ROD. 11 12 Jolnte 1 Joint Noa. Character 13 14 OR GY GY GY l 15 Suff tight to dark brown, silty clay with organic matter (top aoJ) looae. dark grey to light brown silly land with troce of gravel* and pebble* Loom, dark grey to tight brown, aitty land with trace of gravels and pebble* Loom, dark grey to bght brown, ailly sand with trace of gravel* and pebble* Legend Co-ow Grey GY BncMfiL Oeen»GR SrownvBR vm.te«W Purpfe-PR Reoavt-R Ptnfc«PK YeiiOMeMY y/eethe'lno Fre»h»F Hgrcy vVe*uier*3«0 nardneee Harj-A SoTfl Cort 'J .nL‘>a StKk-l KokSKivll PKCMVII fragrrentaeiv GraewvV Jclma Smooth PlenamSP Smooth UnCvl»^»J«SU Rough Pkine«RP Rough Undul*f1‘»g«RU Sl4>neo»5TERRER IRRIGATION PROJECT. ETHIOPIA Geological Log of Drill Holo No. : 0H-DA-O4 D Location : Top Elevation. Angle from Horizontal. Error VaLoy Bab> e 1350 m N 1028355E 0198742 VancaJ Depth at Holo: Depth of Overburdon: Length o( Rock Drilling 10.0C H 10 OC m 0,00 m Commenced: 03 11 2028 Completed: 28 1J.20CB i _______________________________________ 15_________________________ ____ Legend Slid, light io dork brown. silty city with organic matter (icp «wi) Colom Loon, dork gray to Sght brown, silty sand with Vaca of gravels and pebbles 5- ey>GY B e<k*tk Loon, dark gray to light brown, silty sand with trace o' gravels and pebbles &een*GR B<own>3R Loon, duh gray to tight crown, silly sand with traca o' gravels and pebbles WM*«W Pu'pi«-PR Loose. dark gray to ighl brown silly sand vdth traca o' gravels ana pebbles ReddrsnvR PzsiPK Loon, dark grey Io fight brown, silly sand vmh truce o' gravels and pebbles VtUOwMh«V yreaTtflno Fresh-F h«j > y WeatwoO Hardren He-d-a Solt«B Ci“l Cuttlnc S»cnl NoMOCMll Pecwki F rag -wants «|V Gramo»V Jolnta Srxxm PlwiamSP &rn>xn Unouiil«\g«SJ Rough RianoeRP Rough UndvtaongaRU Slirtd'STERRER IRRIGATION PROJECT. ETHIOPIA Gaologlcal Log of Orlll Hole No. : 0HDA-O5 Location . Top Elevation: Coordinate*: Angle from Horizontal: Depth of Hole: Depth of Overburden Length of Rock Drilling: Commenced: 15 12 2006 Completed: 23.12 2008 Lithology Error Valley Babiie 1363 m M 1028357 E 019716*) Vertical % Core Recover Colour Weat- ■hertno Hsrdne Core Cutting Joint Character Legend GrepGV Bxck‘3L GraentGR BrcvewBR Wrta-W P.fw-PR R»Mnn«R Pm»PK veltowaheV Neither‘"a FiteftsF Kgrty\veatn reij*O 9 70 - 10 4$ 10 45 • 11.00 II 00 - 11.70 11 70 - 12.05 12 05 - 13.70 13 70 • 14.30 14 30 • 15.10 15 10 - 16.10 16 10 - 16 40 16 40 - 16 K Soft, I.ght 10 Cart brown. e4ty day (top «oi) Loose, dart grey to tight tvov-r. sandy slit Loose, dart grey lo light trov/n, sanoy sit Donee la loose. light brown, silty sand Denso to looso. l-ght brown, el'ty sand Dense to loose, light brown, silty sand Ligf. grey to aghl braw^. completely weathered Qrariuc gneiss decomposed to sand and s I1 and ‘rio.Tent weak to \ o'v wonk_____________________________ __________ __ Light grey, highly weathered granitic gneiss Ooccmposed n lo sand and roc* ■Ifga.TtLLnMilQ iioafl_________________ ______________________________________________ Ugrt grey to dark gray, from granite grtist decomposed m lo roc* fra; meet mixed with seme sand straw_______________________________________________________________ Light grey to dark grey, ’rush granite gneiss decomposed in to cock 'ragmen! mixed ,T.L’l KHfl 16T1 ILSrfi________________________________________________________________ Light gray to dart gray. ’rash granite gneiss decomposed m to roex fragment mixed Mllicnc liTl IlfCPfl_____________________ _____________________________________________ Light grey. fresh gran Lc gneiss, mixed win some rocx fragments weak to strong Ugl't grey, fresh gr*n Ic gness naxld with some roc* fragments. weak to strong Light grey, fresh granite gneiss. mix id with some root Iregmenis. weak lo strong L'ghf grey, fresh granite gneiss, mixed with some tocn fragments, weak lo skong Light grey, fresh granite gneiss, mixed with some roc* fragments, weak lo strong Light grey lo brown sh. fresh granitic gneiss, strong a lll'dnete ^?'e Cutting F t Sfi merle-tV Gm npV joins Sirocth Piwar»SP UnduaitngeSU Rough PUne^P Rough Lnflu<sbng«RU burned* STERRER IRRIGATION PROJECT. ETHIOPIA Geological Log of Drill Hols No. : BH-DA-06 Location: Error Va'ey 0»b-> Depth of Hols: 7.00 m Commenced; 25.12 2039 Top Elevation: 1337 m Depth of Overburden: 2.05 m Completed: 27.12.2OOC Coordinates; N 1029254 E 0197147 Length of Rock Drilling: 5 53 m Angle from Horiionlil; Vertical Depth (m) Lithology % Core Recover _ y XCore ecove ry Kind of Dll Colour VJSSI- •hertng Herdne aa Core Cutting M.C.R (cm) R.Q.O. Joints & Nos. Joint Chancier J.F. i Legend 1 2 34 5 • 7 • a 10 11 n 13 14 15 0.03 - 0.00 Ovortnjrden NIL NX eR ■ Soil, light hrcvrn Io fieri bn»An. al'ty cloy (lop soil) 0.00 - 1.33 do NIL NX OR ■ Loots, light brawn. silty tend with day miilun G'ey-GY 0iack«9L 1.33 - 2 05 do NIL NX 8R • ■ Soil, dark brown. silty cJny Green-GR D'ewn-BR 2.05 ■ 2 30 Gn«<as NX GY 0 B IV Lipi grey o light brown, completely weathered granite gnaiei dncompoaed to land, id!andrcch fraarr.onli wep WTlfto-W PurptoePtt 2 30 • 3.10 do 20 III NX GY 0 B IV L ght grey to light brown, completely weatht'ed granitic gneiss o«compoae<j to land, lilt and reck fnome.'ila weak R»31iahaR PirkaPK 3.10 - SOO do NX GY 0 B IV Light gr«y to ijhi brown, completely weathered grerutic gneaa Oocompoeed io eend. lilt and reck fraamcn'i YeltOA»W»»Y 5 00 • 7.23 do NX GY D B IV Ltgnt grey to Kght brown, completely weathered grand c gneiss decompoted to send lLLl2SU£Ll.'f»o~mli w»tK Weatherlno 7 25 • 7.00 do 00 NX GY D B IV K0 L»gnt grey to bgbl Drown, completely weathered gran.be one.it dncompoarc 'o tend. ,itll a.-xl -cc-'-acmen'i wta>_____________________________ Freeh-F Highly Weelhe'MHO Uaulnsii HttO-A S<>n-3 CfllLLuUna Sock-' NoMMwII Pecea-fl Fiagmenta-IY Grame-V JOJOU Smooth Planar-&P Smooth UnlUat ny-StJ novjh Rene-RP Rovjh UMwIedng-RU atekisi-ITAnnex 2 Detailed Design Laboratory Analysis Results1.0 Introduction This report presents Summery of laboratory test results of soils taken from Erer Dam & Irrigation Project, Foundation Study. The test results are Atterberg Limit, Dry Unit Weight and Direct Shear, 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 analysis. 1.1 Standard Procedures Type of Test Standard 1. Atterberg Limit BS Test 2(A) & 2(B) 2. Dry Unit Weight I 3. Direct Shear - &c?> Erer Dam & Irrigation Project, Foundation Study Summary of Test Results Date: 29/12/200.8 Parameters Outlct-1 (O.O-l.O)m Outlct-2 (0.0-2.0)in Spillway-1 Spillway-2 Decho River Attcrberg Limit Liquid limit % Plastic Limit % Plasticity Index % 40.10 18.38 21.72 35.10 18.26 16.84 29.78 10.47 19.31 49.18 25.12 24.06 36.60 19.16 17.44 Direct Shear C((kPa) 0 o 59.834 39.33 74.013 42.078 83.068 41.04 75.709 42.13 67.408 40.74 Dry' Unit Weight (gm/cc) 1.802 1.848 1.905 1.630 1.806pni4 FirT'* ‘fcTTTC Waterworks Design and ?■ Supervision Enterprise Central Laboratory Service Client : Project: Location : Test Pit: 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@ethionet.et Concert Engineering Erer P.O.Box Addis Ababa Ethiopia 2561 Sample No Outlet -1 Sample type: Disturbed Test type : Atterberg Limit Date : 10/04/2001 Depth (m): 0.0-1.0 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Type of lest LL LL LL LL Conteiner No. 16 25 45 61 No. of Blows 34 28 22 16 Wt.of sample ♦ Tare wet 34.580 34.790 35.040 33.840 Wt.of sample ♦ Tare dry 29.360 29.570 29.730 28.780 Wt.of water 5.220 5.220 5.310 5.060 Tare 16.090 16.520 16.520 16.420 wt.of dry soil 13.270 13.050 13.210 12.360 Waler content % 39.337 40.000 40 197 40.939 Type of test PL PL Conteiner No. 52 35' Wt.of sample + Tare wet 32.000 30.940 Wt.of sample ♦ Tare dry 29.650 28.680 Wt.of water 2.350 2.260 Tare 16.820 16.430 wt.of dry soil 12.830 12.250 Water content % 18.316 18.449 18.383 Flow curve L.Limit 40,10% P.limit 18.38% P. I nd ex 21.72% Number of Blows Tested By Q^' Checked By Approved BypmH Fir'Ft JUUm 4JTTTC “HAMT Mltfa ft1Q7ft-+ 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@ethionet.et Client : Concert Engineering Project: Erer Location : Test Pit. _ Depth (m): _ LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Waterworks Design and Supervision Enterprise Central Laboratory Service P.O.Box 2561 Addis Ababa Ethiopia Sample No Spillway-2 Sample type : Disturbed Test type : Atterberg Limit Date : 10/04/2001 Type of test LL LL LL LL Conteiner No. J 38 62 156 No. of Blows 34 28 22 16 Wt.of sample + Tare wet 34.530 34.200 34.980 37.280 Wt.of sample + Tare dry 28.880 28.270 28.750 30 160 Wt.of water 5.650 5.930 6.230 7.120 Tare 16.860 16.060 16.300 16.500 wt.of dry soil 12.020 12.210 12.450 13.660 Water content % 47.005 48.567 50.040 52.123 Type of test PL PL Conteiner No. H 26 Wt.of sample ♦ Tare wet 28.990 28.800 Wt.of sample + Tare dry 26.570 26.150 Wt.of water 2.420 2.650 Tare 16.530 16.010 wt.of dry soil 10.040 10.140 Water content % 24.104 26.134 25.119 Flow curve L.Limit 49,18% P.limit 25.12% P. Index 24,06% Number of Blows Tested By Checked By Approved ByJimi ‘UTT’TC h701ft-+ y^ri 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@ethionet.et Client : Concert Engineering Project: Erer Location : Test Pit: Depth (m): LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Waterworks Design and Supervision Enterprise Central Laboratory Service P.O.Box 2561 Addis Ababa Ethiopia Sample No Spillway-1 Sample type . Disturbed Test type : Atterberg Limit Date: 10/04/2001 Type of test LL LL LL LL Conteiner No. 51 A 23 G No. of Blows 34 28 22 16 Wt.of sample * Tare wet 34.970 37.920 38 160 38.560 Wt.of sample ♦ Tare dry 30.810 33.060 33.170 33.410 Wt.of water 4.160 4.860 4.990 5.150 Tare 16.440 16.790 16.530 16.700 wt.of dry soil 14.370 16.270 16.640 16.710 Water content % 28.949 29.871 29.988 30.820 Type of test PL PL Conteiner No. 50 30 Wt.of sample ♦ Tare wet 19.930 19.940 Wt.of sample + Tare dry 18.950 19.030 Wt.of water 0.980 0.910 Tare 10.020 9.900 wt.of dry soil 8.930 9.130 Water content % 10 974 9.967 10.471 Flow curve L. Limit 29.78% P.limit 10.47% P.lndex 19.31% Number of Blows Tested By QjJ Checked Ry T-jf Approved By n:v.iI I I I I I pmH ■r.met; HTTTC JTCJH "IdhAT 4-ni.fd 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@ethionet.et Client : Concert Engineering Project: Erer Location : Test Pit: Depth (m): LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Water Works Design and Supervision Enterprise Central Laboratory Service P.O.Box 2561 Addis Ababa Ethiopia Sample No Decho River Sample type : Disturbed Test type : Atterberg Limit Date : 10/04/2001 LL LL LL LL 1 1 1 I I I Type of test Conleiner No. 21 14 2 4 No of Blows 34 28 22 16 Wt of sample + Tare wet 35.880 34.960 35.350 36.080 Wt.of sample ♦ Tare dry 30.590 29 820 30.060 30.440 Wt.of water 5.290 5.140 5.290 5.640 Tare 16.270 16.170 16.720 16.680 wt.of ary soil 14.320 13.650 13.340 13.760 Water content % 36.941 37.656 39.655 40.988 Type of test PL PL Conteiner No E 4 Wt.of sample ♦ Tare wet 29.080 28.590 Wt.of sample + Tare dry 27.050 26.620 Wt.of water 2.030 1.970 Tare 16.300 16.480 wt.of dry soil 10.750 10.140 Water content % 18.884 19.428 19.156 Flow curve L. Limit 36,60% P.limit 19.16% P.Index 17.44%I I I a PtnH rtWT -R.HJl'V1? STTTC jrcJH- wi! n-ni.fi Water Works Design and Supervision Enterprise Central Laboratory Service cT/on W P.O.Box Addis Ababa 2561 a Project: : Ethiopia a Depth (m): 0.0-2.0 Client Location : Test Pit: 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@ethionet.et E C r o e nr cert Engineering Sample No Outlet -2 Sample type : Disturbed Test type : Atterberg Limit Date : 10/04/2001 a I I I LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Type of test LL LL LL LL Conteiner No. 66 70 Y 4 No of Blows 34 28 22 16 Wt.of sample Tare wet x 36.85C 34.920 35.030 36.120 Wt.of sample + Tare dry 31.600 30.280 30.260 30.740 Wt.of water 5.250 4.640 4.770 5.380 * Tare 16.300 16.900 16.640 16.150 wt.of dry soil 15.300 13.380 13.620 14.590 Water content % 34.314 34.679 35.022 36.875 Type of test PL PL Conteiner No. 51 66 Wt.of sample ♦ Tare wet 31.690 30.610 Wt.of sample + Tare dry 29.400 28.460 Wt .of water 2.290 2 150 Tare 16.960 16.590 wt.of dry soil 12.440 11.870 Water content % 18.408 18.113 18.261 Flow curve L. Limit 35.10% P.limit 18.26% P. Index 16.84% \ nApmH jrctff n-ntfa MQifrf fAZ/C FVXertF ■t’TTTC 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@ethionet.et Client: Concert Engineering Project : Erer T.Pit. No. Dcpth(m) : 0.0-1.0 Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sam. No : Out lcc-1 Sam.Typc : Disturbed Test Type : Direct Shear Date: 15/04/01 Normal Stress Shear Stress 0 0 19 75 39 92 57 108 77 121 97 140 Normal Stress Vs Shear Stress C= 59.834 kPa 0 = 39.33° TESTED by CHECKED BY approved BYpmH mTTTl jrctff n-nt+d ftimn-v fZZ/7 fUl-KW hGA 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@ethionet.et Client: Concert Engineering Project : Erer T.Pit. No. Depth(m) : Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sam. No : Dccho River Sam.Typc : Disturbed Test Type : Direct Shear Date : 15/04/01 Normal Stress Shear Stress 0 0 19 88 39 98 57 112 77 135 97 153 Normal Stress Vs Shear Stress Normal Stress (kPa) C= 67.408 kPa 0 = 40.74° TESTED BY CHECKED BY APPROVED BYpmH riSPl- 'UTTT1 jrcJH- n-nt+A ftimn-v fAxzr h^A - 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@ethionet.et Client: Concert Engineering Project : Ercr T.Pit. No. Depth(m) : Water Works Design and Supervision Enterprise Laboratory Service P.O.Box 2561 Addis Ababa Ethiopia Sam. No : Spill\vay-2 Sam.Type : Disturbed Test Type : Direct Shear Date : 16/04/01 Normal Stress Shear Stress 0 0 19 91 39 108 57 135 77 146 97 160 Normal Stress Vs Shear Stress Normal Stress (kPa) C= 75.709 kPa 0 = 42.13° tested by CHECKED BY APPROVED BYpml JUIJm «UTTTI JTCJti AfltiA hllTlft-T fAZC rWfM 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@ethionet.et Water Works Design and Supervision Enterprise Laboratory Service P.O.Box 2561 Addis Ababa Ethiopia Client: Concert Engineering Project: Ercr T.PicNo. Depth(m) : 0.0-2.0 Sam. No : Outlet-2 Sam.Type : Disturbed Test Type : Direct Shear Date: 21/04/01 Normal Stress Shear Stress 0 0 19 90 39 112 57 123 77 145 97 161 Normal Stress Vs Shear Stress C= 74.013 kPa 0 = 42.078° TESTED BY CHECKED BY_____ APPROVED BY • I/mH AHMTi*? ♦TTTl • jrctff n-ntfd ftioH S /-*»•./1 <* •* .• fAZ/r TWIXM h&A Tel. 251 - 116- 1855 16/61 4501 Fax. 251 -116 - 61 53 71/61 08 98 e-mail w.w.d.s.e@ethionetet Client: Concert Engineering Project: Erer T.PitNo. Depth(m): Water Works Design and Supervision Enterprise Laboratory Service . P.O.Box 2561 Addis Ababa Ethiopia Sam. No : Spillway-1 Sam.Type : Disturbed Test Type : Direct Shear Date: 17/04/01 Normal Stress 0 19 39 57 Shear Stress 0 97 119 135 150 ;•< 7* i 77 97 166 i 1‘ 1 c ' '■ - Normal Stress Vs Shear Stress C= 83.068 kPa 0 = 41.04° tested by CHECKED BY APPROVED by iErer Irrigation Project Summary of Test Results Date: -24/10/08 Parameter EPC-l (0.60-1.00m) EPC-l (1.00-1.50m) EPC-l (1.00-1.20m) Block Sample EPC-l (1.30-1.40m) Block Sample EPC-2 Block Sample EPC-2 (0.50-1.00m) EPC-2 (1.00-1.70m) Grain Size Analysis Clay (%) Silt (%) Sand (%) 12.00 62.26 25.74 - 10.00 17.23 72.77 2.50 15.26 82.24 Atterbcrg Limit Liquid Limit (%) Plastic Limit (%) Plasticity Index (%) 39.83 20.21 19.62 - 20.95 13.00 7.95 23.35 13.05 10.30 Compaction MDD(gm/cc) OMC (%) - 1.585 23.50 - - Direct Shear C(kPa) 0(°) - - 49.95 36.50 48.31 31.80 31.92 35.71 - - Specific gravity 2.60 • 2.64 2.52 Natural Moisture Content (%) 10.90 10.72 6.39 7^”" •***'*' v 2.88 2.96 2.76 JI \ 6 /Erer Irrigation Project Summary of Test Results Date: - 24/10/08 Parameter ESC-l (0.50-0.80m) ESC-l (0.80-1.10m) ESC-l (1.10-1.30m) ESC-l (1.00-1.30m) Block Sample ESC-2 (1.00-1.30m) Block Sample ESC-2 (0.60-0.90m) ESC-2 (0.90-1.50m) Grain Size Analysis Clay (%) Silt (%) Sand (%) 40.00 31.66 28.34 32.00 38.95 29.05 27.00 31.69 41.31 12.00 58.76 29.24 20.00 29.26 50.74 18.00 25.08 56.92 Atterberg Limit Liquid Limit (%) Plastic Limit (%) Plasticity Index (%) 54.01 26.97 27.04 54.78 25.89 28.89 48.33 22.50 25.83 38.75 20.03 18.72 35.70 18.02 17.68 34.47 17.31 17.16 Compaction MDD(gm/cc) OMC (%) 1.582 24.20 - 1.673 21.30 - - - 1.810 15.60 Direct Shear C(kPa) 0(°) - - - - 37.77 30.28 50.96 37.23 - - Specific gravity 2.42 2.49 2.41 2.52 2.61 2.52 Natural Moisture Content (%) 20.16 22.12 16.65 9.59 6.17 9.80 9.57ymH PUFt Project : Client: ♦TTTC A-nt-fA himn-f 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@ethio.net.et Ercr Irrigation Project Water Works Design and U Supervision Enterprise Laboratory Service P.O.Box Addis Ababa Ethiopia 2561 Concert Eng. &. Consulting Enterprise P.L.C Consultant: Concert Eng. & Consulting Enterprise P.L.C Location : Bed and bank of canal T.Pit No. EPC-1 Dcpth(m) : 0.60-1.00 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Sample No Sample type : Disturbed Test type : Attcrbcrg Limit Date :04-02-01 Type of test LL LL LL LL Conteiner No. 43 39 Al 52’ No. of Blows 34 28 22 16 Wt.of sample ♦ Tare wet 35.850 36.830 39.900 37.930 Wt.of sample ♦ Tare dry 30.430 31.180 33.130 31.690 Wt.of water 5.420 5.650 6.770 6.240 Tare 16.480 16.750 16.480 16.560 wt.of dry soil 13.950 14.430 16.650 15.130 Water content % 38.853 39.155 40.661 41.243 Type of test PL PL Conteiner No. 21 114’ Wt.of sample + Tare wet 30.140 30.230 Wt.of sample + Tare dry 27.800 27.870 Wt.of water 2.340 2.360 Tare 16.190 16.220 wt.of dry soil 11.610 11.650 Water content % 20.155 20.258 20.21 Flow curve Results L L= 39,83% PL= 20.21% PI = 19.62% Tosted By CheckedBy^f Approved BypmH /“A-T’T aHJn*; ’fcTTTC MJH: 44lt+A MAIM- w Waterworks Design and Supervision Enterprise Laboratory Service P.O.Box Addis Ababa Ethiopia Project: Client : Tel. 251 - 116 - 18 55 16/61 45 01 Fax. 251 - 116-61 5371/61 08 98 e-mail w.w.d.s.e@ethio.netet Erer Irrigation Project 2561 Concert Eng. & Consulting Enterprise P.L.C Consultant: Concert Eng. & Consulting Entcqjrisc P.L.C Location : Bed and bank of canal T.Pit. No. EPC-2 Depth(m) : 0.50-1.00 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Sample No Sample type : Disturbed Test type : Atterbcrg Limit Date : 05-02-01 Type of test LL LL LL LL Conteiner No. 21 22 40B 25 Penetration 16.4 18.2 227 23.5 Wt.of sample + Tare wet 38.110 39.500 40.780 41.510 Wt of sample + Tare dry 34.600 35.650 36.430 36.930 Wt.of water 3.510 3.850 4.350 4.580 Tare 16.250 17.090 16.050 16.550 wt.of dry soil 18.350 18.560 20.380 20.380 Water content % 19.128 20.744 21.344 22.473 Type of test PL PL Conteiner No. 42 67 Wt.of sample + Tare wet 31.840 31.490 Wt.of sample + Tare dry 30.050 29.780 Wt.of water 1.790 1.710 Tare 16.480 16.420 wt.of dry soil 13.570 13.360 Water content % 13.191 12.799 13.00 Flow curve Results L L= 20,95% PL= 13.00% PI = 7,95% Approvedpral Fir'Ft HTTTC jfCtf-t MATA Mmft-f Waterworks Design and Supervision Enterprise Laboratory Service 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@ethio.net.et Project: Ercr Irrigation Project Client: Concert Eng. & Consulting Enterprise P.L.C Consultant: Concert Eng. & Consulting Enterprise P.L.C Location : Bed and bank of canal P.O.Box Addis Ababa 2561 Ethiopia Sample No Sample type : Disturbed Test type : Attcrberg Limit Date : 05-02-01 T.Pit. No. EPC-2 Dcpth(m) : 1.00-1.70 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Type of test LL LL LL LL Conteiner No. HE 7(L) 44 87 Penetration 18.5 19.7 21.0 24.8 Wt.of sample + Tare wet 39.280 41.790 42.340 41.450 Wt.of sample * Tare dry 35.290 36.800 37.200 36.370 Wt.of water 3.990 4.990 5.140 5.080 Tare 16.790 15.900 16.360 15.930 wt.of dry soil 18.500 20.900 20.840 20.440 Water content % 21.568 23.876 24.664 24.853 Type of test PL PL Conteiner No. 37 193 Wt.of sample + Tare wet 32.100 31.400 Wt.of sample + Tare dry 30.360 29.680 Wt.of water 1.740 1.720 Tare 16.690 16.810 wt.of dry soil 13.670 12.870 Water content % 12.729 13.364 13.05 Flow curve Results L L= 23.35% PL= 13.05% PI = 10.30% Approved BypmM Fir'rt JUiJnS’ *TTTC jrctft n-ntiA h7Uin-+ 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@ethio.net.et Waterworks Design and Supervision Enterprise Laboratory Service S&l&Mat9.rj^!iTg^6ng 'Section P.O.Box 2561 Addis Ababa Ethiopia Project: Ercr Irrigation Project Client: Concert Eng. & Consulting Enterprise P.L.C Consultant: Concert Eng. & Consulting Enterprise P.L.C Location : Bed and bank of canal T.Pit. No ESC-1 Depth (m) : 0.80-1.10 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Sample No Sample type : Disturbed Test type : Attcrberg Limit Date : 06-02-01 Type of lest LL LL LL LL Conteiner No. J 9 100 O No. of Blows 34 29 21 18 Wt.of sample ♦ Tare wet 36.950 39.340 38.830 38.970 Wt.of sample ♦ Tare dry 30.170 31.170 30.710 30.770 Wt.of waler 6.780 8.170 8.120 8.200 Tare 16.870 16.300 16.330 16.440 wt.of dry soil 13.300 14.870 14.380 14.330 Water content % 50.977 54.943 56.467 57.223 Type of test PL PL Conteiner No. 8 5L Wt.of sample + Tare wet 36.940 37.110 Wt.of sample + Tare dry 32.740 32.840 Wt.of water 4 200 4.270 Tare 16400 16.460 wt.of dry soil 16.340 16.380 Waler content % 25.704 26.068 25.89 Flow curve c o c o <J o k- 5 •» o 5 Results L L= 54,78% PL= 25.89% PI = 28.89% Tested By Checked B^C, Approved ByVtnl Ft-P* JfCJJ-t 'ftTTTC 'Water Works Design and Supervision Enterprise Laboratory Service SoiJ^MaJeriafSting^Sectiii>n ; P.O.Box Addis Ababa Ethiopia Project : Client: Tel. 251 - 116- 18 55 16/61 45 01 Fax. 251 - 116-61 5371/61 08 98 e-mail w.w.d.s.e@ethio.net.et Ercr Irrigation Project 2561 Concert Eng. & Consulting Enterprise P.L.C Consultant: Concert Eng. & Consulting Enterprise P.L.C Location : Bed and bank of canal T.Pit. No. ESC-1 Dcpth(m) : 1.10-1.30 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Sample No Sample type : Disturbed Test type : Atterberg Limit Date : 06-02-01 Type of test LL LL LL LL Conteiner No. 65 103 58 W No. of Blows 34 28 22 17 Wt.of sample + Tare wet 36.410 38.420 38.210 39.490 Wt.of sample ♦ Tare dry 29.940 31.160 31.160 31.870 Wt.of water 6.470 7.260 7.050 7.620 Tare 16.250 15.960 16.550 16.770 wt.of dry soil 13.690 15.200 14.610 15.100 Water content % 47.261 47.763 48.255 50.464 Type of test PL PL Conteiner No. 37 G Wt.of sample ♦ Tare wet 39.600 39.570 Wt.of sample + Tare dry 35.370 35.400 Wt.of water 4.230 4.170 Tare 16.700 16.740 wt.of dry soil 18.670 18.660 Water content % 22.657 22.347 22.50 Flow curve Results L L= 48.33% PL= 22.50% PI = 25.83%pmH Pir'Ft 4»TTTC iW 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@cthio.net.et Ercr Irrigation Project Waterworks Design and Supervision Enterprise Laboratory Service r P.O.Box 2561 Addis Ababa Ethiopia r Project : Client: Concert Eng. & Consulting Enterprise P.L.C Consultant: Concert Eng. & Consulting Enterprise P.L.C Location : Bed and bank of canal T.Pit. No. ESC-1 Dcptli(m): 1.00-1.30 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Sample No Sample type : Disturbed Test type : Attcrbcrg Limit Date : 05-02-01 Type of lest LL LL LL LL Container No R 41 39 D' No. of Blows 34 28 22 17 Wt.of sample + Tare wet 41.820 40.480 40.620 40.060 Wl.of sample + Tare dry 34.920 33.760 33.820 33.380 Wl.of water 6.900 6.720 6.800 6.680 Tare 16.810 16.240 16.320 16.660 wt of dry soil 18.110 17.520 17.500 16.720 Water content % 38.100 38.356 38.857 39.952 Type of test PL PL Conteiner No. 54 59 Wt.of sample + Tare wet 34.910 34.710 Wt.of sample + Tare dry 31.850 31.640 Wl.of water 3.060 3.070 Tare 16.430 16.450 wt.of dry soil 15.420 15.190 Water content % 19.844 20.211 20.03 Flow curve Results L L= 38.75% PL= 20,03% Pl= 18.72% Approved ByVtnH ml RWTi «TTTG jrctf-t n-nt-u ei7tmb+ Tel. 251 - 116 - 18 55 16/61 45 01 Water Works Design and Supervision Enterprise Laboratory Service J ^Sdii^&^atena^te^ing -Secfion^ P.O.Box 2561 Fax. 251 - 116 - 61 53 71/61 08 98 Addis Ababa c-mail w.w.d.s.e@ethio.net.ct Ethiopia Project : Ercr Irrigation Project Client : Concert Eng. & Consulting Enterprise P.L.C Consultant: Concert Eng. & Consulting Enterprise P.L.C Location : Bed and bank of canal Sample No Sample type : Disturbed Test type : Atterberg Limit Date : 06-02-01 T.PitNo. ESC-1 Depdi(m): 0.50-0.80 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Type of lest LL LL LL LL Conteiner No. Gl B1 24 3 No. of Blows 35 28 22 17 Wt.of sample ♦ Tare wet 39.780 39.910 40.070 39.810 Wt.of sample + Tare dry 31.750 31.960 31.790 31.390 Wt.of water 8.030 7.950 8.280 8.420 Tare 16.140 16.750 16.650 17.000 wt.of dry soil 15.610 15.210 15.140 14.390 Water content % 51.441 52.268 54.690 58.513 Type of test PL PL Conteiner No. 66 47 Wt.of sample + Tare wet 34.390 27.640 Wt.of sample ♦ Tare dry 30.640 23.820 Wt.of water 3.750 3.820 Tare 16.600 9.790 wt.of dry soil 14.040 14.030 Water content % 26.709 27.227 26.97 Flow curve o L- □ O S 59.000 58.000 57.000 56.000 55.000 54.000 53.000 52.000 51.000 50.000 Results L L= 54,01% PL= 26.97% PI = 27.04% 10 25 No of Blows 100 Tested By Checked By / • < w * •*. **.• c ’ ✓ ♦ %* • • • •X Approved By MrW? <I»TTTC jrcM n-n^fd ft7G*7tH- | PM.C . 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@cthio.net.et Ercr Irrigation Project Water Works Design and Supervision Enterprise Laboratory Service Sdi7[8^ateriaUTesiing'-Sectidh P.O.Box 2561 Addis Ababa Ethiopia Wrojcct : Client: Concert Eng. & Consulting Enterprise P.L.C ■Consultant: Concert Eng. & Consulting Enterprise P.L.C location : Bed and bank of canal T.Pit. No. ESC-2 ■ cpth(m): 0.90-1.50 ^QUID AND PLASTIC LIMIT DETERMINATIONS ■^TA AND COMPUTATION SHEET Sample No Sample type : Disturbed Test type : Atterbcrg Limit Date : 04-02-01 "pe of test LL LL LL LL |Conteiner No. B2 70' 23 113 | < of Blows 34 28 23 16 Wt.of sample ♦ Tare wet 38.680 36.750 39.520 40.020 Wt of sample + Tare dry 33.260 31.610 33.580 33.600 |l of water 5.420 5.140 5.940 6.420 ^re 16.480 16.400 16.540 16.680 wt.of dry soil 16.780 15.210 17.040 16.920 Bate; content % 32.300 33.794 34.859 37.943 Type of test PL PL Bnteiner No. 76 128 ^l.of sample + Tare wet 33 020 32.810 Vt.of sample ♦ Tare dry 30.670 30.430 |.of water 2.350 2.380 Ire 17.130 16.650 4.of dry soil n ___ _____ _________ |‘ler content % 13.540 13.780 17.356 17.271 17.31 I I I I Flow curve Results L L= 34.47% - PL= 17.31% Pl= 17.16% *sted | B>^> peeked By^ Approved ByVmH FL'P* jrctf-t n-nttA «TTTC mac sru?xh%ifyF&: Tel 251 - 116 - 18 55 16/61 45 01 Water Works Design and Supervision Enterprise Laboratory Service Soilj&iMateriaLTesting Section P.O.Box 2561 Fax. 251 - 116 - 61 53 71/61 08 98 Addis Ababa e-mail w.w.d.s.e@ethio.net.et Ethiopia Project : Ercr Irrigation Project Client: Concert Eng. & Consulting Enterprise P.L.C Consultant: Concert Eng. & Consulting Enterprise P.L.C Location : Bed and bank of canal T.Pit. No. ESC-2 Depth(m) : 0.60-0.90 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Sample No Sample type : Disturbed Test type : rKtterbcrg Limit Date : 04-02-01 Type of test LL LL LL LL Conteiner No. 34 30 13 4 No. of Blows 34 28 22 16 Wt.of sample * Tare wet 41.280 29.990 40.090 41.280 Wt of sample + Tare dry 35.150 24.800 33.740 34.520 Wt.of water 6.130 5.190 6.350 6.760 Tare 17.120 9.910 16.710 16.490 wt.of dry soil 18.030 14.890 17.030 18.030 Water content % 33.999 34.856 37.287 37.493 Type of lest PL PL Conteiner No. 10 19 Wt.of sample ♦ Tare wet 36.730 36.640 Wt.of sample + Tare dry 33.640 33.540 Wt.of waler 3.090 3.100 Tare 16.490 16.330 wt.of dry soil 17.150 17.210 Water content % 18.017 18.013 18.02 Flow curve Results L L= 35.70% PL= 18.02% PI = 17.68% Tested By Checked'By— Approved ByI i i I I l I I l l I l l I I I I I mu-'i jlhr’w y •in'TE V’WA-fA ,/X Waterworks Design and *■'. Supervision Enterprise Laboratory Service Project: Client: Consultant: Location : Ercr Irrigation Project Concert Eng. & Consulting Enterprise p.l.c Concert Eng. & Consulting Enterprise p.l.c Bed and bank of canal Sam. No : Sam. Type : Disturbed Test Type : Hydrometer Date : 03/02/01 T.Ph. No. EPC-1 Dcpth(m): 0.60-1.00 Total mass of sample, g 60 Sieve No O Sieve peningfrnm) Mass of Sieve(g) 4ass of sieve Ret .soil(2) - Mass of Ret. soil (g) Percentage Retained Cumulative % Retained Percentage Passing No 10 2.00 551.10 551.10 0.00 0.00 0.00 100.00 No 16 1.18 538.90 539.80 0.90 1.66 1.66 98.34 No 30 0.60 516.70 519.00 2.30 4.25 5.91 94.09 No SO 0.30 488.20 491.09 2.89 5.34 11.25 88.75 No 100 0.15 481.90 485.92 4.02 7.43 18.68 81.32 No 200 0.08 459.20 463.02 3.82 7.06 25.74 74.26 pan 0.00 0.00 0.00 0.00 0.00 Specific Gravity oj 2.60 Hydrometer Analysis Test e, deg.c 20 Elapsed Time (min) Actual Hydrometer Reading Tenprature deg.c Corrected Hydrometer Reading Effective Depth (cm) Coefficient K Grain Si^e (mm) Percentage Finer Combined 2 31.0000 20 25.5000 12.10 0.01386 0.0341 47.67 5 28.0000 20 22.5000 12.60 0.01386 0.0220 42.06 15 24.0000 20 18.5000 13.20 0.01386 0.0130 34.59 30 21.0000 20 15.5000 13.70 0.01386 0.0094 28.98 60 19.0000 20 13.5000 14.10 0.01386 0.0067 25.24 250 14.0000 20 8.5000 14.90 0.01386 0.0034 15.89 1440 11.0000 20 5.5000 15.40 0.01386 0.0014 10.28 Grain Size Distribution Curve,BS 100.00 90.00 I c 80.00 U- 70.00 60.00 40.00 50.00 I 30.00 20.00 10.00 0.00nui'll fl.Hii’V1! >|iTTC Jl’C.iH' P'Wil-fd ftltHfl-f Mzr h£A Project : Ercr Irrigation Project Water Works Design and Supervision Enterprise Laboratory Service ' L~ -..S6U& MatenalJestingSection Sam. No : Client : Concert Eng. & Consulting Enterprise p.I.c Sam. Type : Disturbed Consultant: Concert Eng. & Consulting Enterprise p.I.c Test Type : Hydrometer Location : Bed and bank of canal T.Pit. No. EPC-2 Depth(m) : 0.50-1.00 Date : 03/02/01 Total mass of sample , g 60 Sieve No Sieve Optning(mm) Mass of Sieve(g) lass of sieve H Ref .soil(g) Mass of Ret. soil (p) Percentage Retained Cumulative % Retained Percentage Passing No 10 2.00 551.10 551.10 0.00 0.00 0.00 100.00 No 16 1.18 538.90 540.83 1.93 3.31 3.31 96.69 No 30 0.60 516.70 524.03 7.33 12.57 15.88 84.12 No SO 0.30 488.20 500.28 12.08 20.71 36.59 63.41 No 100 0.15 481.90 496.99 15.09 25.87 62.47 37.53 No 200 0.08 459.20 465.21 6.01 10.31 72.77 27.23 pan 0.00 0.00 0.00 0.00 0.00 Hydrometer Analysis Specific Gravity of soil 2.64 Test Temperature, deg.c 20 Elapsed Time (min) Actual Hydrometer Reading Tenpraturc deg.c Corrected Hydrometer Reading Effective Depth (cm) Coefficient K Grain Si%e (mm) Percentage Finer Combined 2 17.0000 20 11.5000 14.40 0.01370 0.0368 19.76 5 16.0000 20 10.5000 14.60 0.01370 0.0234 18.05 15 15.0000 20 9.5000 14.70 0.01370 0.0136 16.33 30 14.5000 20 9.0000 14.80 0.01370 0.0096 15.47 60 14.0000 20 8.5000 14.90 0.01370 0.0068 14.61 250 12.0000 20 6.5000 15.20 0.01370 0.0034 11.17 1440 10.5000 20 5.0000 15.50 0.01370 0.0014 8.59 Grain Size Distribution Curve,BSI I l I 1 non Jim ; \\ iT.Pit. No. EPC-2 MX/T X7Z/?XT>y h<FA Project : Erer Irrigation Project Client : Concert Eng. & Consulting Enterprise p.l.c Consultant: Concert Eng. & Consulting Enterprise p.l.c Location : Bed and bank of canal Dcpth(m) : 1.00-1.70 ■ Sieve No Waterworks Design and Supervision Enterprise Laboratory Service Soil & MateriaffTesting Section Sam. No : Sam. Type : Disturbed Test Type: Hydrometer Date: 03/02/01 Total mass of sample t g 60 1 Sieve Openin^(rnm) Mass of Sieve(g) 4a ss of sieve Ret .soil(o) Mass of Ret soil (v) Percentage Retained Cumulative °/o Retained Percentage Passing No 10 2.00 551.10 551.10 0.00 0.00 0.00 100.00 No 16 1.18 538.90 548.43 9.53 16.27 16.27 83.73 No 30 0.60 516.70 531.46 14.76 25.20 41.48 58.52 I No 50 0.30 488.20 503.12 14.92 25.48 66.96 33.04 j\'o 100 No 200 0.15 481.90 488.34 6.44 11.00 77.95 22.05 0.08 459.20 461.71 2.51 4.29 82.24 17.76 pan 0.00 0.00 0.00 0.00 0.00 Hydrometer Analysis Specific Gravity of soil 2.52 Test Temperature, degc 20 1 Elapsed Time (min) Actual Hydrometer Reading Ten prat are de&c Corrected Hydrometer Reading Effective Depth (cm) —------------- Coefficient K Grain Si^e (mm) Percentage Finer Combined r5 12.0000 20 6.5000 15.20 0.01423 0.0392 11.46 L5 11.0000 20 5.5000 15.40 0.01423 0.0250 9.70 10.0000 20 4.5000 15.50 0.01423 0.0145 7.93 J 60 9.0000 20 3.5000 15.70 0.01423 0.0103 6.17 8.0000 20 2.5000 15.90 0.01423 0.0073 4.41 | 250 7.5000 20 2.0000 16.00 0.01423 0.0036 3.53 1440 7.0000 20 1.5000 16.00 0.01423 0.0015 2.64 Grain Size Distribution Curve,BSniu-H rty’T ww «|iTTC V'lnt-fA hltllibf .. Water Works Design and Supervision Enterprise Laboratory Service .-^oil^^terial^Testing 'Section .... Project : Client : Ercr Irrigation Project Concert Eng. & Consulting Enterprise p.l.c Consultant: Concert Eng. & Consulting Enterprise p.l.c Location : Bed and bank of canal T.Pit. No. ESC-1 Dcpth(m) : 1.10-1.30 Sam. No : Sam. Type : Disturbed Test Type : Hydrometer Date : 04/02/01 Total mass of sample, 50 JZri/e No Sieve Openinffmm) Mass of Sieve(g) 4ass of sieve Ret .soil(g) Mass of Ret. soil (g) Percentage Retained Cumulative % Retained Percentage Passing No 10 2.00 551.10 551.10 0.00 0.00 0.00 100.00 No 16 1.18 538.90 539.74 0.84 1.93 1.93 98.07 No 30 0.60 516.70 520.70 4.00 9.17 11.10 88.90 No 50 0.30 488.20 492.84 4.64 10.64 21.74 78.26 No 100 0.15 481.90 487.05 5.15 11.81 33.56 66.44 No 200 0.08 459.20 462.58 3.38 7.75 41.31 58.69 pan 0.00 0.00 0.00 0.00 0.00 Hydrometer Analysis Specific Gravity of soil 2.41 Test Temperature, deg.c 21 Elapsed Time (min) Actual Hydrometer Reading Tenp nature Corrected Hydrometer Reading Effective Depth (cm) Coefficient K Grain Si%e (mm) Percentage Finer Combined 2 26.0000 21 21.0000 12.90 0.01469 0.0373 51.26 5 25.0000 21 20.0000 13.00 0.01469 0.0237 48.82 15 24.0000 21 19.0000 13.20 0.01469 0.0138 46.38 30 23.5000 27 18.5000 13.20 0.01469 0.0097 45.16 60 23.0000 21 18.0000 13.30 0.01469 0.0069 43.94 250 19.0000 21 14.0000 14.00 0.01469 0.0035 34.17 1440 15.0000 20 9.5000 14.70 0.01477 0.0015 23.19 GGrraaiinn SSiizeze DDiist strriibbuuttiioonn CCuurrveve,,BBSS c 70.00 'll 60.00 o 50.00 100.00 90.00 k_ 80.00 o CD lu C 30.00 o 20.00 40.00 o u <D CL 10.00 0.00 LIJ 10.000 1.000 0.10i0 0.010 Grain $Jize(mm) 0.001 o.o Gravel Sand I Silt J! Clay I'ested by: Checked by: I Approved by:nm-'i «|iTTC JTtlftf water Works Des'9n and Supervision Enterprise Laboratory r/iAC Main-h ; t; ^oiT^MaterfalfTesting Section ^ j ........-. . Project: Ercr Irrigation Project Sam. No : Client Concert Eng. & Consulting Enterprise p.l.c Sam. Type : Disturbed Consultant: Concert Eng. & Consulting Enterprise p.l.c Test Type : Hydrometer Location : Bed and bank of canal T.Pit. No. ESC-1 Dcpth(m) : 0.50-0.80 Date : 04/02/01 Total mass of sample, g 50 Sieve No Sieve Optnintpnm) Mass of Sieve (g) lass of sieve Ret .soil(g) Mass of Ret. soil (g) Percentage Retained Cumulative % Percentage Passing No 10 2.00 551.10 551.10 0.00 0.00 0.00 100.00 No 16 1.18 538.90 539.33 0.43 0.99 0.99 99.01 No 30 0.60 516.70 519.72 3.02 6.97 7.97 92.03 No 50 0.30 488.20 491.81 3.61 8.34 16.30 83.70 No 100 0.15 481.90 485.34 3.44 7.94 24.25 75.75 No 200 0.08 459.20 460.97 1.77 4.09 28.34 71.66 pan 0.00 0.00 0.00 0.00 0.00 Hydrometer Analysis Sped fie Gravity of soil 2.42 Test Temperature, deg.c 21 Elapsed Time (min) Actual Hydrometer Reading Tenprature de^.c Corrected Hydrometer Reading Effective Depth (cm) Coefficient K Grain Si^e (mm) Percentage Finer Combined 2 29.0000 21 24.0000 12.40 0.01464 0.0365 58.82 5 28.0000 21 23.0000 12.50 0.01464 0.0231 56.36 15 28.0000 21 23.0000 12.50 0.01464 0.0134 56.36 30 27.0000 21 22.0000 12.70 0.01464 0.0095 53.91 60 27.0000 21 22.0000 12.70 0.01464 0.0067 53.91 250 24.0000 21 19.0000 13.20 0.01464 0.0034 46.56 1440 20.0000 20 14.5000 13.90 0.01472 0.0014 35.53•HTTC JTCM V'Wtfd h7fl1rt-f MX/r h?A Water Works Design and Supervision Enterprise Laboratory Service Soil &~Material testing Section Project: Ercr Irrigation Project Client : Concert Eng. & Consulting Enterprise p.l.c Consultant: Concert Eng. & Consulting Enterprise p.l.c Location : Bed and bank of canal T.Pit. No. ESC-1 Dcpth(m) : 0.80-1.10 Sam. No : Sam. Type : Disturbed Test Type : Hydrometer Date : 04/02/01 Total mass of sample, g 50 Sieve No O Sieve peningfmm) Mass of Sieve(gJ Mass of sieve + Ret .soilfy Mass of Ret. soil (g) Percentage Retained Cumulative % Retained Percentage Passing No 10 2.00 551.10 551.10 0.00 0.00 0.00 100.00 No 16 1.18 538.90 539.18 0.28 0.67 0.67 99.33 No 30 0.60 516.70 519.57 2.87 6.83 7.50 92.50 No 50 0.30 488.20 491.65 3.45 8.21 15.71 84.29 No 100 0.15 481.90 485.32 3.42 8.14 23.86 76.14 No 200 0.08 459.20 461.38 2.18 5.19 29.05 70.95 pan 0.00 0.00 0.00 0.00 0.00 Hydrometer Analysis Specific Gravity of soil 2.49 Test Temperature deg.c 21 Elapsed Time (min) Actual Hydrometer Reading Tenpralure de&c Corrected Hydrometer Reading Effective Depth (cm) Coefficient K Grain Si%e (mm) Percentage Finer Combined 2 29.0000 21 24.0000 12.40 0.01429 0.0356 59.46 5 28.5000 21 23.5000 12.40 0.01429 0.0225 58.22 15 27.0000 21 22.0000 12.70 0.01429 0.0131 54.50 30 26.0000 21 21.0000 12.90 0.01429 0.0094 52.03 60 26.0000 21 21.0000 12.90 0.01429 0.0066 52.03 250 21.5000 21 16.5000 13.60 0.01429 0.0033 40.88 1440 17.0000 20 11.5000 14.40 0.01437 0.0014 28.49 Grain Size Distribution Curve,BSnni-4 <uttc jrctff wnt+t huriiH ajz/ rAzr rv/xertC h$A Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Project: Erer Irrigation Project Client: Concert Eng. & Consulting Enterprise p.I.c Consultant: Concert Eng. & Consulting Enterprise p.I.c I .ocaiion : Bed and bank of canal T.Pic. No. ESC-1 Dcpdi(m) : 1.00-1.30 Sam. No : Sam. Type : Disturbed Test Type : Hydrometer Date : 04/02/01 Total mass It , 50 Sieve No Sieve Optninffinm) Mass of 4 Sieve (gj R ass of sieve et . so i 1(g) Mass of Ret. soil (%) Percentage Retained Cumulative % Retained Percentage Passing No 10 2.00 551.10 551.10 0.00 0.00 0.00 100.00 No 16 1.18 538.90 540.04 1.14 2.48 2.48 97.52 | No 30 0.60 516.70 519.62 2.92 6.36 8.84 91.16 1 No 50 0.30 488.20 491.35 3.15 6.86 15.70 84.30 No 100 0.15 481.9(7 485.06 3.16 6.88 22.58 77.42 | No 200 0.08 459.20 462.26 3.06 6.66 29.24 70.76 pan 0.00 0.00 0.00 0.00 0.00 Ji 2.52 Hydrometer Analysis Test Temperature, deg.c 21 E lapsed I Time I (min) Actual Hydrometer Reading Tenprature dc^.c Corrected Hydrometer Reading Effective Depth (cm) Coefficient K Grain Si%e (mm) Percentage Finer Combined \ 2— 15 _ 26.0000 21 21.0000 12.90 0.01415 0.0359 47.20 r 15 23.0000 21 18.0000 13.30 0.01415 0.0231 40.45 21.0000 21 16.0000 13.70 0.01415 0.0135 35.96 30 20.0000 21 15.0000 13.80 0.01415 0.0096 33.71 60 17.0000 21 12.0000 14.30 0.01415 0.0069 26.97 12.0000 21 7.0000 15.20 0.01415 0.0035 15.73 1440 10.0000 20 4.5000 15.50 0.01423 0.0015 10.11IlUbM JUijn*! /••5T\s Water Works Design and «|ITTC JJCftf vnnt-f'd rCyj Supervision Enterprise Laboratory nliniH;... Service . * S.oil & Material Testing Section Project: Ercr Irrigation Project Sam. No : Client: Concert Eng. & Consulting Enterprise p.l.c Sam Type : Disturbed Consultant: Concert Eng. & Consulting Enterprise p.l.c Location : Bed and bank of canal T.Pit. No. ESC-2 Depth(m) : 0.60-0.90 Test Type : Hydrometer Darc : 03/02/01 Total mass of sample , g 60 Sieve No Sieve Openin^f/nm) Mass of Sieve(g) 4 ass of sieve Ret .soil(y) - Mass of Ret. soil (g) Percentage Retained Cumulative % Retained Percentage Passing No 10 2.00 551.10 551.10 0.00 0.00 0.00 100.00 No 16 1.18 538.90 543.20 4.30 7.73 7.73 92.27 No 30 0.60 516.70 524.71 8.01 14.41 22.14 77.86 No 50 0.30 488.20 493.79 5.59 10.05 32.19 67.81 No 100 0.15 481.90 489.10 7.20 12.95 45.14 54.86 No 200 0.08 459.20 462.31 3.11 5.59 50.74 49.26 pan 0.00 0.00 0.00 0.00 0.00 Specific Gravity o f soil 2.61 Hydrometer Analysis Test Temperature, deg.c 20 Elapsed Time (min) Actual Hydrometer Reading Tenprature deg.c Corrected Hydrometer Reading Effective Depth (cm) Coefficient K Grain Sipe (mm) Percentage Finer Combined 2 25.5000 20 20.0000 13.00 0.01382 0.0352 36.31 5 24.0000 20 18.5000 13.20 0.01382 0.0225 33.59 15 21.5000 20 16.0000 13.70 0.01382 0.0132 29.05 30 20.5000 20 15.0000 13.80 0.01382 0.0094 27.23 60 20.0000 20 14.5000 13.90 0.01382 0.0067 26.32 250 17.0000 20 11.5000 14.40 0.01382 0.0033 20.88 1440 15.5000 20 10.0000 14.70 0.01382 0.0014 18.15 Grain Size Distribution Curve,BS o' 'tr Q C u_ <D CD 2 E O o L- 100.00 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 Q> CL II n 10.000 I 1 000 GrOjUnm) 0 010 Gravel I Sand L Sill ( 0.001 O.Of IL Clav I Tested by Checked by __________ Approved byRubH JViJlT? $TTC pnnt+i Water Works Design and Supervision Enterprise Laboratory Project: Client: ’nlilin-t Erer Irrigation Project " ij Soil & MaterialjTestjng Section Sam. No : .. .. Concert Eng. <Sc Consulting Enterprise p.l.c Consultant: Concert Eng. & Consulting Enterprise p.l.c Location : Bed and bank of canal T.Pit. No. ESC-2 Depth(m) : 0.9-1.50 Sam. Type : Disturbed l est Type : Hydrometer Date: 03/02/01 Total mass 60 Sieve No Sieve Opeianffmar) Mass of Sieve(?) iass of sieve - R*Z .soitfg) Mass of R< soil (f) Percentage Retained Cumulative % Retained Percentage Passing No 10 2.00 551.10 551.10 0.00 0.00 0.00 100.00 No 16 1.18 538.90 543.80 4.90 8.85 8.85 91.15 No 30 0.60 516.70 524.62 7.92 14.31 23.16 76.84 No 50 0.30 488.20 495.90 7.70 13.91 37.07 62.93 No 100 0.15 481.90 489.39 7.49 13.53 50.60 49.40 No 200 0.08 459.20 462.70 3.50 6.32 56.92 43.08 par. 0.00 0.00 0.00 0.00 0.00 Specific Grainy of soil 2.52 Hydrometer Analysis Test Tempera fan, deg.c 20 I I I I Elapsed Time (min) Actual Hydrometer Reading Tenpratun Corrected Hydrometer Reading Effective Depth (cm) Coefficient K Grain (mm) Percentage Finer Combined 2 22.0000 20 16.5000 13.60 0.01423 0.0371 30.77 5 21.0000 20 15.5000 13.70 0.01423 0.0236 28.90 15 19.5000 20 14.0000 14.00 0.01423 0.0137 26.11 30 18.5000 20 13.0000 14.20 0.01423 0.0098 24.24 60 17.0000 20 11.5000 14.40 0.01423 0.0070 21.44 250 15.0000 20 9.5000 14.70 0.01423 0.0035 17.71 1440 14.0000 20 8.5000 14.90 0.01423 0.0014 15.85pmH 4»TTTC n-nt-t-A tntnn-f / ft Water Works Design and Supervision Enterprise Laboratory Service Soil & Material jesting Section 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@ethio.net.et Ercr Irrigation Project Concert Eng. & Consulting Enterprise P.L.C P.O.Box Addis Ababa Ethiopia 2561 Project : Client . Consultant: Concert Eng. & Consulting Enterprise P.L.C Location : Bed and bank of canal T.Pit. No. EPC-1 Depth(m) : 1.00-1.20 Sample No Sample type : Disturbed Test Type : Modified Proctor Date :06/02/2001 Lab.test No. 1 2 3 4 5 Water in cc 200 260 320 380 440 Wt.of mould + Wet sample(g) 3414 3509 3604 3570 3520 Wt.of mould (g) 1750 1742 1750 1750 1742 Wt.of wet soil(g) 1664 1767 1854 1820 1778 Volume of mould cm3 944 945 946 946 946 Wet Density mg /cm3 1.76 1.87 1.96 1.92 1.88 Moisture content Tin No. 9 48 J’ TD 58 Wet soil + tin (g) 125.85 129.21 152.33 181.16 196.14 Dry soil + tin (g) 109.49 110.41 126.31 146.83 154.98 Wt of tin (g) 16.89 16.45 16.71 17.11 16.58 Wt of Water (g) 16.36 18.80 26.02 34.33 41.16 Wt of Dry soil (g) 92.6 93.96 109.6 129.72 138.4 Moisture content % 17.67 20.01 23.74 26.46 29.74 Dry Density mg /cm3 1.498 1.558 1.584 1.521 1.449 Zero Air Voids 100% 1.94 1.86 1.73 1.66 1.57 MOD : 1.585gm/cc OMC : 23.50% TESTED BY> CHECKED BY APPROVED BYpm4 /“A-T’T 'STTTC jrcJS-y h7mn-i fAzzr Tel. 251 - 116- 18 55 16/61 45 01 Waterworks Design and Supervision Enterprise Laboratory Service :Soil & Material. Testing Section P.O.Box 2561 Fax. 251 - 116-61 53 71/61 08 98 Addis Ababa e-mail w.w.d.s.e@ethio.net.et Ethiopia Project : Ercr Irrigation Project Client : Concert Eng. & Consulting Enterprise P.L.C Consultant: Concert Eng. & Consulting Enterprise P.L.C Location : Bed and bank of canal T.Pit. No. ESC-1 Depth(m) : 0.50-0.80 Sample No Sample type : Disturbed Test Type : Modified Proctor Date :06/02/2001 Lab.test No. 1 2 3 4 Waler in cc 200 260 320 380 Wt.of mould + Wet sample(g) 3361 3488 3598 3562 Wt.of mould (g) 1742 1750 1742 1750 Wt.of wet soil(g) 1619 1738 1856 1812 Volume of mould cm3 944 945 946 946 Wet Density mg /cm3 1.72 1.84 1.96 1.92 Moisture content Tin No. 23 S 35 N Wet soil + tin (g) 101.06 120.02 178.94 163.55 Dry soil + tin (g) 88.20 101.93 147.38 133.79 Wt of tin (g) 16.16 16.41 16.31 16.75 Wt of Water (g) 12.86 18.09 31.56 29.76 Wt of Dry soil (g) 72.04 85.52 131.07 117.04 Moisture content % 17.85 21.15 24.08 25.43 Dry Density mg /cm3 1.455 1.518 1.581 1.527 Zero Air Voids 100% 1.93 1.82 1.72 1.69 MDD : 1.582gm/cc OMC : 24.20% Water content(%) TESTED BY:- c HECKED BY :- APPROVED BY I' ■ • ■pmH 'fc’TTTG JTCJH Odrfd himo-f riZc - Tel. 251 -116- 1855 16/61 45 01 Fax. 251 - 116 - 61 53 71/61 08 98 e-mail w.w.d.s.e@ethio.net.ct Water Works Design and Supervision Enterprise Laboratory Service P.O.Box 2561 Addis Ababa Ethiopia Project : Ercr Irrigation Project Client : Concert Eng. & Consulting Enterprise P.L.C Consultant: Concert Eng. & Consulting Enterprise P.L.C Location : Bed and bank of canal T.Pit. No. ESC-1 Depth(m): 1.00-1.30 Sample No Sample type : Disturbed Test Type : Modified Proctor Date :06/02/2001 Lab.test No. 1 2 3 4 5 Water in cc 80 140 200 260 320 Wt.of mould + Wet sample(g) 3419 3570 3665 3625 3550 Wt.of mould (g) 1742 1750 1742 1750 1742 Wt.of wet soil(g) 1677 1820 1923 1875 1808 Volume of mould cm3 944 945 946 946 946 Wet Density mg /cm3 1.78 1.93 2.03 1.98 1.91 Moisture content Tin No. 60 12 17 52 19 Wet soil + tin (g) 129.71 129.77 181.64 166.63 183.58 Dry soil + tin (g) 115.41 112.3 152.36 137.81 147.35 Wt of tin (g) 16.00 16.64 16.32 16.83 16.26 Wt of Water (g) 14.30 17.47 29.28 28.82 36.23 Wt of Dry soil (g) 99.41 95.66 136.04 120.98 131.09 Moisture content % 14.38 18.26 21.52 23.82 27.64 Dry Density mg /cm3 1.553 1.629 1.673 1.601 1.497 Zero Air Voids 100% 2.07 1.92 1.80 1.73 1.63 MDD : 1.673gm/cc OMC: 21.30% TESTED BY:- checked by APPROVED BYpmH /“A-WT $TTTC jrctff n-nt+A tntwtH- fAZ/T ruT’XrW h<bA 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@ethio.net.et Water Works Design and Supervision Enterprise Laboratory Service So/7'&Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Project : Ercr Irrigation Project Client: Concert Eng. & Consulting Enterprise P.L.C Consultant: Concert Eng. & Consulting Enterprise P.L.C Location : Bed and bank of canal T.Pit. No. ESC-2 Depth(m): 0.90-1.50 Sample No Sample type : Disturbed Test Type : Modified Proctor Date :06/02/2001 Lab.test No. 1 2 3 4 Water in cc 200 260 320 380 Wt.of mould + Wet sample(g) 3340 3560 3725 3691 Wt.of mould (g) 1742 1742 1750 1750 Wt.of wet soil(g) 1598 1818 1975 1941 Volume of mould cm3 944 945 946 946 Wet Density mg /cm3 1.69 1.92 2.09 2.05 Moisture content Tin No. 40 70 6* 56 Wet soil + tin (g) 116.04 152.16 1SO.52 203.62 Dry soil + tin (g) 106.71 136.81 132.57 175.69 Wt of tin (g) 16.63 16.88 16.25 16.19 Wt of Water (g) 9.33 15.35 17.95 27.93 Wt of Dry soil (g) 90 08 119.93 116.32 159.5 Moisture content % 10.36 12.80 15.43 17.51 Dry Density mg /cm3 1.534 1.706 1.809 1.746 Zero Air Voids 100% 2.26 2.14 2.03 1.95 MOD : 1.810gm/cc OMC : 15.60% TESTED BY:- CHECKED BY APPROVED BYI I I I I I I I I Vm*i JUIJW 't’TTTG jrnJH n-ni-id fAZ/7 n/ze/is’wi Tel. 251 - 116- 18 55 16/61 45 01 Water Works Design and Supervision Enterprise Laboratory Service Soil & Material testing Section P.O.Box 2561 Fax. 251 - 116 - 61 53 71/61 08 98 Addis Ababa e-mail w.w.d.s.e@ethionet.et Project : Erer Irrigation Project Ethiopia Client : Concert Eng. & Consulting Enterprise P.L.C Consultant: Concert Eng. & Consulting Enterprise P.L.C Location : Bed and bank of canal T.Pit. No. EPC-1 Depth(m) : 1.30-1.40 Sample No Sample type : Block Sample Test type : Direct Shear Date : 14-02-01 Normal Stress Shear Stress 0 0 19 61 39 75 58 82 78 90 97 114 Normal Stress Vs Shear Stress I I I C=48.31kPa 0 = 31.80° tested BY z z- CHECKED BY APPROVED byI I I I I I I I I praH /“A-T’T ‘tiTTTC Water Works Design and Supervision Enterprise Laboratory Service fAAC Tel. 251 - 116- 18 55 16/61 4501 Soil & Material Testing Section P.O.Box 2561 Fax. 251 - 116 - 61 53 71/61 08 98 Addis Ababa e-mail w.w.d.s.e@ethionet.et Ethiopia Project : Ercr Irrigation Project Client : Concert Eng. & Consulting Enterprise P.L.C Consultant: Concert Eng. & Consulting Enterprise P.L.C Location : Bed and bank of canal T.Pil. No. EPC-1 Depth(m) : 1.00-1.20 Sample No Sample type : Block Sampl Test type : Direct Shear Date : 14-02 01 Normal Stress Shear Stress 0 0 19 57 39 83 58 101 78 107 97 117 Normal Stress Vs Shear Stress I C=49.95kPa 0 = 36.50° TESTED by /'“H I CHECKED by | APPROVED BYpm4 Firtt JimT 4«TTTG JttJH- WtiA hltHtM- fMC /z /: ’iB *• I ’ Tel. 251 - 116 - 18 55 16/61 45 01 Water Works Design and Supervision Enterprise Laboratory Service Soil& Material testing Section P.O.Box 2561 Fax. 251 - 116 - 61 53 71/61 08 98 Addis Ababa e-mail w.w.d.s.e@ethio.nct.et Project : Ercr Irrigation Project Client : Concert Eng. & Consulting Enterprise P.L.C Ethiopia Consultant: Concert Eng. & Consulting Enterprise P.L.C Location : Bed and bank of canal T.Pit. No. EPC-2 Dcpth(m) : Sample No Sample type : Block Sample Test type : Direct Shear Date : 13-02-01 Normal Stress Shear Stress 0 0 19 35 39 70 58 79 78 90 97 95 Normal Stress Vs Shear Stress C=31.92kPa 0 = 35.71° tested by CHECKED by_. APPROVED by______________pm4 MPt Jim*; 4’TTTC jrCJS-4- Wifi hlflltH- ss Water Works Design and ii-r Super vision Enterprise Laboratory I Service rzx/7 y°z/7X-/>r fjfrA >< Soil ^Material-Testing Section I I I Tel. 251 - 116 - 18 55 16/61 45 01 P.O.Box 2561 Fax. 251 - 116 - 61 53 71/61 08 98 Addis Ababa e-mail w.w.d.s.e@ethio.net.et Project : Ercr Irrigation Projccr Client : Concert Eng. & Consulting Enterprise P.L.C Ethiopia Consultant: Concert Eng. & Consulting Enterprise P.L.C Location : Bed and bank of canal T.Pil. No. ESC-1 Dcpth(m) : 1.00-1.30 Sample No Sample type : Block Sample Test type : Direct Shear Date : 07-02-01 Normal Stress Shear Stress 0 0 19 45 39 63 58 77 78 81 97 93 I Normal Stress Vs Shear Stress I C=37.77kPa 0 = 30.28° | ChECKED by_ Ap PROVED BYpmH n'ff WMT 'fcTTTC • Water Works Design and A-tli-fA h7mtb+ Supervision Enterprise Laboratory Service /’AX/C L-^ Soil&Material.Te'sting Section Tel. 251 - 116- 18 55 16/61 45 01 P.O.Box 2561 Fax. 251 - 116 - 61 53 71/61 08 98 Addis Ababa e-mail w.w.d.s.e@ethio.net.et Ethiopia Project: Ercr Irrigation Project Client : Consultant: Location : Concert Eng. & Consulting Enterprise P.L.C Concert Eng. & Consulting Enterprise P.L.C Bed and bank of canal Sample No Sample type : Block Sample 1 cst type : Direct Shear Date : 07-02-01 T.Pit. No ESC-2 Dcpth(m) : 1.00-1.30 Normal Stress Shear Stress 0 0 19 65 39 80 58 95 78 114 97 122 Normal Stress Vs Shear Stress C=50.96kPa 0 = 37.23° tested by z A CHECKED BY APPROVED byAnnex 3 Geology of Test PitsWATER WORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Site: Pit No: Depth(m): Errer Irrigation Pr. Clay Borrow-1 (Reservoir) EB1-TP01 3.00 GWL(masl): EASTING: NORTHING: ELEVA: Nil 195356 1029804 1378 Sample Type □-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) Qu= Unconfined compressive strength in kg/cm Pl= Plastic Index SS= Soli SymbolWATER WORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Loa Project: Errer Irrigation Pr. GWL(masl): Nil Site: Clay Borrow-1 (Reservoir) EASTING: 195399 Pit No: EB1-TP02 NORTHING: 1029858 Depth(m): 3.00 ELEVA: 1386 Depth (m) Graphic symbol Soil Description Sample type Remark - Top soil, with grass roots, dry brownish sand 0 20mt. — — 0.5 Dark brown, wet, moderately stiff, Sandy SILT / F F >2 >1 — 1.0 1.5 1 50mt . 2.0 Greyish, moderately wet, medium coarse to Coarse SAND — 2.5 3.0 3.00mt Pitting term im a ted D-disturbed H-block P2-plastic bag(2kg) Pl-plastic bag(25kg) Qu- Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil Symbol LI I ! I I IWATER WORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Site: Errer Irrigation Pr. GWL(masl): Clay Borrow-1 (Reservoir) EASTING: Pit No: EB1-TP03 NORTHING: Nil 195452 1029895 Depth(m): 2.80 ELEVA: 1389 Depth (m) Graphic symbol Soil Description Sample type Remark Brownish, dry, stiff, Silty SAND A' F >2 _ 05 x / 0.70mt. Dark brown, Dry, Stiff, Sandy SILT P P1 2 x 220mt. _ 2.5 • Brownish, Medium wet, Moderately Stiff, Clayey SILT f 2.80mt Pittinq termimaled _ 3.0 Sample Type D-disturbed H-block P2-plastic bag(2kg) P1 -plastic bag(25kg) Qu= Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil Symbol o in o -III...................................................... IlliWATERWORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Site: Errer Irrigation Pr. Clay Borrow-1 (Reservoir) GWL(masl): EASTING: 3.8 195526 Pit No: EB1-TP04 NORTHING: 1029940 Depth(m): 3.80 ELEVA: 1372 Depth (m) Graphic symbol Soil Description Sample type Remark — Top soil, Brownish, dry Sandy Silt with grass roots 0.20mt. / 0.5 V 2 — Brownish, Moderately Stiff, Dry Sandy Clayey SILT, with thin interlayers of Coarse Sand P — 1.0 - x < 1 30 mt / — 1.5 — F — 20 Dark, Stiff, Moderately wet, Sandy Silty CLAY 1 P 2 — 25 — 3.0 \ <\ — Pinkish, Wet, Coarse SAND D-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) Qu- Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil SymbolWATER WORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Errer Irrigation Pr. GWL(masl): Nil Site: Clay Borrow-1 (Reservoir) EASTING: 195505 Pit No: EB1-TP05 NORTHING: 1029993 Depth(m): 2.50 ELEVA: 1370 Depth (m) Graphic symbol Soil Description Sample type Remark Brownish, Fine Silty SAND 0.5 0.50 ml Dark Brown, Wet, Clayey SILT _ 1.0 1.35mt. _ 15 Gravelley SAND, with Pebble inclusions 1.70mt. Pinkish, Wet, Coarse SAND — 20 210ml Dark Brown, moist, Silty SAND 2.5 pitting terminated 2 50rnt. __ 3.0 D-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) Qu= Unconfined compressive strength in kg/cm PI- Plastic index SS= Soil SymbolWATER WORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Site: Pit No: Errer Irrigation Pr. Clay Borrow-1 (Reservoir) EB1-TP06 GWL(masl): EASTING: NORTHING: Depth(m): 2.50 ELEVA: Nil 195505 1029993 1370 D-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) Qu- Unconfined compressive strength in kg/cm Pl« Plastic index SS= Soil SymbolWATER WORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Errer Irrigation Pr. GWL(masl): Site: Clay Borrow-1 (Reservoir) EASTING: Nil 195378 Pit No: EB1-TP07 NORTHING: 1029906 Depth(m): 3.30 ELEVA: 1379 Depth (m) Graphic symbol Soil Description Sample type Remark Brownish, Stiff, Dry, Medium coarse SAND _ 05 0.70mt _ 10 Whitish grey, Moderately wet, Medium Coarse to Fine SAND 1.60mt. Pinkish, Coarse SAND _ 2.5 — 30 — pitting terminated 3.30mt. — D-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) Qu= Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil Symbol mo *-* I LI I I I I NWATER WORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Site: Pit No: Depth(m): Errer Irrigation Pr. Clay Borrow-1 (Reservoir) EB1-TP08 2.70 GWL(masl): EASTING: NORTHING: ELEVA: Nil 195328 1029862 1384 Depth (m) Graphic symbol Soil Description Sample type Remark Greyish, Coarse SAND — 0.5 0.50mt — Greyish, Wet, Fine SAND — 0.90mt. — 1.0 Whitish grey, Medium Coarse, Uniform SAND — 1.5 — 2.0 — 2.5 pitting terminated 2.70ml. — 3.0 Sample Type D-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) — Qu- Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil SymbolWATERWORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Site: Pit No: Depth(m): Errer Irrigation Pr. Clay Borrow-1 (Reservoir) EB1-TP09 3.00 GWL(masl): EASTING: NORTHING: ELEVA: Nil 195281 1029824 1392 Depth (rn) Graphic symbol Soil Description Sample type Remark Greyish, Medium to Coarse grained SAND _ 05 - 0.90mt. _ 10 / </ K — Brownish, Moderately wet, Silty SAND _ 15 F P *1 2 — x 220mt — 2.5 - Pinkish. Wet, Stiff, Sandy SILT / P 2 3.0 'x pitting terminated 3.00mt — D-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) Qu= Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil SymbolWATER WORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Errer Irrigation Pr. GWL(masl): Nil Site: Clay Borrow-1 (Reservoir) EASTING: 195248 Pit No: EB1-TP10 NORTHING: 1029781 Depth(m): 3.00 ELEVA: 1384 Depth (m) Graphic symbol Soil Description Sample type Remark — 0.5 Brownish, Dry, Moderately stiff, Gravelley SAND with plant roots — 1.0 1.00mt. - Brownish, Moderately wet, Stiff. SAND 1.5 1.60mt. — Brownish, Wet, Fine SAND 1 90m t. — 2.0 Dark, Organic, Fine Silty SAND — 25 — 3.0 pitting terminated 3 00mt .. D-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) Qu- Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil SymbolWATERWORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Site: Pit No: Depth(m): Errer Irrigation Pr. Clay Borrow-1 (Reservoir) EB1-TP11 2.50 GWL(masl): EASTING: NORTHING: ELEVA: Nil 195265 1029708 1394 Depth (m) Graphic symbol Soil Description Sample type Remark — Brownish, Dry and Hard, top soil 0.20mt. Pinkish, Coarse SAND — — 05 0.70mt. — / — 10 - Brownish to Greyish, Dry, Stiff, Clayey SILT P P 2 1 — 15 — 20 2.5 f pitting terminated 2.50mt. 3.0 — D-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) Qu= Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil SymbolWATER WORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Errer Irrigation Pr. GWL(masl): Site: Clay Borrow-1 (Reservoir) EASTING: Nil 195322 Pit No: EB1-TP12 NORTHING: 1029595 Depth(m): 2.60 ELEVA: 1389 Depth (m) Graphic symbol Soil Description Sample type Remark — Brownish, dry, SILT / top soil 0.20mt. — _ 0.5 — Brownish, Dry, Coarse Silty SAND / p 1 _ -0 1 — f 1 30 ml U 1-5 — Dark brown, Stiff, Dry, Hard, Sandy Silty CLAY 20 A/ F P1 v \ 2 f 2 Qfimt — _ 2.5 Greyish. Hard and Stiff. Compacted, Fine SAND pitting terminated 9 AAmt I — 30 D-disturbed H-block P2-plastlc bag(2kg) P1 -plastic bag(25kg) Qu= Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil Symbol; WATER WORKS DESIGN & SUPERVISION ENTERPRISE test / Trench Log Project: Errer Irrigation Pr GWL(masl): Nil Site: Clay Borrow-1 (Reservoir) EASTING: 195422 Pit No: EB1-TP13 NORTHING: 1029669 Depth(m): 3.00 ELEVA: 1388 Depth (m) Graphic symbol Soil Description Sample type Remark - Brownish, dry, SILT / top soil 0.20ml. — 05 Brownish, Very Stiff, Dry, Gravelly Silty SAND — 10 — 1-5 _ 20 — 25 3.0 pitting terminated 3 00mt .. Sample Type D-disturbed H-block P2-plastic bag(2kg) Pl-plastic bag(25kg) Qu= Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil SymbolWATERWORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Site: Pit No: Depth(m): Errer Irrigation Pr. Clay Borrow-1 (Reservoir) EB1-TP14 2.70 GWL(masl): EASTING: NORTHING: ELEVA: Nil 195574 1029799 1368 Depth (m) Graphic symbol Soil Description Sample type Remark Brownish, Wet, Loose, Fine SAND — 0.5 0.90mt. — 1.0 / - Dark brown, Wet, Silty SAND — 1.5 F F >1 2 - 20 f 2.00ml. — Dark brown, Wet, Fine Silty SAND — 2.5 \ / P f\ 2 pitting terminated 270ml. — 3.0 Sample Type □•disturbed H-block Qu= Unconfined compressive strength in kg/cm Pl= Plastic index P2-plastic bag(2kg) SS= Soil Symbol P1-plastic bag(25kg)WATERWORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Site: Pit No: Depth(m): Errer Irrigation Pr. Clay Borrow-1 (Reservoir) EB1-TP15 3.00 GWL(masl): EASTING: NORTHING: ELEVA: 2.2 195654 1029846 1375 D-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) Qu= Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil SymbolWATER WORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Site: Pit No: Depth(m): Errer Irrigation Pr. Clay Borrow-2(U/S of R. Abt.) EB2-TR1 Nil 3.00 GWL(masl): EASTING: NORTHING: ELEVA: Sample Type D-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) Qu= Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil SymbolWATERWORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Errer Irrigation Pr. Site: Clay Borrow-2(U/S of R. Abt.) Pit No: EB2-TR2 Depth(m): 4.00 Depth Graphic (m) symbol GWL(masl): Nil EASTING: NORTHING: ELEVA: Soil Description Sample type Remark 0.5 Reddish brown, Moderately wet, Stiff, Residual Silty CLAY 1.0 The maximum depth of the cut is >10.0mt. 1.5 P1 2.0 2.5 / P 'x 2 3.0 \ D-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) 4.0mt Qu= Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil SymbolWATER WORKS DESIGN & SUPERVISION ENTERPRISE z Project: Errer Irrigation Pr. Test / Trench Log GWL(masl): Nil Site: Clay Borrow-2(U/S of R. Abt.) EASTING: Pit No: EB2-TR3 Depth(m): 3.50 Depth <m) Graphic symbol NORTHING: ELEVA: Soil Description Sample type Remark 0.5 Reddish brown, Moderately wet. Stiff, Residual Silty CLAY 1.0 The maximum depth of the cut is >10.0mt 1.5 2.0 2.5 3.0 V 3 50m I D-disturbed H-block P2-plastic bag(2kg) P1 -plastic bag(25kg) Qu= Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil Symbol-4-^. WATER WORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Errer Irrigation Pr. Site: Clay 8orrow-2(U/S of R. Abt.) Pit No: EB2-TR4 Depth(m): 2.50 GWL(masl): EASTING: NORTHING: ELEVA: Nil D-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) Qu= Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil SymbolWATER WORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Site: Pit No: Errer Irrigation Pr. Clay Borrow-2(U/S of R. Abt.) EB2-TR5 Depth(m): 4.00 GWL(masl): EASTING: NORTHING: ELEVA: Depth <m) ijGrdphiC; symbol Soil Description Sample type Remark 0.5 Reddish brown, Wet, Residual Silty CLAY 1.0 The maximum depth of the cut is >10 Omt. 20 t P2 2.5 3.0 4 Omt D-disturbed H-block P2-plastic bag(2kg) P1 -plastic bag(25kg) Qu- Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil Symbol* WATER WORKS DESIGN & SUPERVISION ENTERPRISE Test/Trench Log Project: Errer Irrigation Pr. GWL(masl): Nil Site: Clay Borrow-2(U/S of R. Abt.) EASTING: Pit No: EB2-TR6 Depth(m): 2.50 NORTHING: ELEVA: Sample Type D-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) Qu= Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil SymbolWATER WORKS DESIGN & SUPERVISION ENTERPRISE Project: Test / Trench Log Errer Irrigation Pr. GWL(masl): Nil Site: Clay Borrow-2(U/S of R. Abt.) EASTING: Pit No: EB2-TR7 NORTHING: Depth(m): 2.50 ELEVA: Depth <m) Graphic symbol Soil Description Sample type Remark / _ 0.5 Reddish brown, Dry, Stiff. Residual Sandy CLAY _ 10 The maximum depth of the cut is >10.0mt. P 1 _ 15 — 20 25 X 250m! — 30 Samnlp Tv np D-disturbed H-block P2-plastic bag(2kg) Pl-plastic bag(25kg) Qu- Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil SymbolWATERWORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Errer Irrigation Pr. GWL(masl): Nil Site: Clay Borrow-2(U/S of L. Abt.) EASTING: Pit No: EB2-TR7 NORTHING: Depth(m): 2.50 ELEVA: Depth (m) Graphic symbol Soil Description Sample type Remark / X L 05 Reddish brown, Dry, Stiff, Residual Sandy CLAY _ 10 The maximum depth of the cut is >10 Omt. P 1 __ 1.5 _ 2.0 2.5 250m t _ 3.0 D-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) Qu- Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil Symbolw WATER WORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Errer Irrigation Pr. GWL(masl): Site: 0.50 Sand Borrow-1 (Marco River) EASTING: Pit No: ESB1-TP01 NORTHING: Depth(m): 2.00 ELEVA:WATER WORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Site: Pit No: Depth(m): Errer Irrigation Pr. Sand Borrow-1 (Marco River) ESB1-TP02 0.50 1.50 GWL(masl): EASTING: NORTHING: ELEVA: Sample Type D-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) Qu= Unconfined compressive strength in kg/cm Pl= Plastic Index SS= Soil SymbolWATER WORKS DESIGN & SUPERVISION ENTERPRISE Test / Trench Log Project: Errer Irrigation Pr. GWL(masl): 050 Site: Sand Borrow-2(Samte River) EASTING: Pit No: ESB2-TP01 NORTHING: Depth(m): 1.50 ELEVA: Depth (m) Graphic symbol Soil Description Sample type Remark - / Medium to Fine Grained, Uniform SAND — 0.5 F 1 — 1.0 \ < 1.00 terminated - 1.5 - 20 - 25 — 3.0 D-disturbed H-block P2-plastic bag(2kg) P1-plastic bag(25kg) Qu= Unconfined compressive strength in kg/cm Pl= Plastic index SS= Soil SymbolAnnex 4 Borrow area and quarry Site CoordinatesXL- ' WATER WORKS DESIGN AND SUPERVISION ENTERPRISE ERRER IRRIGATION PROJECT Test Plt/Trench Location & Depth No Test Pits ID Location COORDINATE (m) NORTHING EASTING ELEVATION (masl) Depth (mt) 1 EB1-TP01 Borrowl 1029804 195356 1378 3.00 2 EB1-TP02 (Reservoir) 1029858 195399 1386 3 00 3 EB1-TP03 » 1029895 195452 1389 2.80 4 EB1-TP04 » 1029940 195526 1372 3.80 5 EB1-TP05 » 1029993 195505 1370 2.50 6 EB1-TP06 » 1029968 195458 1373 2.50 7 EB1-TP07 » 1029906 195378 1379 3.30 8 EB1-TP08 » 1029862 195328 1384 2.70 9 EB1-TP09 » 1029824 195281 1392 3.00 10 EB1-TP10 » 1029781 195248 1384 3.00 11 EB1-TP11 » 1029708 195265 1394 2.50 12 EB1-TP12 » 1029595 195322 1389 2.60 13 EB1-TP13 » 1029669 195422 1388 3.00 14 EB1-TP14 » 1029799 195574 1368 2.70 15 EB1-TP15 » 1029846 195654 1375 3.00 16 EB2-TR1 Borrow2 1030709 196985 1430 3.00 17 EB2-TR2 (U/S of Left Abut.) 1030700 196920 1430 4.00 18 EB2-TR3 » 1030710 196830 1430 3.50 19 EB2-TR4 » 1030719 197041 1430 2.50 20 EB2-TR5 » 1030725 197088 1435 4.00 21 EB2-TR6 » 1030718 197125 1435 2.50 22 EB2-TR7 » 1030749 196966 1435 3.00 26 EShQ1-TR1 Shell Quarry 1030423 196737 1395 Surface 27 EShQ1-TR2 (Left bank, Errer Ri.) 1030211 196582 1385 quarryinq 28 EShQ1-TR3 » 1030220 196582 1385 » 29 EShQ2-TR1 Saka Hill 1029584 194359 1475 » 30 EShQ2-TR2 » 1029577 194431 1470 » 34 ERQ1-1 Genda Hurro 1029078 197658 1410 Surface 35 ERQ1-2 » 1029078 197658 1411 quarryinq 36 ERQ1-3 » 1029078 197658 1412 » 37 ERQ1-4 » 1029078 197658 1413 » 38 ESB1-TP1 Sand Borrow 2 00 39 ESB1-TP2 (Marco River) . 1 50 40 ESB2-TP1 (Samte River) 1 00 40 ESB3- Didimtu River 1030432 197011 1400 40 ESB4- Home River 1027864 197739 1400Annex 5 Borrow area and quarry Site SamplingWATER WORKS DESIGN AND SUPERVISION ENTERPRISE , i i " Y/'y' ./ ERRER IRRIGATION PROJECT Test Pit Sampling ■■ Item No Test Pit/ Trench No Type of Material S. Depth (m) Samp No. Disturbec Sample P2 P1 (2Kg) (25Kg) Block Location 1 EB1-TP2 Clay Borrow-1 0.20-1.50 1 1 2 EB1-TP2 » 0.20-1.50 2 1 3 EB1-TP3 » 0 10-0.70 1 1 4 EB1-TP3 » 0.70-2.20 2 1 5 EB1-TP3 » 0.10-2.20 3 1 6 EB1-TP4 » 0.20-1.20 1 1 7 EB1-TP4 » 1.30-3.00 2 1 8 EB1-TP4 » 0.20-3.00 3 1 9 EB1-TP6 » 0.20-1.60 1 1 10 EB1-TP6 » 1.60-2.50 2 1 11 E81-TP6 » 0.20-2.50 3 1 12 EB1-TP09 » 0.90-2.20 1 1 “a o o >» I Q o L_ I 6 > k- I o in O a 13 EB1-TP09 » 2.20-3.00 2 1 14 EB1-TP09 » 0.90-3.00 3 1 15 EB1-TP11 » 0.70-2.50 1 1 16 EB1-TP11 » 0.70-2.50 2 1 17 EB1-TP12 » 1.30-2.00 1 1 18 EB1-TP12 » 1.30-2.00 2 1 19 EB1-TP12 » 0.20-1.30 I 3 1 20 EB1-TP14 » 0.90-2.00 1 1 21 EB1-TP14 » 2.00-2.70 2 1 22 EB1-TP14 » 0.90-2.70 3 1 23 EB1-TP15 » 0.70-2.20 1 1 24 EB1-TP15 » 0.70-2.20 2 1 TOTAL 24 14 10 TR-: stands for Trench TP-: stands for Test Pit REMARK: P1-for Proctor test (>25kg) J P2-for Atterberg Limits (2kq) Borrowl: In the Reservoir AreaWATER WORKS DESIGN AND supervision enterprise ERRER IRRIGATION PROJECT Test Pit Sampling • Item No Test Pit/ Trench No Type of Material S. Depth (m) Samp No. Disturbed Sample P2 (2Kg] P1 (25Kg) Block Location 1 EB2-TR1 Clay Borrow-2 2.0 1 1 2 EB2-TR1 » 0.10-3.00 2 1 3 EB2-TR2 » 2 50-3.00 1 1 4 EB2-TR2 » 0.20-4.00 2 1 5 EB2-TR3 » 1.50-2.00 1 1 6 EB2-TR3 » 0.20-3.50 2 1 7 EB2-TR4 » 1.5 1 1 8 EB2-TR4 » 0 20-2.50 2 1 9 EB2-TR5 » 2.00-2.50 1 1 c 0J E ZJ -Q c -J o GO 5 10 EB2-TR5 » 0.50-4.00 2 1 11 EB2-TR6 » 1.5 1 1 12 EB2-TR6 » 0.20-2.50 2 1 13 EB2-TR7 » 0.50-3.00 1 1 TOTAL 13 6 S| Item No Test Pit/ Trench No Type of Material S. Depth (m) Samp No. Disturbed Sample P2 (2Kg) P1 (25Kg) Block (Rock) Location 1 EShQ1-TR1 Shell Quarry-1 1 1 Left Bank 2 EShQ1-TR2 » 1 1 » 3 EShQ1-TR3 » 1 1 » 4 EShQ2-TR1 Shell Quarry-2 1 1 Saka Hill 5 EShQ2-TR2 » 1 1 » TOTAI ■ 5? 0 5 1 ERQ1-1 Rock Quarry 1 1 ERQ1-2 » 2 1 ERQ1-3 » 3 1 ERQ1-4 » 4 1 □ X) < -J *6 eg B TOTAI 4 0 3 1 ESB1-TP1 Sand Borrow-1 1 1 Marco Riv. ESB1-TP2 » 2 1 » ESB2-TP1 Sand Borrow-2 1 1 Samte Riv. TOTAL I3 0 3 0 TR-: stands for Trench TP-: stands for Test Pit REMARK: P1-for Proctor test (>25kg) L P2-for Atterberg Limits (2kai Borrow2: Up stream of Left Abutment 1■Annex 6 Laboratory Test results of samplesI yw| |fcaC A! YNA q$R DRJT ¥:k§eE 2 §BV.eI xgLGlOT Water Works Design and Supervision Enterprise Central Laboratory Service Soil & Material Testing Section 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@telecom.net.et P.O Box 2561 Addis Ababa Ethiopia Errer & Gololcha Irr. Feasibility Study Design Project Summary of Test Result Parameter EIP- 11/06 EIP- 12/06 EIP- 13/06 EIP- 14/06 EIP- 15/06 EIP- 16/06 EIP-01/06 EIP-02/06 EIP-03/06 Grain Size Analysis Clav% Silt % Sand % Gravel % 16.50 27.44 56.06 27.00 40.36 32.64 - 25.00 32.20 42.80 - 10.50 20.46 69.04 - 41.00 41.48 17.52 - 9.00 7.50 83.50 - 0.70 77.00 22.30 0.60 80.60 18.80 0.70 70.50 ' 28.80 Attcrberg Limit Liquid Limit % Plastic Limit % Plasticity Index % 39.37 16.19 23.18 47.69 26.59 21.10 49.67 26.27 23.40 24.26 1263 11.63 46.35 23.77 22.58 27.99 13.57 14.42 - - - - - - - Free Swell % 13.50 14.00 13.00 11.00 14.90 11.10 * Shrinkage Limit % 9.79 14.20 14.98 4.91 14.95 5.70 ■ Specific Gravity - - 2.61 2.66 2.62 Unit Weight ,Kg/m3 Loose Roddcd(Compactcd) - - - - - - 1422 1587 1515 1606 1543 1621HUH WIJW errC RCtfl- l'W,fA (I'WliVl- Project: Erex Irr Feasibility Study Design Ptoj Client. Ministry of Water Riwource Location Tributary siream u/s cf Dam Srte(Ri<|M Bank) T Pit. No EIP 11/06 Depth(ni Water Works Design and Supervision Enterprise Laboratory Service Soil & Material TestingSection Sam. No 1 Sam. Type Disturbed Teat Type . Hydicmiter Date ’ 15/0S/06 Tela/ rrcasj oj.famtd/, & SO Swv JVp ULastcf Sinvfe) ?/fx^ Of J5*W + FMMiPjj) Ms&> </ F.rt. xit P*/*ttogr RrtcwJ Kt^VTfC Pltt5P5£ Wfl 10 2 3812 381.1 0.0 0.000 0.0 100.6 Ne 76 1.13 S3S2 842.1 3.2 6.480 6.8 932 Nu 36 62 816.7 826.0 9.3 13200 28.0 78.0 GJ 4S8.2 493£ 7.4 14.730 392 50.2 No 100 o.is 481.9 438.1 6.2 12.340 82.1 47.9 TT/ZM G.07S 4S9.2 4614? 2.0 3260 86.! 432 nyaromerrr .Anajysis Eltysri &>) AsOud Hjatwia Km&S T^taiia. Cmtm^ Hjdntvtiir K Gw i™} C^Y PwiMf Ena f") 2 23.0000 17 142000 1220 0.01439 0.0350 30.19 30.19 8 22.6000 17 13J000 12.70 0.01439 0.9229 28.16 23.10 IS 21.0000 17 12.8000 12.90 0.0143 9 0.0133 26.02 26.02 36 21.0060 17 122000 12.90 0.01439 0.0094 26.02 25.02 60 20.0000 it\ 11.8000 13.00 0.01439 0.0067 23.94 23.94 780 18.6000 18 10.0000 13.30 0.0142! 0.0033 2083 30.82 1440 13.6000 17 62000 13.80 0.01439 0.0014 1323 1323 Grain Size :_____________________ C/^M ,_________ _______Ilin-M Wt .WVi Water Works Design and •irrrr, mH Supervision Enterprise Laboratory Service rA/c Soil & Material Testing Section Project. Em Itc Feasibility Study Design Proj Client Mis&tiy of Water Resource Sim No 1 Sim. Type : Disturbed Location Near the Dam axis on the right bank TwtType nydroraetei T.Ri.NoEIP 12/(16 Date : 15/08/06 D*pth(m" JMV N? r SifK Mstf cf A£slv ef.ww •!• 7^e(?) 5>r> -W&j ___1_ ——X2 ?/f«LV rf T.fi. (?) - Pir.'tnfctf 2)&m2£irH‘ Ectesriw; P<SJK?^ hfc *0 2 551.1 551.1 0.0 0.000 0.0 100.0 Wo 16 1.18 538.9 529.8 0.9 1.760 1.8 097 t'Tf 0.6 516.7 219.8 .-.• < 6.140 7.9 92.1 .>(7 02 488.2 491.0 22 5230 13.4 862 M 100 0.15 481.9 485.3 5.4 6.820 20.2 79.8 ITfi 200 0.075 459.2 460.4 12 2.400 22 6 77.4 I'*1 Hydrometer Analysis $:*** 762 Actual Tlirf T.*^*-^* 77 EltyStt! Tofv (mm) Cwrxld EjfctM fa) Ct/gunnt K C*r»ss ..:— 7 t?wwtfgr Eswr iWw Few C&ximd 2 23.0000 17 242000 10.90 0.01417 0.0521 jj.r.7 54.17 < •z • 22.0000 17 222000 11.10 0.01417 0.0211 51.96 21.96 12 200000 17 212000 11,40 0.01417 0.0124 4723 4723 70 28.0000 17 19.5000 11.70 0.01417 0.0038 43.11 47.1! 60 220000 17 172000 12.00 0.01417 00063 38.69 38.69 250 225000 18 14.5000 12.50 0.01299 0.003! 32.06 32.96 1440 li.W 17 10.0000 1320 0.01417 00014 22.11 22.11 <Uuin Sir*- (HsUilnKioii Cui veJ>5 »< <4 103.000 9933 00==3300 8800..000000 5C 7733 OO==XXI I CL 6600..000000 «- 6500..000000 4433..003300 3330..000000 2290.003=030 1100..000000 0O..1IXXM1)) Ghxte fy;_______________________ •H r " €*i..«• .........nm-'j rt^ /{.H.'rv; •l>TT& WJM- ynihvTd Mimi M/.'.' t/U •VVEj •\xZ-z Project: Ewr In Fexibity Study Design Pro; Client Menis try a f Vfote t Re $ uu tew l ocation About 2 km down dream of ihe Dim site T.HtNoEC* 13/06 Dwpthfm Water Works Design ahd Supervision Enterprise Laboratory Service Sell & Material Testing Section Sant. No 1 Sam. Type . Disturbed Teat Type .-Hydrometer Date : 15/03/36 T<pfc/ ffrax; trfj&f&k £ 50 JwV Ni> Jnw CpwPTflffcwjr) Mcv •>/ MSv rf .=/iv r Rx .sS/fa) Masrf ex. w /y }\ruQ.’^ RxssW 'Sx'&Ja'nv 54 F.ffc8w Zvr 10 2 551.1 551,1 0.0 0.000 0.0 100.0 N? 15 1.18 553.9 5415 2.4 4.840 4.8 95.2 to SO 0.6 515.7 522.9 62 12J60 172 82.8 to SO OS 483.2 4952 7.0 14.080 515 68.7 to 100 0.15 481.9 486.7 4.8 9.600 40.9 59.1 N’t 200 0.075 459.2 4602 1.0 1.920 42.8 57.2 Hydrometer Anaty^o Spnrfcc C'rras'iiy fif-ttu___________ 2.55_______________________________ Ttmpiraistfv, ____________________ 77 P.latevd Ttrnv (m) Anual Hx2r«n<iS*r ti^aao^ 2^.£ Hj5>vrrr&? frjjk/ay fow) C.tJfcfif*! K CfOM 2 50.5000 17 22.0000 1150 0.01417 0.0557 4728 47,28 5 50.0000 17 215000 11.40 0.01417 0.0214 4627 45.2! 15 285000 17 20.0000 11.60 0.01417 0.0125 42.98 42.98 50 27.5000 17 19.0000 11.90 0.01417 0.0089 40.85 40.85 60 26.0000 17 175000 12.00 0.01417 0.0065 5751 57.6! 250 22.5000 18 145000 12.60 0.01599 0.005! 51.16 51.16 1440 18.0000 17 95000 1550 0.01417 0.0014 20.42 20.42 Gi Ain She Distribution CuiveJiS * * a. 60 000 1O0.CCO 9G.3C0 80000 70.3G0 c f ? 5 50.900 40JXO 30.000 203X10 10000 0.000 HI 10 1 0.1 0.01 Graai Size»mini 0.1X11 0.0 XII *ji awel Saivl Sill Clay TrXfcw _________________________ __ Ort&Z ty :_________ ___________TA4.C //FA Ptoject Ere Icr Feasibility Study Design Pxoj Client. Ministty o£ Watsr R*$c»utce Location Chulu-mfa stream lop TJKt Mo EIP 14 /06 Depihfm Water Works Design and Supervision Enterprise Laboratory Service Sell & Material Taxing Saxlen Sim. Kc 1 ezrn. lype : Di&tutb»d Test Type Hydrometer Date : 15/03/06 t SifSV No jmv Na.z vj Simfsb MsiX tfjNSV + Rtf jonfe) Most oj R«*t f£) Ptrioni^t Grew/;;* Re/aw* & P.^ivintc P& j' r^ No 10 ? SST1 SS1.1 0.0 0.000 0.0 100.0 No 16 1.18 S38.9 341.0 2.1 4.200 95.8 No JO OS SI 6.7 S273 10.8 21.S60 23-8 74.2 NoSG 03 488.2 499.6 11.4 22.720 483 sis : No lOCf a is 481.9 490.0 8.1 16.120 64.6 35.4 I 0.07S 4S9.2 461.4 2.2 4.440 69.0 31.0 i& Hydro in rt er Analysts i(i: Gratis f^Mit ZiP Tasi f.t 17 .Ela/^va Timo (min) fySromsl* Reading ty&9mfbr P.M&ng Rfffftis* Ofi* faf) Ct ^u Gram fyr&nJ&p fi. Si^f ?'«>v (m) Pfrtmiagr Emir Cawiwert 2 18.0000 17 93000 1630 0.01469’ 0.0771 19.68 19.68 5 17.0000 17 83000 USD 0.01469 0.026$ 17.6! 17.6! IS 163000 17 8.0000 USD 0.014J7 0.0167 1S.57 15.57 60 163000 17 8.0000 USD 0.01439 0.0097 16.57 15.57 60 16.0000 17 73000 16.70 0.01469 O.OQ69 15.54 1S.S4 2SG 143000 IS 63000 USD 0.01421 0.0064 13.46 13.46 1440 13.0000 17 4.5000 14JQ 0.01469 0.0014 932 932 Gn'm Size Disiiibirtioit CurveUS •# Z G. 4> 9) g £ <-' r Q_ '00.00=3 90.(03 80.COO 70.000 60 000 £0.003 40.0(1) 30.003 20.(0) IO.COO 0.003 X) 10 1 (1.1 0.1)1 rtiain Size • ninii 0.001 lift Gi axel SmmI Clay T*&i? \ OMfy:.iiuHj j>r„H I’MiVtA t'tliMiH zc rv7jr/>f hm Project: Eter lit Feasibility Study Design Fro; CHent: MsnLtey of Water Resource Location Chululfela sltestn bank (left) T.Ht. Ko EIP 15/06 Depths Waterworks Design and Supervision Enterprise Laboratory Service Soil & Materia! Testing Section Sant No 1 Sarn. Type . Disturbed Test Type . Hydiorneter Date 15/08/06 Orrojfiw) Ka^soj3w < Krf jw^J PfYl*ltS£> Rn. .<*/£) 54 Nt 10 2 551.1 551.1 0.0 0.000 0.0 100.0 NTo 16 1.18 538.9 579.7 0.8 1580 1.6 98.4 N u 70 r 05 516.7 518.7 2.0 4.040 5.6 M Nk .10 03 488.2 490.7 25 4340 10.6 89.4 100 <W 481.9 464,4 25 5.040 15.6 84.4 Nt 200 0.075 459.2 4602 1.0 1320 175 82.5 Hydrometer Analysis Tm 17 Ek.'pK . A&d HjWfnfr RjNidir,^ Tupnto'n K JWeg iM Cm S'V I™) P.'WtlSfr' Fwr 2 40.0000 17 315000 9.70 0.01417 0.0312 6658 66.68 5 785000 17 70.0000 930 0.01417 0.0194 6350 3550 15 365000 17 280000 10.70 0.01417 0.0117 5*9.27 59.27 30 755000 17 27.0000 1050 0.01417 0.0084 57.15 57.15 60 335000 17 25.0000 10.70 0.01417 0.0060 52.92 5232 250 295000 18 215000 11.40 0.01399 0.0050 4551 4551 1440 28.0000 17 175000 12.00 0.01417 0.0013 37.04 37.04 CteM £/ •____________ ________ AjMttreprf h :____________ _______inn-'/ •ivrrr. >Azr Preset Eitt Itr “usibility Stray Dengn Pioj. Client. Ministry o£ U'itet Resource Location Chulutfeta stream bank T.*Kt No EIP 16/06 Depth(rn Water works Design and Supervision Enterprise Laboratory Service Soli & Material Testing Section Sam. No 1 Sam. Type . Dv.tuibed T«tType : Hydrometer Dale . 15/39/96 50 Xw <4.«w + Opor^f'm) Re; jwfe) ReX.W® % R/*ss« fey NH0 2 557./ 557.7 0.0 0.000 0.0 1004) Afc 16 1.18 55X9 545.7 7.2 U.40O 14.4 35.5 No TO 0.6 575.7 555.7 19.0 53.040 52,4 475 No 50 05 488.2 500.0 11.3 25580 76.0 24.0 Nj 700 M.75 431.9 4852 53 6.620 825 17.4 No 200 0.075 4592 4595 0,4 0.360 855 155 &L Hydrometer Andysu 77 Tw Acbri Hjatxwrfr Ttofrsixrt *&■' ftytbvjwfir K TS5»T ......... .. ±^.. ,, ...... <7^ S'V (m) P.VlieiSVf Fw Gasfcs* 2 14.0000 17 55000 14.00 0.01489 0.0881 1123 77^5 5 14.0000 17 55000 14.00 0.01489 0.0241 1123 1128 15 14.0000 17 55000 14.00 0.01459 0.0139 1123 1123 50 14.0000 17 55000 14.00 0,01459 0.0098 11.28 1123 60 135000 17 50000 74.70 0.01458 0.0070 1026 1026 250 13.0000 18 50000 14.20 0.01421 0.0054 1026 1026 1440 12.0000 17 85000 1450 0.01489 0.0014 7.18 713 Gi Aiit Size bistiilarticn CuiYeJBG e. i a. 0 s> I 3 a. 100.000 90X00 80.000 70X00 60. COO 60X00 40.000 30.000 20.000 10X00 0.000 ‘JO 10 1 0.1 0.01 <*niin Size (mint 0 001 00. El J Gnwel $.MKl Si* CUy Ter: w? b •_____________________ CJwhc .*7_____________________ -4/^rV#vsr ,•______________ ________ ___Project: Erer Irr Feasibility Study Design F’foj. Client. Ministry of Water Resource Location Et*i aver bed u/s of die Dam Site T.Hl NoSIP-01/C6 Depth(m Waterworks Design and Supervision Enterprise Laboratory Service So/7 & Material testing Section barn. «g 1 Sam Type Sand Test Type . Dry Sieve Analysts Date . 13/0$/'06 Tested ?y : DM 1 Mosrtf Jwwfe) Wjxt t( aw + Reif -wife) -r '----------- Mxtf (*, [ ?" 75.0 0.0 0.0 0.0 0.000 0 100.0 r 50.0 0.0 0.0 0.0 0.000 0 1003 u it\ 373 12053 1205.5 03 0.0 0 1000 1/2" 19.0 1191.2 11912 0.0 0.0 0 1000 Nt 4 93 536.1 5913 5.0 0.7 1 993 4.75 593.4 $58.4 40.0 52 6 235 23$ 535.0 619.0 86.0 112 17 ______ 82.9 \ No 16 £ 551.1 591.1 40.0 5.2 22 'i Nt 50 1.18 5363 $38.9 150.0 19.6 ^2 58.11 Nt 50 03 515.7 770.7 254.0 531 75 zr.si IJf 100 03 488.2 6402 152.0 19.S 95 x?l Ns 200 0.15 481.9 5113 50.0 33 99 JJtj : N?7O> 0.075 459.2 464.2 5.0 0.7 99 q-4 0.0 5.0 5.0 0.7 100 {?.<•[ Grain Size Disfiitiiirlon CmveKS 100 0 90.0 80.0 70.0 60.0 50 0 40.0 30 0 1100 10 10: Gr.Wn size tinmi 0 001 oo 301 i i i___ Gi avd S^nd $» CUy J Ay :__________ c^ma ..___________ z /ty/WM? ?ynnvj nw wi,v.v; -I’tit. l’'WiW v rAstc rw7jev>r hvA project: Ewe In Feasibility Study Design Pioj Client: Ministry of Watti Resource L-c cation Tributary stream u/s of Dam Sit* TPit NoEIB-02/06 Depth(m To/ar’ wts Water Works Design and Supervision Enterprise Laboratory Service Soil i Material Testing Section Sam No I Sam. xYp’ Sand T«t Type Dxr Sieve Analysr Da» : 13/03/06 Tested By DM • ___ 2278 S&*' I M<£T o/\«W + fAaxssf Pircmisge Pereftl^' No ■T«*tiy i 0.01 Rz£ jc*' RzJtort? 00 00 s /c Rfteswd /" 7S.0 0.000 0 100.0 2" so.o aol 0.0 0.0 0.000 0 100.0 75" J7S 120SS- 0.0 0.0 0 100.0! 7/2" 77.0 ? 1191S 0.0 0.0 0 No 4 75 5?^.7: 602.1 17.0 0.S < Nr 8 4.75 632.4 34.0 2.6 J ^.Pi 2S6 jy&oi 337.0 7S4.0 10,3 14 N» 7^ XFf.ri 717.1 162.0 4.9 19 ^7-?! N» 70 IIS 574.^ 12139 680.0 20.7 40 Nt SO 0.6 1646.7 1170.0 S4S 74 25.0 No 100 OS 4&L?! 107S.2 237.0 17.9 92 3.1 No 200 MS 481.S>\ 697.9 216.0 6.6 99 IS No 200 0.07S 4S9.2 , 1 4362 27.0 OS 99 i).8 ad 21.0 21.0 0.6 100 tlO Gf Ain Size Di^uanfliui Cniv»)^S Onto :________________________ Afprwa :_________* iiuhj nvv’i WV? <|rj”rK JtCM MWriA ■ Mzr jrirw^r Zffa Project: Ere Itr Feasibility Study Design Proj CEent: Mswtiy of Water Resource Water Works Design and Supervision Enterprise Laboratory Service SoiJ& Mttertil 'Testing Section Sam. No 1 Sam. Type . Sand Location Ciracha Marko stream higher reach of the x«eiv?or Test type Dry Anahit) T.Ht NoErp-03/36 Dep6i(m Date 18/03/06 Tweed 3y D.M TvAs’ *rjtxr of ssKpi* 3 3254 Sitw No r Suw 75.0 Mjw fif Smfc) 0.0 Msss of saw f Rti jtijfy) 0.0 t! Kot. W 0,0 Prue/sgt (2^fK)t»£^vr % R/Ti-CTAC Prruntsgr ^=2 0.000 0 100.0 2* 50.0 0.0 0.0 0.0 0.000 0 100.0 15” 375 1203.5 12035 0.0 0.0 0 100.0 1/2" •* 19.0 1191.2 12042 17.0 0.4 .0 99.6 ?J 526.1 6051 17.0 05 < r 99.1 3 475 593.4 755.4 157.0 43 5 945 256 236 555.0 1067.0 5540 16.4 22 77.3 16 2 551.1 766.1 215.0 63 ?9 712 N»» .*<* 1.13 533.9 12053 665.0 20.4 49 50.3 0.6 515.7 1416.7 900.0 27,7 77 25.1 zw w 03 4332 10122 524.0 16.1 93 7.0 ZWiW 0.15 431.9 6759 154.0 4,7 93 25 0.075 459.2 5112 52.0 13 99 0.7 /*S7 0.0 25.0 25.0 0.7 100 0.0 61 alii Size WMl IlHfteon Cuiv=-J>S ................................... Afifrutvd :............*tttc jsxjh- -ifihni 'ZjPcr-. HtH MflltH- <^*7 wxc WX'K *ka Project: Client Location: Test Pit Depth (m): Tel. 251 -116-18 55 16/61 1501 16 61 53 71/61 08 99 eiibW w.wjU.etf1elecoiii.ne(.*rt Erer Irr Feasibility Study Design Proj .Ministry of Water Resource Tributary Hl warn u/s of Oatn Sib)(Right EIP 11/06 Waterworks Design and Supervision Enterprise Central Laboratory Service 5o//& MiterMTetting Section P.QBW 2561 Addis Ababa EiiyoH.) Sample No Sample type Disturbed Bank) 'lent lypir AJtorbnrg bruit Date: 17<C4j6 UQLHDAND PLASTIC LMT determinations DATA AND COMPUTATION SHEET Type of In.si 1.1. I.L 11. 1----- u Corteiiwr No. 1 2 3 .* hto. of Blows 34 28 22 16 VM of sair^te ♦ Tare wet 32.46C 35.520 34.383 | 38930 vu.of tarr^W t Twe d»y 28.190 30 300 29.250 I 32.380 VM uf w«ie< 4 270 5,220 5.139 6.610 Tore 16.340 16.340 16.SU0 j 16 790 Mx>1 dry so* 11.850 13.460 12 360 15.590 VMw CunteK % 36.034 38.762 41.533 i " 42 399 Type of lest PL PL Container No. A+ B+ VM.ot sstT0e r Twe wet 27.540 27.640 IM ,t4 sorrpte * Tere ary 25.900 26.050 Wt of wter 1 640 1.590 Twe 15.750 16 250 wtjtrt dry sot 10.160 9.800 Water content % 16.158 16.224 16.191 How curve 5 -----: 4 ------------- A x -jiruu ? 40.300 * 4G OX; * ssrxo = 33.300 2 36.000 £ 37.360 37.000 36.500 36.000 \ — ~\1 i j -- -------4 ____ s _ v L Ikunbei of Bio Liquid limit 39.37% Plastic limit 16.19% Plastic Index 23.18% Tested By Checked By Approved Sy__________Waterworks Design and ♦tttE JtCJH "Wlrtt Supervision Enterprise Central wiLf a mit-+ Laboratory Service MX6‘ hVA So// & Materia/ Tesr/ng Section Tel 261 -116*1865 16/51 4501 P.O.Box 2561 18-61 53 71/61 03 80 Addis Ababa e-inatl w.w.<t.s.e^<eie€oin.(iet.ei Propel : Erer Irr Feasibility Study Design Proj. Client: Ministry of Water Resource Location Neat the Darn axis on the light bank Test Pit : EIP-12/06 Depth(m): UQUD AND LMT DETERMNAT30KS DATA ANO COMPUTATION SHEET Etldoph Sample No Sample type: Disturbed Test type : Aitetbeig Limit Dale : 17/08/06 I Type of trsfst LI. U. U. l.l. ICtxtefor No. E G II iNo.ot Lfc-ws 34 F 28 22 16 ?VM .of sample i- Two vwjf 31 940 33.250 34.86(1 37 620 r/X/jl tatiito ♦ Tara Ury 26.890 27.830 20.730 30.410 •VA.OI water 5.050 5.420 6.120 7.210 iTanft 16200 16.390 15.970 16.150 jwtjuf dy so* 10.690 11.440 12.760 14.260 nW center* % 47.240 47 378 47 962 50.561 !Typ® of test Ft- PL iCofteberr*. GH CH >M.of J53fff4e * Ta»c w* 2? 950 27.940 VAz?l aenwaia ♦ Tare dry 25.480 25.430 •vMjoi w«er 2.470 2.510 :Ta»e 16110 16.070 iwtxM <*y so* 9.370 9.360 irVMer ccnlent % 26.361 26 816 26 588 Flow cui ve llumbei U Blows L Limit P. limit P Incimc 47.69% 26.59% 2.1.10% Tested By____________ Checked By___________ Approved Byrm n-^t- jwk *tttE JSCJH- "JfitiA.’E <U14tA Water Works Design and Supervision Enterprise Central Labojatory Service^ Soil & Material Testing Section Tel. 251 -116-18 5515/61 <5 01 P.O.Box 2561 16-61 5371/61 08 93 Addis Abate e-inail w.w.<l.s,e^tetecotruie1.et Project: Erer Irr Feasibility Study Design Proj. Client: Ministry of Water Resource Location : About 2 km do?m stream of ths Dam site Tost Pit EIP 13A3G Depth(m): LKXC- AND PLASTIC LIMIT DETERMINATIONS DATA AtO COMPUTATION SHEET EtHnpfa Sample No Sample type: Disturbed Test type . Atterberg Limit Date 17AB96 Typeattest LL i LL LL LL Caieiixrr Nc. 19 18 IB 29 No. of Blows 34 28 22 16 vMr/l ssrrple ■» Tare wot 35.570 35 OSO 34 100 34.710 V4.c4 ssrrpte * Tare dry 29.430 28 830 26 230 28 670 iiM.c-f waler 6.140 6.200 5.870 6.140 Tare 16.670 16.250 16.580 1G.6S0 wt o( dry so4 12.760 12.680 11.650 11.880 Water carter! % 48.119 49.285 50.386 51.684 Type attest FL : PL Cartel Ne. DE VM.of s*rple ♦ Tare wet 26.700 26.760 vM.crf sample * Tare dry 24.670 24.560 V4jD1 w«et 2.030 2.200 Tare 16.700 16.420 wtpf dry so! 7.970 8.130 26.471 27.0© 26 265 Fl0w am 10 TOG Umnlier <A □quid Limit 49.67% Plastic limit 26.27% Plastic Index 23.40 % Tested By Checked By Approved Byrm rtTT jw-yi ♦ttte $5 «: Tel 251-116-1655 16/61 45 01 16-61 53 71/51 06 98 e-mail w.w.iLs.^ teteconLnel.et Project; Erer ;rr Feasibility Study Design Proj. Water Works Design and Supervision Enterprise Central Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ed»iopta Sample Nc Client : Ministry of Water Resource Sample type Disturbed Location : Chululfeta stream top Test type : Atterberg Limit Test Pit E1P 14,06 Date 17/9803 Depth: L*XO ANO PLASl =C LMJT detepmwations DATA AND COMPUTATION SHEET lyoe attest LL LL LL LL Corxaner Na. No. of Bows 21 22 23 24 34 28 22 16 V'A.uf sample. ♦ Tare wvt 52.500 37.680 34.960 37.340 Wl Of sample * Tare dry 29.400 33 640 31.200 33.G80 WLot wder 3.100 4.040 3680 4.260 Two 16 ISO 16.640 16.300 16.620 yvtot dry set 13.210 17.109 14.980 16.460 Water curXofS % 23.467 23 626 24.668 25.&1 Tvpeefteat PL PL Cc<t«ner No. C D VAxjf sampte * Twe wt?t 27.030 26.990 Wt of sample * Twe dry 25.860 25 810 \M.of wtfer 1.170 1.160 Tw-fi 16 720 16.340 Wixit dry<cc 9.140 9.470 Waler carxcre % 12.801 12.460 12.631 Flow curve liquid Limit 24.26% Plastic limit 12,63% Plastic Index 11,63% Tested By_____________ Checked Ey Approved ByWater Works Design and *tttE JtE*+ 4«fcf A dTtHt-+ ZAX/T •^4; 2L Supervision Enterprise Central Laboratory Service /rF/t - Tel. 251-116-18 551 ami *5 01 16-61 53 71/61 06 98 e-iiui w.w.tLs .*£<eJe<oiiu»€t.et . Soji& Material Testing Section PO.Bcr 3561 Adcis ACata Eflwopca Project: Erer kr Feasibility Study Design Proj Client: Ministry of Wat er Resource Location : Chululfeta stream bank (left) Test Pit: EIP 15/06 Depth(m): UOJO AND PLASTIC LM7 DETERIORATIONS DATA AND COMFUTATION SHEET Sample No Sample type : Disturbed Test type . Aiterberg Linvt Date : 17.'O3/T6 of ted LL LL LL LL Coieiner No. 1 U 78 K No. of Blows 34 28 22 16 VM.of sample ♦ Tare wet 36.360 36.000 35.330 35.810 v*Z.ot *w^4e ♦ Tare dry 30 430 29.900 29.330 29.280 vM.cf water 5.930 6.100 6 000 6 530 Tare 16.850 16.540 16.680 16.430 wt.of cry sot 13 730 13.360 12.650 12.850 Wmer cordert % 43.033 45.659 47.431 50.S17 Type of ted PL PL Ccrterter No. AP BP Wt .of sarnie ♦ Tare wet 27.160 27.150 VM.ot sample ♦ Tare dry 25.050 25.160 vM.of wflter 2.110 1.990 Tare 16.200 16.760 wt.of ary sot 8.850 8.400 Water conert % 23.842 23.890 23.766 Flow curve Liquid limit 46 35% Plastic limit 2377% Plastic Index 22 58% Tested Checked Bv Approved By 6yfa } 1 *TTTU Hitt MLirHL iWH V~^j7~4 fAJLC Water Works Design and Supervision Enterprise Central Laboratory Service T ^sting Section Tsl 251. ne-13 55 16/61 4501 16-61 53 71/51 08 98 e nwii w.w.(Ls.e^4e1ecoinjw4.e( Project Erer Irr FeasibiMy Study Design Proj. Ciienl : Ministry of Wat er Resource Location : Chulufcta stream bank (left) Test Pit: EIP 16.06 Depth MQUC AND PLASTIC UMT DETERMMATWNS data and computation sheet PC 9o« 2561 Addis Ababa Etlrfopta Sample No Sample type : Disturbed Test type . Atterberg Limit Oate . 17AB436 Type of test LL LL LL u. Gxietier Ny 28 32 34 36 No. of Blows: 34 29 22 16 VMjgI sample * Tere wd 37.120 36.970 37.000 40.710 Wtx-1 sample ♦ Tare Ory 32.680 32.560 32.470 35.160 ^Mx;f water 4.460 4410 4.530 5.550 Tere 16150 16.390 16 400 16.740 wl ct ay soil 16 510 16.170 16070 13.420 Water content % 27.014 27.273 29.189 30.130 Type or t«4 PL PL Container No 10 11 V4x?1 sample ♦ Tare wet 26.440 26 930 VMjgI swipk* * Tare dry 25.240 25 720 VM.Of water 1.200 1.210 Tare 16 390 16810 wt d ary soil 8.850 8910 Waler content % 13.559 13.580 13.570 Flew cove Liquid Limit 27 99% Plastic limit 13.57% Plastic Index 14.42% levied By______ Checked Approved By By Annex 7 Clay Borrow area 1 and 2 Index PropertiesSummary of Test Result Parameters EB2-TR-01 (P-2) (2.0m) EB2-TR-01 (P-1) Sample No-2 (0.10-3.Om) EB2-TR-02 (P-1) Sample No-2 (0.20-4.0m) EB2-TR-02 (P-2) Sample No-1 (2.50-3.0m) EB2-TR-03 (P-2) Sample No-I (1.50-2.0m) EB2-TR-03 (P-l) Sample No-2 (0,20-3.50m) z——— Grain Size Analysis Clay % Silt % 25.00 23.68 51 32 17.00 21.03 61.97 29.90 30.00 40.10 - 20.00 16.41 63.59 22.00 23.13 54.87 bana /o Atterberg Limit LL% P.L% 44.23 22.39 21.84 45.77 24.29 21.48 36.64 14.72 21.92 34.92 17.97 16.95 PI % Standard Proctor MDD gm/cc 38.97 18.45 70 52 38.42 18.14 20.28 1.780 16.50 1.768 16.80 - a 1.823 15.30 OMC % Shrinkage Limit % • 12.0 13.0 11.0 Free Swell % TTo - • 58.0 40.0 • Specific gravity - 2.63 2.61 2.64Summary of Test Result Parameters EB2-TR-4 (P-1) Sample No-2 (0.20-2.50m) EB2-TR-4 (P-2) Sample No-1 (1.50m) EB2-TR-5 (P-2) Sample No-1 (2.0-2.50m) EB2-TR-5 (P-2) Sample No-2 (0.50-4.0m) EB2-TR-6 (P-2) Sample No-1 (1.50m) EB2-TR-6 (P-1) Sample No-2 (0.20-2.50m) EB2-TR-7 (P-1) Sample No-1 (0.50-3.0m) Grain Size Analysis Clay % Silt % Sand % 20.00 16.66 63.34 - - - - - - - - 22.00 23.29 54.71 25.00 24.30 50.70 Aiterberg Limit L.L % P.L % P.l % 39 89 20.09 19.80 48.90 19.72 29.18 45.20 18.47 26.73 37.76 18.17 19.59 34.36 14.19 20.17 33.00 18.72 14.28 37.50 16.93 20.57 Standard Proctor MDD gm/cc OMC % 1.812 15.00 - ii - - - 1.786 16.30 1.810 14.80 Shrinkage Limit % 14.0 • • • • 16.0 12.0 Free Swell % - 40.0 52.0 50.0 60.0 • - Specific gravity 2.65 • • 2.62 2.67nun ww •uttc w.H rniw. «7tT7(¥V JTAZt* r*irxe^»r Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Project: Cheat : Location . Etex Ixr Vkibihr/ Study Dsign Proper Ministry of Water R-scuxre T.Pit Nc. EB2-TR-01 Depth(m): 10 Simple No Sam Type Lhstuoed Twt Type Hydrometer Do 23/11/06 Tftsi 9fSC gf x 50 law b* law Mosrf Mszefsm + K* josfo) Afo <4 i P«e RXWit« XjisaJ r S A/t=a<c P^^Z Niro 2 55/ 551.0 04>\ 0.000 0.0 100.0 1.18 558.9 542.1 57 6340 63 937 N>W 0.6 516.7 523.1 6.4 12360 192 80.3 Ni-fO 03 488.2 494.6 6.4 12.800 52.0 68J0 N» roo 0.75 481.9 4877 53 11460 437 563 Ko 200 0.075 459.2 463.0 5.8 7450 513 437 __________ 0.0 0.0 0.0 0.000 0.0 0.0 Hydrometer Aiudyro S^t^u Greritf if. 2.63 Ttg 21 E/-u^ Taw Altai i^dr^rtfUr P*3or> TiKbrcta» HjTraHt* KawSwy Ej&Ubv 0^3 1°*) A Gram f-WT? PlT.Sl±&t Fw 2 24.0000 21 175000 12.40 0.01348 0.0336 36.15 5 23.0000 21 165000 1250 0.01343 0.0213 34.09 15 22.0000 21 155000 1270 0.01543 0.0124 5202 30 22.0000 21 155000 12.70 M1J44 0.0088 32.02 60 20.0000 22 14.0000 UM <701372 0.0062 23.92 250 18.0000 24 15.0000 1JJ0 0.01701 0.0050 26.86 1440 17.0000 21 1G5000 1350 0.01543 00013 2139 Gi-dn $Ue IMeotHMUn Cm ve^$ Giaui Size Gievel SjihI sa CUy T«^ fy :___________________________ CMbd >y :_______________________ AyG iwi rA.9 F wv; •kriT. V’Wrfc, MCHiH* 1 rM<7 •rviK-t') ,' ffVA Water Works Design and Supervision Enterprise Laboratory Service i Soil & Material Testing Section Project: Etei Irr Vhibwty Study Dsign Pxoject Sample No 2. Client: Minkixy c£ Watet Resource Sam. Type : Disturbed Lccibon : Resecvior EB2-TR-01(P-l) 0.10-3.0 Test Type : Jfydzomittt T.Rt No. Date 27/11/06 Depth(m): 5m» Mr 57w* A-fjx* </ ww + Max </ Rm jw? fa) PirMsiagf RmMW' P<vr«/dR^ 7a PufaZBA Pxtz®^ No 10 7 551 — 5JT.0 *♦ o.o 0.000 0.0 100.0 We Jo 1.18 538.9 546.6 7.7 11.014 11.0 89.0 Ne JO 0.6 716.7 552.1 15.4 21.986 5J.0 S7.0 Mr/0 03 4882 499.9 11.7 16.757 495 502 t&IOQ 0.15 431.9 487.9 6.0 8571 583 415 No 200 0.075 459.2 451.8 2.6 3.645 620 580 fan 0.0 0.0 0.0 0.000 0.0 0.0 Hydrometer Analysis Spfafe Gtaffy fif. 2.63 Titrf <£g.c 2/ EisfMa ... Taw f S»m) ’ Ad^l iysvemti.y ifr^rsixTf CyrrfdrJ HjJHstfUr EfitUve Dfth (atj Co^ccmS K Gr^ Ptruntigr far C«»5?a3i« 2 27.0000 21 205000 11.90 0.01348 0.6329 3052 5 260000 21 195000 12.00 0.01348 0.0209 29.05 15 24.0000 21 175000 12.40 0.01548 0.0123 26.05 30 22 0000 21 155000 12.70 0.01348 0.0088 2308 60 21.0000 22 150000 12.90 0.01372 0.0062 2237 250 175000 23 12.0000 13.40 0.01317 0.0050 17.87 1440 16.0000 21 9.5000 13.70 0.01748 0.0013 1454 Gram Size DtotrfeiAion Cur veJBS T«W^» .•__________________________ C/mJuJ fy:___________________ 1?:______________________________________________________ ____Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section C'ntni Location. Em In Vis-bility Study D«gn Ptojert L5n»try of Verter R^ovtce Rmrrlox T.Ht No. EE2-TR-02(?-l} Dtp£i(m) ■ 0 2C-4.G Simple No 2 Sara Type : Desmdbed T«*t Typ« - Hydtorn«Ui D* : 28711/C4 TcXa'annr rf _ 50 Sim Nt Sin* £>/**•&**> Mass^ _ A-Lic cfjuw ~ ________ M&tf RfLjffirfe} ___ O-^nbrr firtawd H Prcv3a*r Pd^szy hfc 10 2 551 5513) 0.0 0.000 05) 100.0 N4 15 1.1 S 532.9 5415 22 4.420 4.4 955 UcJO 0£ 516.7 5252 65 16.920 213 76.7 XfofC G.3 463.2 4922 4.5 9,120 305 695 100 0.15 461.9 4545 2£ 5.100 35£ 54.4 M200 0.075 459.2 461.4 22 4.460 40.1 59.9 tar. 05 0.0 0.0 0.000 03) 0.0 2£3 Ehpjfd Tm (m) A&&' ijdraKft* Rtair^ CvrrKitd EjfcH* Djti (aft) £ Gran Sift fart) Fw Gxr&stfd 2 51.0000 21 245000 1120 03)1369 0.0324 50.9$ 5 30.0000 21 235000 11.40 0.01369 03)207 46S5 15 26.0000 21 215000 11.70 0.01359 0.0121 44.72 30 27.0000 21 205000 11.90 0.01359 03)03$ 42.64 60 255000 22 195000 12.10 0.01353 0.0061 4056 250 20.0000 23 145000 13.00 0.01337 03)030 30.16 1440 20.0000 21 135000 13.00 0.01369 0.0013 26.02 Gtain Size MrtilxMioo Cwve^BS | Grain Sizt mm) 1 Gtayel Sand sa Clay T«W ;__________________________ fy: AfOrrwd ij:_•utit. M.H V'WrH (YllY'liV-1- Water Works Design and Supervision Enterprise Laboratory Service So/7 & Material Testing Section Psojcrt. Em In Visibility Study Deign Project Sample No 1 Client: Ministry of Water Resource Sam. Type : Disturbed Location . Bmervior EB2-TR-03(R2) 1.50-20 Test Type . Hydmmeter TRr.No, Depth(m) Date 28/11/06 TtU: mas % 70 5w Ns Jimr ^<*^**; tfintf 5i^vfa) Mwfjjnv 4 Rd ~wifa) Mas vj Re* Jf* fa) Prrunhff R/tos*/ C^mdatirt T'Rdtt P<r<<rj/^je P-omj N< 10 2 551 551.0 0.0 0.000 0.0 100.0 Nc 16 1.18 538.9 54*9 6.0 8586 8.6 91.4 Nt SO 0.6 /fd,7 531.4 1*7 21.014 >29.6 70.4 Nt 50 05 *99.6 11.4 16.514 ■45.9 - 54.1 Nc 100 I 0.15 *31.9 *39.6 7.7 10.971 Ni 200 | ' 0.075 *59.2 463.9 *7 6.700 56.9 63.6 *3.1 36.4 /‘4W ________ 0.0 0.0 0.0 0.000 0.0 0.0 Hydrometer Analysis Tfogfc Grmfr «/., 269 Tmt Ttmf*rsl*rf, eq.c 21 ESsfcW Tew (**») Ad>2 -ij&fmrt* RajVc^ Ttr^rshtti Ctrrt&i tz. <Wy>W^. EjfcOm (”) C.btiam Grzx K Sfaf (***) PfKgUs^f Fswr Cwnibou2 2 28.0000 21\ 2/JtW 11.70 0,01328 00321 3134 5 265000 21 20.0000 11.90 0.01528 0.0205 29.15 15 0.01528\ 0.0120 50 25.0000 2*5000 21 21 185000 18.0000 12.20 1250 0.01528\ 0.0085 26.97 2624 60 2S.0CW 22 17.0000 1250 0.01512 0.0060 2*78 250 20.0000 25 1*5000 15.00 Qt01297\ 0.0030 21.14 1440 j 19.0000 21 125000 1320 <W«| O.OC1J 1832 <*w Size Di^rOwveAS CbftkjM fy;___________________ A/frvn* fy ■______________________________________ _n»t«/ ,w.v; •h‘r*rr. vw.-fa iiMiiM Mzr rvxear Project • Client: Stet ire VifibiEty Study Dsign Project Ministry of Water Hrecmrce Location: Heettvior Left T.Rt. No EB2-TR- Depthjn): C 211-3 50 Water works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Simple No Sam Type • D^turbed Test Type HydromrtPi Date 24/11/05 Tfifcl ?f SaSX&. • 70 __ --------- -------------- Np 10 Nt J.vs* MdUtf : ?Zss? y .rww + Twyri1 Rrf Max tf RfL soii ft) 2 5511 551.G- 0.0 0.000 O.G 106.0 Nt 16 LM 553.9' 542.6 5.7 5271 55 >V7 Nt 50 0.6 516.7 526.7 10.0 U256 !9jb A*.4 Nfio 05 48S.2 4695 11.6 16500 56.1 £?.:» W» 700 0.75 4S1.9 4915 9.4 15.5*6 49.4 50.5 Nt 200 0.075 459.2 465.0 5.4 S.42* 54.* 45.1 0.0 0.0 0.0 0.000 0.0 00 Hydrometer Analysis Crwg> ef. 2.64 Te? 77 Eizpri T 7tw i^r 2rcrr^er fares) T.K&t* tr^JfCktr/. Ccrrfttei E$*6sv C i. T; Hjtfawrtr i D*4* (c?0 .vJEjw.’ X Gns» fj»v) Ecuy CwFirewa ? 50.0000 21 \ 255006 11.40 0.0522 54.95 5 29.0000 21 225000 1150 0.0154* 0.0204 55.44 ?T 27.0000 21 205000 11.90 0.0154* 0.0120 50.47 50 260000 21 19.5006 12.00 0.01546 0.00*5 23*9 60 24.0000 22 13.0006 12.40 0.015*2 0.0061 26.76 250 215006 25 16.0006 i 12*0 0.0151? 0.0030 25.7* | 7<M 20.0000 21 155000 i 15.00 0.0154* 0.0013 2007 <Uain Size PtsUilMKVMi Cwve.BS Tw/*^ 1/ -•______________________ CMWfy:.___________________«HTTi; enoiiH' Mzc te* Project: Ewr Itr VmbiEty Study Deign Project Cient. Ixicafion • R*$eraoi T.Rl No. EB2-TR-64(?-l) Depth(in): 0.2G-150 of Water Rmouks Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Simple No Sam. Type Disturbed Test Type • Hydrometer Due . 24/11/C5 ow to M<u? t R/2 -JCWJx) v—/ <Y ^.v fc R<* -vaf Ttr f' rzi-:^ /?) • < iU'enc Pattis Pxrxrr? ITf 10 to it 2 ao 10$ i.ie 33S.P 331.0 330.0 00 11.1 acw f«f4 73.4 34 ttoJC 6.6 373.7 3773 20.6 29336 432 74 <*& 36 63 ms. 2 4?eJ 7.9 11,729 363 47 to 10G 4ft $ 77 to 206 0.13 0.073 *$1.9 4^.2 4J7.0 466.9 7.1 1.7 4400 2.414 673 36.7 00 6.0 0.0 0.000 0.0 J. Hydrometer Analysis Grcxf? cf. 2.67 2 T<ff^NryA<F^ Zgv 2T Et*p&2 Tew fam) Acted K.^ r«*^tfawr« *8‘ C<*v*&2 Xiwr§ Efatav Dpi* Ci^wnesr K C>fi=r 5^ /mm) psran.^* ?«.•»• CcBH&S* 2 273000 2 * 21.0000 n.so A(?7/44 0.0327 310 c 27.0000 21 2GJ0G0 11.90 0.01747 0.0203 702 V 30 26.0000 24.0000 21 21 19JOGO 173060 12.00 12.40 0.01747 0.01743 0.0121 0.0037 2431 23.4 60 23.0060 22 17.0000 1230 0.01732 0.0061 23.1 270 20.0000 27 14.7000 13.00 0.01317 0.0030 21.4. 1440 <$7iW 21 12.0000 17J0 0.01J4S 0.0013 17.7 Gi wi Size Di»,u ilmtivn Ciwv*.6S 5 il 0- 1 [13 GO 93.00 GO 00 70.00 60.00 50.00 40 00 30 00 20.00 10.00 0.00 TisAm? _________ ________________ CfarM >f : _______________ ________________* ii«h nvvn ww •irrrC ur.M n/iWi Project: Clitflt. Location Ev»i Itr Study D»»gn Project Mmiitry or Water Resource Reseiviot T.PSt No. EB2-TR-36(P-1) DePth(m) : 0 2O-2J0 Waterworks Design and Supervision Enterprise Laboratory Service So// & Marerljl Testing Section Sample No Sam. Type : Disturbed T*»t Type Hydrometer Date 24/11/36 5mr Sin* N* i'.^rnr-^-srsr ?Zka ►/ Max i'Jetn* 4 Ke/ -«&) IAsjs <•/ Pntn-j^t •S-oX^r R/ttfws ’•$ F.ftas^ Jxzxr? M 10 * 55/ 55/.(5 100.0 Iff 550 545.7 0.(5 v.5 ftiW 0.(5 £557 95 *03 Afr 20 0,6 575.7: 5265 fZ2 J7.4Z? 275 72 9 Afc5£ OS 4S&.2\ 497.fi 2.4 13.437 405 595 fcfr 100 GAS 2557 42.4 50.5 Nf2W 0.075 48t.9l 433A 459.21 462.9 6.2 3.7 5514 54.7 4X5 pen aol 0.0 0.0 0.000 0.0 0.0 Hydrometer Analysis Sptixfa Crari^ fif. ?52 Jiuipsd 2/ 7W fain) Y/"> "••►'•' RazYv?? Carral Jripdrwrt*:* R*jfa> D$3> for) A Gren -•V fatSf) Gssrw*/ 2 5Z5(W 2/ 26.0000 11.06 (?.0/5d? 0.0K1 fS.3,' 3 21 22.5000 1150 0.01369 0.0203 >V.-W 15 2*.tXW Q.G1369 0.C-1X S’.X 30 254W0 21 21.5006 21 195000 11.76 12.00 0.01369 00037 29.00 60 24.0000 22 13.0600 12.40 0.01357 00062 Z5.77 250 21.500G 2s 16.0600 12.30 0.01337 00030 2J.30 1440 2G.QOOG 21 135000 13.00 0.01369 0.001~ r-j.iv Gi Ain Six* OioitUMitioH CuiwJtS Tel'*' y :____________________ Crxtfadfy •__________________ - V/A-' i»aws’ S ______________|]in ! A Zy ■Iri-IT. .Ql’./rl- fWR rAzr mbH* Water Works Design and Supervision Enterprise Laboratory Service <~YFJ 'M7z Soil & Materia! Testing Section : Etec Itx Vtsjbikty Study Dsxon Project Simple No 1 Chent. Mbafttiy of Staler Ro&ootzv ^<>m Jype : Ditmbed location: Rssexviot Test Type Hycxometer T.Rt.No. EB2-TK-07(P4) Date 28/11/65 Depth (tn). 0.56-3.0 Tfiaimaxr of J 3G Sif*' Nfc Stw Mass <f — Rsf -vsfe) Kloss rf F.tf. sk>2 faEjssmrJ rin— frtrr 54 Ezr^v PiTiKSttf j PfiXSTf : Nr f<? 2 55/ 55/.0 0.000 0.0 7ftX0i fcfc 76 1.1S 5J.7.P 54 M 22 4300 43 93.7\ rw ?c 0.6 5/0.7 792 *0.*\ 2&S0 03 43S.2 3242 495.7 73 73 14320 13.060 3*3 SS.7\ ITp 100 0.13 431.9 4*3.2 63 12.640 46.9 33.i\ 3<o2OG 0.073 439.2 461.1 1.9 3.7*0 303 4931 ££ _________j Hydrometer Analysis (Swear ZJ7 Tctf Ta^r^rf. ?7 E/afivc Tiftre fmm) Attod Kto'.&g Tepaba. Ctrtxix: Hjorsmite EjCrJtov Dipt* (**) K Si^f .4wr,» Emsr C&ftfasM : 2 5 233000 24.0000 21 21 19.0000 173000 12.10 12.40 0.0134* 0.013** 0.0332 0.0212 ~wi 5570! 13 23.0000 21 163000 1230 0.0134* 0.0123 54-40 i 30 22.0000 21 133060 12.70 0.0134* 0.003* ZZ5?i 60 21.0000 22 13.0000 12.90 0.01332 0.0062 57.45: 230 19.0000 23 133000 1320 001317 0.0030 1440 17.0000 21 103000 1330 0.0/34* 0.0013 22.02] Giain Size IHtAiUnflk'n CiaveJJS Gialu Size >un) 0* AVW1 S*ut CMy Tivfaf )> ;_______________________ Cbrtkri :___________________ sfypvtvJ >J».___________________________________yw] | %aC AF YNA q£___ RDRJT §B%dH xgLG CT yxf R M HNDSA KFL 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@telecom.net.et Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Waler Resource Location : Reservior Test Pit: EB2-TR-01 Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P O Box 2561 Addis Ababa Ethiopia Sample No 1 Sample type : Disturbed Test type : Atterberg Limit Date : 20/11/06 Depth(m): 2.0 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Type of test LL LL LL LL Corteiner No. A’ B’ C’ D' No. of Blows 34 28 22 16 \M.of sample ♦ Tare wet 33.870 35.090 35.560 37.340 \M.of sample ♦ Tare dry 28.900 29.900 30.060 31.260 \M.of water 4 970 5.190 5.500 6.080 Tare 15.800 16.290 16.230 16.290 wt.of dry soil 13.100 13.610 13.830 14.970 Water content % 37.94 38.13 39.77 40.61 Type of test PL PL Corteiner No. 60 70 Wt.of sample ♦ Tare wet 29.740 29.700 Wt.of sample ♦ Tare dry 27.650 27.630 Wt.of water 2.090 2.070 Tare 16.320 16.410 wt.of dry soil 11.330 11.220 Water content % 18.447 18.449 18.45 Flow curve Results Liquid Limit 38.97% Plastic limit 18,45% Plastic Index 20.52% Tested By ______________________ Checked By_______________________ Approved Byyw| | %aC A? YNA q£__R DRJ T §B%eU xgLGCJ yxf R MWDSA KFL 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@telecom.net.et Project : Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB2-TR-01(P-1) Depth(m) : 0.10-3.0 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P O.Box 2561 Addis Ababa Ethiopia Sample No 1 Sample type : Disturbed Test type : Atterberg Limit Date : 27/11/06 Type of test LL LL LL LL Corteiner No. A B 5 20 No. of Blows 34 28 22 16 Wt.of sample + Tare wet 37.370 36.200 37.130 37.670 Wt.of sample + Tare dry 31.720 30.780 31.300 31.500 Wt.of water 5.650 5.420 5.830 6.170 Tare 16.430 16.430 16.610 16.060 wt.of dry soil 15.290 14.350 14.690 15.440 Water content % 36.95 37.77 39.69 39.96 Type of test PL PL Conteiner No. AH BH Wt.of sample + Tare wet 28.230 28.070 \M.of sample + Tare dry 26.420 26.350 Wt.of water 1.810 1.720 Tare 16.510 16.800 wt.of dry soil 9.910 9.550 Water content % 18.264 18.010 18.14 Flow curve Results Liquid Limit Plastic limit 38,42% 18.14% Plastic Index 20,28% Tested By Checked Byf' Approved Byywj |%aCAFYNAq$______ RDRJT' §B%eU xgLQ (J yxf R MHNDSA KFL 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@telecom.net.et Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB2-TR-02(P-2) Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section PXJ.Box 2561 Addis Ababa Ethiopia Sample No 1 Sample type : Disturbed Test type : Atterberg Limit Date : 14/11 /06 Depth(m): 2.50-3.0 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Type of test LL LL LL LL Conteiner No. G’ H’ I J No. of Blows 34 28 22 16 \M.of sample ♦ Tare wet 33.690 34.970 34.180 38 040 Wt.of sample ♦ Tare dry 28.480 29.300 28.570 30.820 Wt.of water 5.210 5.670 5.610 7.220 Tare 16.750 16.700 16.360 15.950 wt.of dry soil 11.730 12.600 12.210 14.870 Water content % 44.42 45.00 45.95 48.55 Type of test PL PL Conteiner No. 0 1 \M.of sample + Tare wet 32.850 32.190 Wt.of sample + Tare dry 29.740 29.110 Wtof water 3.110 3.080 Tare 17.060 16.300 wt of dry soil 12.680 12.810 Water content % 24.527 24.044 24.29 Flow curve Results Liquid Limit 45,77% Plastic limit 24.29% Plastic Index 21.48% Tested By _________________________ Checked By Approved Byyw] [ %aC AFYNA q$R DRJ T §B%eU xgLG <J yxf R MHNDSA KFL Tel. 251 - 116- 18 55 16/61 45 01 Fax. 251 - 116-61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.net.et Water Works'Design and hr. Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Project: Client : Location : Test Pit : Erer Gololcha In Visibility Study Design Project Ministry of Water Resource Reservior EB2-TP-02(P-1) Sample No 2 Sample type : Disturbed Test type : Atterberg Limit Date : 21/11/06 Depth(m): 0.20-4.0 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Type of test LL LL LL LL Corteiner No. 5A 6A 7A 8A No. of Blows 34 28 22 16 VW.of sample ♦ Tare wet 36.120 35.610 37.010 37.280 VW.of sample ♦ Tare dry 30.040 29.800 30.730 30.820 VW.of water 6.080 5.810 6.280 6.460 Tare 15.940 16.580 16.660 16.710 wt.of dry soil 14.100 13.220 14.070 14.110 Water content % 43.12 43.95 44.63 45.78 Type of test PL PL Conteiner No. 60 70 VW.of sample ♦ Tare wet 29.160 29.320 VW.of sample * Tare dry 26.800 26.970 VW.of water 2.360 2.350 Tare 16.320 16.410 wt.of dry soil 10.480 10.560 Water content % 22.519 22.254 22.39 Flow curve Results Liquid Limit Plastic limit Plastic Index 44.23% 22.39% 21.84% Tested By Checked By Approved Byywj |%aCAFYNAq$_____ RDFflT §B%eu xg^a ar yx/RJWRWDSA KFL Tel. 251 - 116-16 55 16/61 45 01 Fax 251 - 116 - 61 53 71/61 08 98 Location : Reservior(Left) Test Pit: EB2-TR-03(P-2) Depth(m): 1.50-2.0 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET ::x e-mail w.w.d.s.e@telecom.net.et Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section PO.Box 2561 Addis Ababa Ethiopia Sample No 1 Sample type : Disturbed Test type : Atterberg Limit Date : 22/11/06 Type of lest LL LL LL LL Conteiner No 1B 2B 3B 4B No. of Blows 34 28 22 16 Wt.of sample ♦ Tare wet 36.600 36.260 37.800 36.060 Wt.of sample + Tare dry 31.440 30.840 32.000 30.530 Wt.of water 5.160 5.420 5.800 5.530 Tare 16.740 15.950 16.360 16.250 wt.of dry soil 14.700 14.890 15.640 14.280 Water content % 35.10 36.40 37.08 38.73 Type of test PL PL Conteiner No. DE ZE Wt.of sample ♦ Tare wet 26.930 26.940 Wt.of sample ♦ Tare dry 25.550 25.640 Wt.of water 1.380 1.300 Tare 16.320 16.670 wt.of dry soil 9.230 8.970 Water contert % 14.951 14.493 14.72 Flow curve Results Liquid Limit Plastic limit Plastic Index 36.64% 14,72% 21.92% Tested By Checked By Approved Byyw] I %aC AFYNA q$_'_R DRJT §B%eU xgLG CT yxf R M HND SA KFL Tel. 251 - 116 - 18 55 16/61 45 01 Fax. 251 -116-61 5371/61 08 98 Location : Reservior(Left) Test Pit: EB2-TR-03(P-1) Depth(m): 0.20-3.50 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET e-mail w.w.d.s.e@telecom.netet Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Water Works Design and Supervision Enterprise Laboratory Service Soil & Materia/ Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 2 Sample type : Disturbed Test type : Atterberg Limit Date : 27/11/06 Type of test LL LL LL LL Conteiner No. L2 L7 K10 G6 No. of Bbws 34 28 22 16 Wt.of sample ♦ Tare wet 34.930 37.160 37.200 36.330 Wt.of sample ♦ Tare dry 30.310 31.910 31.750 30.910 Wt.of water 4.620 5.250 5.450 5.420 Tare 16.510 16.620 16.370 16.380 wt.of dry soil 13.800 15 290 15.380 14.530 Water cortert % 33.48 34.34 35.44 37.30 Type of test PL PL Conteiner No. LO LA V\rt.of sample ♦ Tare wet 28.470 28.610 Wt.of sample * Tare dry 26.670 26.680 Wt.of water 1.800 1.930 Tare 16.640 15.950 wtof dry soil 10.030 10.730 Water contert % 17.946 17.987 17.97 Flow curve Results Liquid Limit Plastic limit Plastic Index 34.92% 17,97% 16.95%ywj | %a C AF YNA q$ _RDRJT §B%eU xgLG (J yxf R MHND SA KF L x-3 Tel 251 - 116- 18 55 16/61 45 01 Fax. 251 - 116 - 61 53 71/61 08 98 e-mail w.w.d.s.c@telecom.nct.et Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior(Left) Test Pit: EB2-TR-04(P-2) Depth(m): 1.50 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 1 Sample type : Disturbed Test type : Atterberg Limit Date : 13/11/06 Type of test LL LL LL LL Conteiner No. 1 2 4 5’ No. of Blows 34 28 22 16 Wt.of sample + Tare wet 36.290 33.380 33.100 35.980 Wt.of sample ♦ Tare dry 29.890 27.840 27.650 29.510 Wt.of water 6.400 5.540 5.450 6.470 Tare 16.640 16.390 16.630 16.530 wt.of dry soil 13.250 11.450 11.020 12.980 Water content % 48.30 48.38 49.46 49 85 Type of test PL PL Conteiner No. C D Wt.of sample ♦ Tare wet 27.030 27 040 Wt.of sample + Tare dry 25.260 25.320 Wt.of water 1.770 1.720 Tare 16.460 16.420 wt.of dry soil 8.800 8.900 Water cortent % 20.114 19.326 19.72 Flow curve Results Liquid Limit Plastic limit Plastic Index 48,90% 19.72% 29.18% Tested By Checked By Approved Byyw] |%aCAPYNAq£ _RDRJT §B%6U xgLQCT yxfRMHNDSA KFL Tel. 251 -116- 18 55 16/61 45 01 Fax. 251 - 116 - 61 53 71/61 08 98 e-mall w.w.d.s.e@telecom.netet Project: Erer Gololcha I it Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB2-TR-04(P-1) Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Addis Ababa Ethiopia Sample No 2 Sample type : Disturbed Test type : Atterberg Limit Date : 27/11/06 Depth(m): 0.20-2.50 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Type of test LL LL LL LL Conteiner No. DE ZE TU W-10 No. of Blows 34 28 22 16 Wt.of sample ♦ Tare wet 35.990 35.490 36.170 34.490 Wt.of sample ♦ Tare dry 30.570 30.100 30.490 29.160 Wt.of water 5.420 5.390 5.680 5.330 Tare 16.310 16.670 16.390 16.410 wt.of dry soil 14.260 13.430 14.100 12.750 Water content % 38.01 40.13 40.28 41.80 Type of test PL PL Conteiner No. CH EH Wt.of sample ♦ Tare wet 27.990 27.050 Wt.of sample ♦ Tare dry 26.010 25.300 Wt of water 1.980 1.750 Tare 16.550 16.210 wt.of dry soil 9.460 9.090 Water content % 20.930 19.252 20.09 Flow curve Results Liquid Limit Plastic limit Plastic Index 39.89% 20.09% 19.80% Approved Byywj | %3C AFYMq£__R DRJT §B%61T xgua a yxf R MHNDSA KFL 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@telecom.net.et Project: Client: Erer Gololcha Irr Visibility Study Design Project Ministry of Water Resource Location : Reservior(Left) Test Pit: EB2-TR-05(P-1) Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 1 Sample type : Disturbed Test type : Atterberg Limit Date : 14/11/06 Depth(m): 0.20-2.50 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Type of test LL LL LL LL Container No. TT KK JJ uu No. of Blows 34 28 22 16 Wt.of sample ♦ Tare wet 34.220 32.450 33.890 34.770 Wt.of sample ♦ Tare dry 28.610 27.610 28.410 28.820 Wt.of water 5.610 4.840 5.480 5.950 Tare 15.950 16.730 16.460 16.090 wt.of dry soil 12.660 10.880 11.950 12.730 Water cortent % 44.31 44.49 45.86 46.74 Type of test PL PL Corteiner No. A B Wt.of sample * Tare wet 28.080 28.080 Wt.of sample ♦ Tare dry 26.280 26.230 Wt.of water 1.800 1.850 Tare 16.370 16.380 wt.of dry soil 9.910 9.850 Water cortert % 18.163 18.782 18.47 Flow curve Results — Liquid Limit 45.20% Plastic limit 18,47% Plastic Index 26.73% — L— 10 Tested By Checked By Approved By 25 100yw{ | %aC APYNAql_____RDRJT §B%eH xgLQ CT yx f R MHNDSA KFL Tel. 251 - 116- 18 55 16/61 45 01 Fax 251 -116-61 53 71/61 03 98 Location : Reservior Test Pit: EB2-TR-05 Depth(m) : 0.50-4.0 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET e-mail w.w.d.s.e@telecom.netet Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Water Works Design and Supervision Enterprise Laboratory Service Soil & Material testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 1 Sample type : Disturbed Test type : Atterberg Limit Date : 06/12/06 Type of test LL LL LL LL Corteiner No. AA BB CC DC No. of Blows 34 28 22 16 \M.of sample + Tare wet 34.630 35.780 36.370 38.360 \M.of sample + Tare dry 29.880 30.450 30.730 32.030 W.of water 4.750 5.330 5.640 6.330 Tare 16.640 16.220 16.160 16.150 wt.of dry soil 13.240 14.230 14.570 15.880 Water content % 35.88 37.46 38.71 39.86 Type of test PL PL Corteiner No. 3B 60A \M.of sample ♦ Tare wet 27.390 27.040 \M.of sample ♦ Tare dry 25.700 25.360 Wt.of water 1.690 1.680 Tare 16.090 16.400 wt.of dry soil 9.610 8.960 Water content % 17.586 18 750 18.17 Flow curve Results Liquid Limit Plastic limit Plastic Index 37.76% 18.17% 19.59% Tested By Checked By_______________ Approved Byywl I’/oaCAFYmql _RDRJT §b%6u x^.a a .. yxfRMWDSAKFL Tel. 251 - 116 - 18 55 16/61 45 01 Fax. 251 - 116-61 5371/61 08 98 e-mail w.w.d.s.e@telecom.netet Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB2-7R-06(P-2) Depth(m): 1.50 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 1 Sample type: Disturbed Test type : Atterberg Limit Date : 14/11/06 Type of test LL LL LL LL Corteiner No. A+ B+ C+ D+ No. of Blows 34 28 22 16 Wt.of sample ♦ Tare wet 34.070 35.830 35.860 34.520 Wt.of sample ♦ Tare dry 29.680 31.040 30.800 29.710 Wt.of water 4.390 4.790 5.060 4.810 Tare 16.660 16.980 16.160 16.150 wt.of dry soil 13.020 14.060 14.640 13.560 Water cortert % 33.72 34.07 34.56 35.47 Type of test PL PL Corteiner No. 2 3 Wt.of sample ♦ Tare wet 27.060 27.320 Wt.of sample ♦ Tare dry 25.780 25.990 Wt.of water 1.280 1.330 Tare 16.930 16.430 wt.of dry soil 8.850 9.560 Water content % 14.463 13.912 14.19 Flow curve Results Liquid Limit 34.36% Plastic limit 14.19% Plastic Index 20.17% Tested By Checked By___________________ Approved Byyw] |%aCA?YNAq£_____ RDRJT §B%efl xgLQCJ yxf R MHNDSA KFL 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@telecom.netet Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: E B2-TR-06(P-1) Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 2 Sample type : Disturbed Test type : Atterberg Limit Date : 27/11 /06 Deplh(m): 0.20-2.50 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Type of test LL LL LL LL Corteiner No. G’ 66 D E’ No. of Blows 34 28 22 16 Wt.of sample + Tare wet 35.560 36.490 35.680 37.560 Wt.of sample + Tare dry 30.800 31.310 30.600 32.080 Wt.of water 4.760 5.180 5.080 5.480 Tare 16.610 16.390 16.420 17.090 wt.of dry soil 14.190 14.920 14.180 14.990 Water cortent % 33.54 34.72 35.83 36.56 Type of test PL PL Corteiner No. BA KA Wt.of sample ♦ Tare wet 29.160 29.680 Wt.of sample ♦ Tare dry 27.160 27.600 Wt.of water 2.000 2.080 Tare 16.420 16.550 wt.of dry soil 10.740 11.050 Waler cortent % 18.622 18.824 18.72 Flow curve Results Liquid Limit Plastic limit Plastic Index 35,00% 18.72% 16.28% Tested By Checked By____________________ Approved Byywj | %aC AFYNAq|__R DRJT §B%eU xcJ-G (j ydR MHNDSA KFL jy ■' 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@telecom.net.et Project: Erer Gololcha I nr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB2-TR-07 Depth(m): 0.50-3.0 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 1 Sample type : Disturbed Test type : Atterberg Limit Date : 29/11/06 Type of test LL LL LL LL Corteiner No 5G 6G 7G 8G No. of Blows 34 28 22 16 Wt.of sample ♦ Tare wet 35.750 37.090 37.050 37.920 \M.of sample ♦ Tare dry 30.610 31.560 31.370 32.060 Wt.of water 5.140 5.530 5.680 5.860 Tare 16.340 16.500 16.680 17.160 wt.of dry soil 14.270 15.060 14.690 14.900 Water contert % 36.02 36.72 38.67 39.33 Type of test PL PL Conteiner No. BA EH V\A.of sample * Tare wet 27.420 27.450 Wt.of sample + Tare dry 25.820 25.830 \M.of water 1.600 1.620 Tare 16.420 16.210 wt of dry soil 9.400 9.620 Water content % 17.021 16.840 16.93 Flow curve Results Liquid Limit Plastic limit Plastic Index 37.50% 16 93% 20 57% Tested By Checked By Approved ByF yw| | %aC A. YNAq£_ R DRJT §B%eU x^_GCT yxf R MHNDSA KFL Tel. 251 -116- 18 55 16/61 45 01 116-61 5371/61 08 98 e-mall w.w.d.s.e@telecom.netet Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Project: Erer Gololcha Irr Feasibility Study Dsign Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB2-TR-01 (P-1) Depth(m): 0.10-3.0 Sample No 2 Sample Type :Disturbed Test type : Standard Proctor Date : 28/10/06 Lab.test No. 1 2 3 4 5 Water in cc 140 200 260 320 380 Wt.of mould + Wet sample(g) 3457 3645 3705 3614 3549 Wt.of mould (g) 1735 1735 1735 1735 1735 Wt.of wet soil(g) 1722 1910 1970 1879 1814 Volume of mould cm3 944 944 944 944 944 Wet Density mg /cm3 1.82 2.02 2.09 1.99 1.92 Moisture content Tin No. 17 18 16 20 19 Wet soil + tin (g) 119.44 150.76 175.62 212.32 256.87 Dry soil + tin (g) 108.38 133.6 149.90 177.42 210.9 Wt of tin (g) 16.71 16.38 10.04 15.93 16.51 Wt of Water (g) 11.06 17.16 25.72 34.9 45.97 Wt of Dry soil (g) 91.67 117.22 139.86 161.49 194.39 Moisture content % 12.07 14.64 18.39 21.61 23.65 Dry Density mg /cm3 1.628 1.765 1.763 1.637 1.554 Zero Air Voids 100% 2.00 1.90 1.77 1.68 1.62 MDD : 1.78 gm/cc OMC : 16.50 % TESTED BY:- CHECKED BY APPROVED BYyw; I %aC AFYNA q$__ R DRJT §B%e]j xc^_G ft yxf R MHNDSA KFL Tel. 251 - 116-18 55 16/61 45 01 116-61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.netet Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Project: Erer Gololcha Irr Feasibility Study Dsign Project Depth(m): 0.20-4.0 Sample No 2 Client: Ministry of Water Resource Sample Type :Disturbed Location : Reservior Test type ’ Standard Proctor Test Pit: EB2-TR-02(P-1) Date : 21/10/06 Lab.test No. 1 2 3 4 5 Water in cc 140 200 260 320 380 Wt.of mould + Wet sample(g) 3370 3565 3692 3635 3592 Wt.of mould (g) 1735 1735 1735 1735 1735 Wt.of wet soil(g) 1635 1830 1957 1900 1857 Volume of mould cm3 944 944 944 944 944 Wet Density mg /cm3 1.73 1.94 2.07 2.01 1.97 Moisture content Tin No. F A H Z Q Wet soil + tin (g) 106.16 134.15 138.82 160.91 204.68 Dry soil + tin (g) 96.47 118.26 118.52 133.74 168.14 Wt of tin (g) 16.02 16.45 9.9 10.28 16.34 Wt of Water (g) 9.69 15.89 20.3 27.17 36.54 Wt of Dry soil (g) 80.45 101.81 108.62 123.46 151.8 Moisture content % 12.04 15.61 18.69 22.01 24.07 Dry Density mg /cm3 1.546 1.677 1.747 1.650 1.586 Zero Air Voids 100% 2.01 1.87 1.77 1.67 1.62 MDD : 1.747 gm/cc OMC : 18 50 % 15 17 19 21 23 25 TESTED BY:- CHECKED BY APPROVED BYywj I %ac AFYNA q£R DRJT §B%6U xgLGCT yx f R MHNDSA KFL Tel. 251 - 116- 18 55 16/61 45 01 116-61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.net.et Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Project: Erer Gololcha Irr Feasibility Study Dsign Project Client: Ministry of Water Resource Location : Reservior Test Pit : EB2-TR-03(P-1) Depth(m): 0.20-3.50 Sample No 2 Sample Type disturbed Test type : Standard Proctor Date : 21/10/06 Lab.test No. 1 2 3 4 5 Water in cc 140 200 260 320 380 Wt.of mould + Wet sample(g) 3512 3687 3725 3640 3586 Wt.of mould (g) 1735 1735 1735 1735 1735 Wt.of wet soil(g) 1777 1952 1990 1905 1851 Volume of mould cm3 944 944 944 944 944 Wet Density mg /cm3 1.88 2.07 2.11 2.02 1.96 Moisture content Tin No. 8 11 10 9 12 Wet soil + tin (g) 126.25 147.13 199.09 230.29 255.79 Dry soil + tin (g) 115.38 131.33 172.67 194.5 212.56 Wt of tin (g) 16.51 16.64 16.44 16.39 16.33 Wt of Water (g) 10.87 15.8 26.42 35.79 43.23 Wt of Dry soil (g) 98.87 114.69 156.23 178.11 196.23 Moisture content % 10.99 13.78 16.91 20.09 22.03 Dry Density mg /cm3 1.696 1.817 1.803 1.680 1.607 Zero Air Voids 100% 2.05 1.94 1.83 1.72 1.67 1.870 1.820 1.770 1.720 1.670 1.620 MDD : 1.827 gm/cc OMC : 14.80 % 11 13 15 17 19 21 23 TESTED BY:- CHECKED BY APPROVED BYywj I %aC AFYNAq£„R DRJT §B%eU xgLGCT yxf R MWDSA KFL Tel. 251 -116-18 55 16/61 45 01 116 - 61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.netet Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Project: Erer Gololcha Irr Feasibility Study Dsign Project Depth(m): 0.20-2.50 Sample No 2 Client : Ministry of Water Resource Sample Type iDisturbed Location : Reservior Test type : Standard Proctor Test Pit: EB2-TR-04(P-1) Date : 22/10/06 Lab.test No. 1 2 3 4 5 Water in cc 140 200 260 320 380 Wt.of mould + Wet sample(g) 3417 3663 3715 3645 3541 Wt.of mould (g) 1735 1735 1735 1735 1735 Wt.of wet soil(g) 1682 1928 1980 1910 1806 Volume of mould cm3 944 944 944 944 944 Wet Density mg /cm3 1.78 2.04 2.10 2.02 1.91 Moisture content Tin No. A B C D E Wet soil + tin (g) 122.8 161.97 166.74 200.70 199.53 Dry soil + tin (g) 112.25 144.44 144.66 169.19 165.71 Wt of tin (g) 16.51 16.63 16.84 16.04 16.25 Wt of Water (g) 10.55 17.53 22.08 31.51 33.82 Wt of Dry soil (g) 95.74 127.81 127.82 153.15 149.46 Moisture content % 11.02 13.72 17.27 20.57 22.63 Dry Density mg /cm3 1.605 1.796 1.789 1.678 1.560 Zero Air Voids 100% 2.04 1.93 1.81 1.71 1.65 MOD : 1.812 gm/cc OMC : 15.0 % TESTED BY:- CHECKED BY APPROVED BYI ywj | %aC AFYNAqS__R DRJT §B%e]] xc^G CT yxf R MHNDSA KFL Tel. 251 - 116- 18 55 16/61 45 01 116-61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.netet Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P O Box 2561 Addis Ababa Ethiopia Project: Erer Gololcha Irr Feasibility Study Dsign Project Depth(m): 0.50-3.0 Sample No 1 Client : Ministry of Water Resource Sample Type disturbed Location : Reservior Test type : Standard Proctor Test Pit: EB2-TR-07(P-1) Date : 29/10/06 Lab.test No. 1 2 3 4 Water in cc 140 200 260 320 Wt.of mould + Wet sample(g) 3445 3661 3710 3656 Wt.of mould (g) 1735 1735 1735 1735 Wt.of wet soil(g) 1710 1926 1975 1921 Volume of mould cm3 944 944 944 944 Wet Density mg /cm3 1.81 2.04 2.09 2.03 Moisture content Tin No. 500 400 300 200 Wet soil + tin (g) 122.46 152.63 169.7 207.62 Dry soil + tin (g) 112.14 136.31 147.58 176.47 Wt of tin (g) 16.39 16.47 16.72 16.49 Wt of Water (g) 10.32 16.32 22.12 31.15 Wt of Dry soil (g) 95.75 119.84 130.86 159.98 Moisture content % 10.78 13.62 16.90 19.47 Dry Density mg /cm3 1.635 1.796 1.790 1.703 Zero Air Voids 100% 2.07 1.96 1.84 1.76 MDD : 1.81 gm/cc OMC : 14.80 % TESTED BY:- CHECKED BY APPROVED BYyw[ I %ac AFYNA q£___ R DRJT §B%6H xgLGCJ yxf R MHND SA KFL Tel 251 - 116 -16 55 16/61 45 01 116-61 5371/61 08 98 e-mail w.w.d.s.e@telecom.netet Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Project: Client: Location : Test Pit: Erer Gololcha Irr Feasibility Study Dsign Project Ministry of Water Resource Reservior EB2-TR-06(P-1) Sample No 2 Sample Type :Disturbed Test type : Standard Proctor Date : 22/10/06 Depth(m): 0.20-2.50 Lab.test No. 1 2 3 4 5 Water in cc 140 200 260 320 380 Wt.of mould + Wet sample(g) 3463 3660 3704 3628 3548 Wt.of mould (g) 1735 1735 1735 1735 1735 Wt.of wet soil(g) 1728 1925 1969 1893 1813 Volume of mould cm3 944 944 944 944 944 Wet Density mg /cm3 1.83 2.04 2.09 2.01 1.92 Moisture content Tin No. 2 3 6 5 1 Wet soil + tin (g) 143.97 142.59 182.9 209.10 223.92 Dry soil + tin (g) 130.44 125.17 157.60 175.84 184.08 Wt of tin (g) 16.58 9.63 16.69 16.53 16.26 Wt of Water (g) 13.53 17.42 25.3 33.26 39.84 Wt of Dry soil (g) 113.86 115.54 140.91 159.31 167.82 Moisture content % 11.88 15.08 17.95 20.88 23.74 Dry Density mg /cm3 1.636 1.772 1.768 1.659 1.552 Zero Air Voids 100% 2.00 1.88 1.78 1.69 1.62 MOD : 1.786 gm/cc OMC : 16.30 % TESTED BY:- CHECKED BY APPROVED BYb\ty | %aC AfYhAqSjR DRJT y§f%eV xgLG (J yxf R MHNDSA KFL Tel. 251 - 116 - 18 55 16/61 Fax. 251 - 116-61 53 71/61 08 98 e-mall w.w.d.s.e@telecom.netet Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O Box 2561 Addis Ababa Ethiopia SPECIFIC GRAVITY DETERMINATION Project :Erer Gololcha Irrigation Visibility Design Project Client :Ministry of Water Resource Location : Reservior Sample No Sample TypeiDisturbed Test Type: Specific Gravity Date: 14/12/06 Sample No EB2-TR-01 (P-1) EB2-TR-02(P-1) EB2-TR-03(P-1) Depth (m) 0.1-3.0 0.20-4.0 0.20-3.50 Determination No 1 2 1 2 1 2 Bottle No B F 21 2 24 2 Wt Bottle + water + Soil (gm) 96.67 97.54 95.86 96.01 95.98 95.67 Wt Bottle + water (gm) 90.51 91.32 89.71 89.8 89.74 89.45 Wt Bottle + Dry Soil (gm) 50.63 51.37 49.55 49.93 49.95 49.59 Wt Bottle (gm) 40.65 41.39 39.54 39.92 39.58 Wt Soil (gm) 9.98 9.98 10.01 10.01 39.92 10.03 10.01 Specific Gravity 2.61 2.65 2.59 2.63 2.65 2.64 Average Specific Gravity 2.63 2.61 2.64 Sample No EB2-TR-04(P-1) EB2-TR-06(P-1) EB2-TR-07(P-1) Depth (m) 0.20-2.50 0.20-2.50 0.50-3.0 Determination No 1 2 1 2 1 2 Bottle No 18 D 11 3 23 4 Wt Bottle + water + Soil (gm) 95.02 98.8 97.53 95.25 95.6 94.13 Wt Bottle + water (gm) 88.79 92.58 91.3 89.1 89.35 87.88 Wt Bottle + Dry Soil (gm) 49.13 52.6 51.36 49.65 49.51 48.02 Wt Bottle (gm) 39.12 42.62 41.35 39.66 39.5 38.03 Wt Soil (gm) 10.01 9.98 10.01 9.99 10.01 9.99 Specific Gravity 2.65 2.65 265 2.60 2.66 2.67 Average Specific Gravity 2.65 2.62 2.67 Tested By:_____________________ Cheked By: Approved By:yw[ |%aCAPYNAq£R §B%e1JxgLQCT yxfRMHNDSAKFL Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section 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@telecom.net.et P.O.Box 2561 Addis Ababa Ethiopia Project: Erer Gololcha Irr Visibility Design Project Sample No Client :Ministry of Water Resource Sample type Disturbed Location : Reservior Test type : Natural moisture Content Sample No. EBI-TR-04 Date : 07/11/06 EB1-TR-12 EB1-TR-14 Depth(m) l. 30-3.0 1.30-2.0 0.20-0.90 Container No. 1 2 3 4 5 6 Wt. of wet Sample+Tare 79.38 102.05 128.33 132.93 120.02 134.10 Wt. drv Sample+Tare 70.26 89.78 113.46 116.67 110.48 123.15 Wl.ofWater 9.12 12.27 14.87 16.26 9.54 10.95 Wt.of Tare 16.52 16.75 16.35 16.08 16.63 16.12 Wt. of Dry Soil 53.74 73.03 97.11 100.59 93.85 107.03 Waler Contenl% 16.97 16.80 15.31 16.16 10.17 10.23 Average Water content % 16.89 15.74 10.20 Sample No. EB1-TR-I4 EB1-TR-02 EBl-TR-03 Depth 0.90-2.0 0.20-1.50 0.70-2.20 Container No 7 8 9 10 11 12 Wt. of wet Sample+Tare 141.54 144.02 119.47 119.12 129.11 151.30 Wt. drv Sample+Tare 128.07 130.40 107.98 107.16 121.01 141.49 Wl.ofWater 13 47 13.62 11.49 11.96 8.10 9.81 Wt of Tare 1645 16.72 16.46 10.02 16.02 16.25 Wt. of Drv Soil 111.62 113 68 91.52 97.14 104.99 125.24 Water Content% 12.07 11.98 12.55 12.31 7.72 7.83 Avcraec Water content % 12.02 12.43 7.77 Sample No. EB1-TR-09 EBl-TR-15 EB2-TR-0) Depth 0.90-2.20 0.70-2.20 2 Container No. 13 14 15 16 17 18 Wt. of wet Sample+Tare 101.72 110.35 81.16 90.25 109.03 98.46 Wt. drv Sample+Tare 95.76 103.77 72.28 80.14 98.26 89.27 Wl.ofWater 5.96 6.58 8.88 10.11 10.77 9.19 Wt. of Tare 16.15 16.46 16.79 16.26 16.53 16.50 wt. of Dry Soil 79.61 87.31 55.49 63.88 81.73 72.77 Water Conlent% 7.49 7.54 16 00 15.83 13.18 12 63 . Average Water content % 7.51 15.91 12 90 Tested By Checked By Approved By yw[ | %aC AFYNA q£R §B%eU xgLQCT yxf R MHNDSA KFL So// & Material Testing Section Tel 251 -116- 185516/61 4501 ■ 116-61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.net.et Waterworks Design and Supervision Enterprise Laboratory Service P.O Box 2561 Addis Ababa Ethiopia Project: Erer Gololcha Irr Visibility Design Project Sample No Client :Ministry of Water Resource Sample type : Disturbed Location : Reservior Test type : Natural moisture Content Sample No. EB1-TR-06 Date : 07/11/06 EB2-TR-06 EB1-TR-1 1 Depth(m) 0.20-1.60 1.50 0.70-2.50 Container No. 19 20 21 22 23 24 Wt. of wet Sample+Tare 92.74 107 62 80.8 I 102.14 96.93 I 19.85 Wt. drv Sample+Tare 82.62 95.51 77.18 97.49 86.09 106.12 Wt.of Water 10.12 12.11 3.63 4.65 10.84 13.73 Wt.ofTarc 16.28 1628 16.49 16.68 9.63 16.46 Wt of Drv Soil 66.34 79.23 60.69 80.81 76 46 89.66 Water Content% 15.25 15.28 5.98 5.75 14.18 15.31 Avera ec Water content % 15.27 5.87 14.75 Sample No. EB1-TR-09 EB1-TR-04 EB1-TR-06 Dcpth(m) 2.20-3.0 0.20-1 20 1 60-2.50 Container No. 25 26 27 28 29 30 Wt. of wet Sample+Tare 93.53 110.36 77.61 105.30 110.71 123.22 Wt. drv Sample+Tare 90.21 106.28 72.04 96.67 106.96 1 18.67 Wtof Water 3.32 4.08 5.57 8.63 3.75 4.55 Wt.ofTarc 16.62 16 81 16.59 16.92 16 52 16.30 Wt. ofDrv Soil 73.59 89.47 55.45 79.75 90.44 102 37 Water Contcnt% 4.51 4.56 10.05 10 82 4.15 . 4 44 Average Waler content % 4.54 10.43 4.:>0 Sample No. EB2-TR-02 EB2-TR-03 Depth (m) 2.50-3.0 EB1-TR-03 0.20-1.20 0.10-0 70 Container No. 31 32 33 34 35 Wt. of wet Sample+Tare 93.16 108.55 36 101.57 111 54 107.88 Wt. drv Sample+Tare 81.57 95.83 150.17 93.00 102.09 102.53 Wt.of Water 11.59 12.72 8.57 142 35 9.45 5 35 Wt.ofTarc 10.28 16.41 15.91 7 82 16.18 . 16.46 Wt. of Drv Soil 71.29 79.42 77.09 16 24 85.91 86.07 Water Conlcnt% 16.26 16.02 11.12 126 1 1 11.00 6.22 Average Water content % 16.14 11.06 6 20 6T>1 Tested By Checked By Approved By yw| | %aC A?YNAq£R §B%eU xgLG yxf R MHNDSA KFL Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Tel. 251 -116-18 55 16/61 45 01 ■116 - 61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.net.et P.O.Box 2561 Addis Ababa Ethiopia Project: Erer Gololcha Irr Visibility Design Project Sample No Client Ministry of Water Resource Location : Reservior Sample type : Disturbed Test type : Natural moisture Content Date: 07/11/06 Sample No. EB2-TR-04 EB2-TR-05 EB2-TR-05 Depth(m) 1.50 2.0-2.50 0.50-4.0 Container No. 37 38 39 40 KA 118 Wt. of wet SampIcH-Tare 104.45 94.57 107.57 108.68 119.27 114.59 Wt. dry Sample+Tare 93.85 85.90 96.80 98.00 114.37 109.78 Wt.of Water 10.60 8.67 10.77 10.68 4.90 4.81 Wt.ofTarc 9.83 16.69 16.67 15.79 16.08 16.37 Wl. of Drv Soil 84.02 69.21 80.13 82.21 98.29 93.41 Waler Con ten t% 12.62 12.53 13.44 12.99 4.99 5 15 Average Water content % 12.57 13.22 . 5.()7 Tested By Checked By Approved ByAnnex 8 Clay Borrow area 1, Index PropertiesSummary of Test Results Parameters EB1-TP-12 (P-1) Sample No-3 (0.20-1.30m) EB1-TP-14 (P 2) Sample No-2 (0 90-2.0m) EB1-TP-14 (P 2) Sample No-1 (0.20-0.90m) EB1-TP-14(P 1) Sample No-3 (0.20-2.80m) EB1-TP-15 (P-2) Sample No-1 (0.70-2.20m) EB1-TP-15 (P-1) Sample No-2 (0.70-2.20m) ' Grain Size Analysis Clay % Silt % Sand % 10.00 20.43 69.57 - - 21.50 19.64 58.86 20.00 27.30 52.70 - - 34.00 33.78 32.22 Atterberg Limit L.L % P.L % P.I % 35.50 17.38 18.12 36.89 17.21 19.68 38.86 22.43 16.43 33.98 16.63 17.35 37.94 19.12 18.82 43.54 17.81 25.73 Standard Proctor MDD gm/cc OMC % 1.890 12.50 - - 1.842 15.00 - 1.748 18.50 Shrinkage Limit % 12.0 9.0 - 13.0 Free Swell % - 50.0 43.0 - Specific gravity 2 65 2.60 - 2.63Summary of Test Results Parameters EB1-TP-09 (P-2) Sample No-2 (2.20-3.Om) EB1-TP-09 (P-1) Sample No-3 (0.90-3.0m) EB1-TP-11 (P-2) Sample No-1 (0.70-2.50m) EB1-TP-11 (P-1) Sample No-2 (0.70-2.50m) EB1-TP-12 (P-2) Sample No-1 (1.30-2.0m) EB1-TP-12 (P-1) Sample No-2 (1.30-2.0m) Grain Size Analysis Clay % Silt % Sand % 20.00 19.04 60.96 20.00 23.87 56.13 - - 21.00 71.29 7.71 35.00 36.20 28.80 - - Atterberg Limit L.L % P.L % PI % 32.40 14.56 17.84 32.35 15.44 16.91 50.30 21.51 28.79 50.80 25.58 25.22 51.17 26.26 24.91 47.55 24.03 23.52 Standard Proctor MDD gm/cc OMC % - 1.830 15.50 - 1.567 23.70 - - Shrinkage Limit % - 8.0 14.0 - Free Swell % - - 72.0 ■ 75.0 - Specific gravity * 2.64 2.70 -Summary of Test Results Parameters EB1-TP-04 (P-2) Sample No-2 (1.30-3.0m) EB1-TP-04 (P-1) Sample No-3 (0.20-3.0m) EB l-TP-06 (P-2) Sample No-I (0.20-1.60m) EB l-TP-06 (P-2) Sample No-2 (1.60-2.50m) EB l-TP-06 (P-1) Sample No-3 (0.20-2.50m) EB1-TP-09 (P-2) Sample No-1 (0.90-2.20m) Grain Size Analysis Clay % Silt % Sand % - - 16.00 26.14 57.86 - - 5.00 13.63 81.37 7.50 23.96 68.54 - - Atterberg Limit L.L % P.L% P.I% 39.85 20.02 19.83 29.90 13.59 16.31 38.85 17.71 21.14 24.27 N.PL - 24.78 N.PL - 32.33 15.03 17.30 Standard Proctor MDD gm/cc OMC % - 1.826 14.60 - - 1.889 12.20 - Shrinkage Limit % - 7.0 1.0 - Free Swell % 53.0 - 60.0 • 40.0 Specific gravity - 2.65 2.60Summary of Test Results Parameters EB1-TP-02 (P-2) Sample No-1 (0.20-1.50m) EBI-TP-02 (P-1) Sample No-2 (0.20-1.50m) EB1-TP-03 (P-2) Sample No-1 (0.10-0.70m) EB1-TP-03 (P-2) Sample No-2 (0.70-2.20m) EBI-TP-03 (P-1) Sample No-3 (O.IO-2.2Om) EB1-TP-04 (P-2) Sample No-1 (0.20-1.20m) Grain Size Analysis Clay % Silt % Sand % - - 23.00 26.54 50.46 20.00 18.54 61.46 - - 21.00 34.61 44.39 19.00 19.53 61.47 Atterberg Limit L.L % P.L % PI % 33.06 16.14 16.92 35.66 18.57 17.09 40.77 17.14 23.63 38.07 16.88 21.19 37.76 18.01 19.75 28.66 13.37 15.29 Standard Proctor MDD gm/cc OMC % - 1 787 17.10 - - 1.730 17.30 - Shrinkage Limit % - 9.0 - 10.0 - Free Swell % 50.0 - 43.0 50.0 - 35.0 Specific gravity - 2.65 • 2.52 -bW, | %aC A?YhAq$_R DRJT y§i %eU xgLG (J yxf R MFNDSA KFL Water Works Design and Supervision Enterprise Laboratory Service Soil A Material Testing Section Project: Ercr Gololcha Irr Visibility Study Dsign Project Sample No - 3 Client: Ministry of Water Resource Sam. Type : Disturbed Location : Rc senior Test Type : Hydrometer T.Pit No. EB1-TP-12 (P-1) Date : 20/03/99 Dcpth(m) : 0.20-1.30 Total mass of sample, g 70 Sieve No Sieve OfteruRjprtm) Mass of Sieve(g) Mass of sieve + Ret .soil(g) Mass of Ret. soil (2) Percentage Retained Cumulative % Retained Percentage Passing No 10 2.00 551.00 551.00 0.00 0.00 0.00 100.00 No 16 1.18 538.90 546.17 7.27 10.39 10.39 89.61 No 30 0.60 516.70 531.81 15.11 21.59 31.97 68.03 No 50 0.30 488.20 499.65' 11.45 16.36 48.33 51.67 No 100 0.15 481.90 492.83 10.93 15.61 63.94 36.06 No 200 0.08 459.20 463.14 3.94 5.63 69.57 30.43 pan Hydrometer Analysis Specific Gravity of so. 2.65 Test Temperature, deg.c 20 Elapsed Time (min) Actual Hydrometer Reading Tenprature deg.c Corrected Hydrometer Reading Effective Depth (cm) Coefficient K Grain Si^e (mm) Percentage Finer Combined 2 22.0000 20 15.0000 12.70 0.01365 0.0344 21.75 5 20.5000 20 13.5000 12.90 0.01365 0.0219 19.57 15 20.0000 20 13.0000 13.00 0.01365 0.0127 IS. 8 5 30 18.0000 20 11.0000 13.30 0.01365 0.0091 15.95 60 16.0000 20 9.0000 13.70 0.01365 0.0065 13.05 250 15.5000 21 9.0000 13.70 0.01348 0.0032 13.05 1440 13.0000 19 5.5000 14.20 0.01382 0.0014 7.97 Grain Size Distribution Curve.BS Tested Ly ;___________ __________ Checked by;- Apprvted b) :__________________bVV* | %aC A?YN\q$ R DRJT y§r%efl xcLQJ Waterworks Design and Supervision Enterprise Laboratory Service yxf R KFL W Soil & Material Testing Section Project: Ercr Gololcha Itt Visibility Study Dsign Project Client: Ministry of Water Resource Location: Rcservior T.Pit. No. EBl-TP-14(P-2) Depth(m) . 0.20-0.90 Total mass of sample, g 70 Sample No - 1 Sam. Type : Disturbed Test Type : Hydrometer Date: 12/05/99 Sieve No Sieve Mass of Mass of sieve + Ret .soi 1(g) Mass of Ref. soil (g) Percentage Retained Cumulative % Retained Percentage Passing No JO 2.00 551.00 551.00 0 00 0.00 0.00 100.00 No 16 1.18 538.90 546.30 7.40 10.57 10.57 89.45 No 30 0.60 516.70 532.58 15.88 22.69 33.26 66.74 No 50 0.30 488.20 496.71 8.51 12.16 45.41 54.59 No 100 0.15 481.90 485.98 4.0S 5.83 51.24 48.76 No 200 0.08 459.20 464.55 5.55 7.61 5S.S6 41.14 pan Hydrometer Analysis Specific Gratify of so. 2.65 Test Temperature, deg, c 21 Elapsed Time (min) Actual Hydrometer Reading Tenprafurv I Corrected Hydrometer Reading Effective Depth (cm) Coefficient K Grain Si^e (mm) Percentage Finer Combined 2 32.0000 21 25.5000 11.10 0.01348 0.0518 57.17 5 30.0000 21 23.5000 11.40 0.0134S 0.0204 54.26 15 28.0000 21 21.5000 11.70 0.0154 S 0.0119 51.54 30 26.0000 21 19.5000 12.00 0.015 4S 0.00S5 28.45 60 24.0000 21 17.5000 12.40 0.01348 0.0061 25.51 250 21.5000 23 16.0000 12.80 0.01517 0.0030 23.32 1440 19.0000 21 12.5000 15.20 0.0154S 0.0015 18.22 Grain Size Distribution Curve.BS 2 O) c o u u- o CL 100 00 90.00 80.00 70.00 60 00 50.00 40.00 30.00 20.00 10 00 0.00 100 10 Gravel / ested by ;______________________ Checked by: Grain Size (mm) Sand 001 0001 0.0001 Silt Clay Approved by.bW | %a C A. f p YNA q$ R DRJT y§V%©51 xQLG (J yxf R MHNDSA KFL Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Project: Erer Gololcha Irr Visibility Study Dsign Project Sample No - 3 Client: Ministry of Water Resource Sam. Type : Disturbed Location : Rcservior Test Type : Hydrometer T.Pit No. EB1-TP-14(P-1) Date : 12/03/99 Depth(m) : 0.20-2.80 Total mass of sample, g 70 Sine No Sine Opening*) Mass of Sietefe) Mass of sin>e + Ret .soil(g) Mass of Ret. soil (g) Percentage Retained Cumuli the % Retained Percentage Passing No 10 2.00 551 551.00 0.00 0.00 0.00 100.00 No 16 1.18 558.9 541.94 5.04 4.54 4.54 95.66 No 50 0.60 516.7 526.29 9.59 15.70 18.04 81.96 No 50 0.50 488.2 497.10 8.90 12.71 50.76 69.24 No 100 0.15 481.9 492.25 10.55 14.79 45.54 54.46 No 200 0.08 459.2 464.21 5.01 7.16 52.70 47.50 pan Hydrometer Analysis Specific Grant) of so. 2.60 Elapsed Time (min) Test Temperature, deg.c 21 Actual Hydrometer Reading Tenprature deg.c Corrected Hydrometer Reading Effective Depth (cm) Coefficient K 2 29.0000 21 22.5000 11.50 0.01569 Crain Si^e (mm) 0.0528 Percentage Finer Combined 55.05 5 28.0000 21 21.5000 11.70 0.01569 0.0209 51.56 15 26.5000 21 20.0000 11.90 0.01569 0.0122 29.56 50 25.5000 21 19.0000 12.10 0.01569 0.0087 27.89 60 24.5000 21 18.0000 12.50 0.01569 0.0062 26.42 250 21.0000 22 15.0000 12.90 0.01555 0.0051 22.02 1440 18.0000 21 11.5000 15.50 0.01569 0.0015 16.88 Grain Size Distribution Curve,BS 100.00 90.00 80 00 o c 70.00 60 00 50.00 CD c <v o L— o o. 2 40.00 30.00 20.00 10.00 0.00 1 (X) 10 1 0.1 0.01 Grain Size (mm) 0.001 0 o <001 Gravel Sand Silt Clay Tested by:_______________ ______ Checked by:______________ _____ _ Appeared by.-«• bV^ | %aC AFYhAqS^R DRJ T y§T%eH xcLG (J yxf R MHNDSA KFL Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Project: Ercr Gololcha Irr Visibility Study Dsign Project Client: Ministry of Water Resource Location : T.PiL No. Dcplh(rn) : Rcscivior EB1-TP-15(P-1) 0.70-2.20 Sample No - 2 Sam. Type : Disturbed Test Type : Hydrometer Date : 19/03/99 Total mass of sample, g 50 Sieve No Sieve Mass of Sieve (tf Mass of sieve + Rr/ .soil(g) Mass of Ret. soil (g) Percentage Retained Cumulative °/o Retained Percentage Passing No 10 2.00 551 551.00 0.00 0.00 0.00 100.00 No 16 1.18 538.9 540.24 1.34 2.68 2.68 97.32 No 30 0.60 516.7 520.27 3.57 7.14 9.82 90.18 No 50 0.30 488.2 492.34 4.14 8.28 18.10 81.90 No 100 0.15 481.9 484.92 3.02 6.04 24.14 75.86 No 200 0.08 459.2 463.24 4.04 8.08 32.22 67.78 pan 0.00 0.00 0.00 0.00 Actual Hydrometer Reading Tenprature deg.c Corrected Hydrometer Reading Hydrometer Analysis Specific Gravity of so. 2.63_______________ ________________________ Test Temperature, deg.c 21 Elapsed Time (min) Effective Depth (cm) Coefficient K Grain Si^t (mm) Percentage Finer Combined 2 32.0000 21 25.5000 11 10 0.01348 0.0318 53.67 5 30.0000 21 25 5000 11.40 0.01348 0.0204 49.46 15 29.0000 21 22.5000 11.50 0.01348 0.0118 47.36 30 27.0000 21 20.5000 11.90 0.01348 0.0085 43.15 60 25.0000 21 18.5000 12.20 0.01348 0.0061 38.94 250 23.0000 23 17.5000 12.50 0.01317 0.0029 36.83 1440 21.0000 21 14.5000 12.90 0.01348 0.0013 30.52 Grain Size Distribution Curve.BS 100.00 90.00 80.00 70.00 60.00 50.00 40.00 30 00 20.00 10.00 0.00 1 (30 10 1 0.1 0.01 Grain Size (mm) 0.001 0.0 001 Gravel Sand Silt Clay Approved by Checked by:______________________bW, | %aC A. YbAq$_R p DRJT y§i%eH xgLGtf yxf R MHNDSA KFL Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Project: Ercr Gololcha I rr Visibility Study Dsign Project Client: Ministry of Water Resource Location : Rcservior T.PiL No. EBl-TP-09(P-2) Dcpth(m) : 2.20-3.0 Total mail of sample, g 70 Sample No - 2 Sam. Type : Disturbed Test Type : Hydrometer Date : 12/03/99 Sieve No Sieve Mass of Sieve (g) Mass of sieve + Ref .soil(g) Mass of Ret. soil (g) Percentage Retained Cumulative % Retained Percentage Passing No 10 2.00 551.00 551.00 0.00 0.00 0.00 100.00 No 16 1.18 538.90 544.13 5.23 7.47 7.47 92.53 No 30 0.60 516.70 528.22 11.52 16.46 23.93 76.07 No 50 0.30 488.20 497.46 9.26 13.23 37.16 62.84 No 100 0.15 481.90 489.42 7.52 10.74 47.90 52.10 No 200 0.08 459.20 468.34 9.14 15.06 60.96 39.04 pan Hydrometer Analysis Specific Gravity of so. 2.61 Trj/ Tempera hen, deg, c 21 Elapsed Time (min) Actual Hydrometer Reading Tenprature deg.c Corrected Hydrometer Reading Effective Depth (cm) Coefficient K Grain Si^e (mm) Percentage Finer Combined 2 28.0000 21 21.5000 11.70 0.01369 0.0331 31.61 5 27.0000 21 20.5000 11.90 0.01369 0.0211 30.14 15 26.5000 21 20.0000 11.90 0.01369 0.0122 29.41 30 25.0000 21 18.5000 12.20 0.01369 0.0087 27.20 60 22.5000 22 16.5000 12.60 0.01353 0.0062 24.26 250 20.0000 23 14.5000 13.00 0.01321 0.0030 21.32 1440 17.0000 21 10.5000 13.50 0.01369 0.0013 15.44 Grain Size Distribution Curve,BS c 8 h_ o Q- 100.00 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 100 10 1 0.1 Grain Size (mm) Gravel Sand Silt Clay Tested by.______________________ Checked by .*____________________ Approved by.b\^ | %aC A?YT'Aq$ R DRJT y§r%efl xcLGJ yxf R Mi+IDSA KFL Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Project: ErerGololcha Irr Visibility Study Dsign Project Sample No - 3 . Client: Ministry of Water Resource Sam. Type : Disturbed Location : Rcscrvior Test Type : Hydrometer T.Pil No. EB1-TP-O9(P-1) Date : 20/03/99 Dcpih(m) : 0.90-3.0 Total mass of sample, g 70 Sieur No Sieve Ofuniqf**) Mass of Sieve(g) Mass of sieve + Ret soil(g) Mass of Ret. soil (g) Percentage Re tain eel Cumulative °/o Retained Percentage Passing No 10 2.00 551.00 551.00 0.00 0.00 0.00 100.00 No 16 1.18 538.90 543.62 4.72 6.74 6.74 93.26 No 30 0.60 516.70 525.10 8.40 12.00 18.74 81.26 No 50 0.30 488.20 496.69 8.49 12.13 30.87 69.13 No 100 0.15 481.90 493.75 11.85 16.93 47.80 52.20 No 200 0.08 459.20 465.03 5.83 8.33 56.13 43.87 _________________ Hydrometer Analysis Specific Gravity of so. 2.64 _________ ________________________ Test Temperafure, deg. c 20 Elapsed Time (min) 0.00 0.00 0.00 0.00 0.00 0.00 Actual Hydrometer Reading Tenpraturr deg.c Corrected Hydrometer Reading Effective Depth (cm) Coefficient K Grain Sige (mm) Percentage Finer Combined 2 28.0000 20 21.0000 11.70 0.01365 0.0330 30.72 5 26.5000 20 19.5000 11.90 0.01365 0.0211 28.53 15 26.0000 20 19.0000 12.00 0.01365 0.0122 27.80 30 25.0000 20 18.0000 12.20 0.01365 0.0087 26.33 60 23.0000 20 16.0000 12.50 0.01365 0.0062 23.41 250 21.5000 21 15.0000 12.70 0.01348 0.0030 21.94 1440 19.0000 19 11.5000 13.20 0.01382 0.0013 16.82 Grain Size Distribution Curve,BS Tested by: Checked by:_____________________ Approved by* bW, | %aC APYmq$_R DRJT y§i%eU xc^G CF yx f R MHtoSA KF L Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Project : Ercr Gololcha I ft Visibility Study Dsign Project Sample No - 2 Client: Ministry of Water Resource Sam. Type : Disturbed Location : Rcscrvior Test Type : Hydrometer T.Pit No. EB1-TP-11(P-1) Date : 20/03/99 Depth(m) : 0.70-2.50 No Op Sieve entngfntm) Mass of Sieve (g) Mass of sieve + Ret .soillg) Total mass of sample, g 70 Mass of Ret. soil fr) Percentage Retained Cumulative °/o Retained Percentage Passing No 10 2.00 551.00 551.00 0.00 0.00 0.00 100.00 No 16 1.18 538.90 539.06 0.16 0.23 0.23 99.77 No 30 0.60 516.70 517.22 0.52 0.74 0.97 99.03 No 50 0.30 488.20 488.80 0.60 0.86 1.83 98.17 No 100 0.15 481.90 483.50 1.60 2.29 4.11 95.89 No 200 0.08 459.20 461.72 2.52 3.60 7.71 92.29 pan Hydrometer Analysis Specific Gravity of so. 2.7 Test Temperature, deg.c 20 Elapsed Time (min) Actual Hydrometer Reading Tenpratun deg.c Corrected Hydrometer Reading Effective Depth () m Coefficient K Grain Si^e (mm) Percentage Finer Combined 2 40.0000 20 33.0000 9.70 0.01344 0.0296 48.90 5 37.0000 20 30.0000 10.20 0.01344 0.0192 44.46 15 34.0000 20 27.0000 10.70 0.01344 0.0114 40.01 30 32.0000 20 25.0000 11.10 0.01344 0.0082 37.05 60 30.0000 20 23.0000 11.40 0.01344 0.0059 34.08 250 25.0000 21 18.5000 12.20 0.01328 0.0029 27.42 1440 17.0000 19 9.5000 13.50 0.01361 0.0013 14.08 Grain Size Distribution Curve,BS Tested by:___________ __________ Checked by:_____________________ z'l/>^/w«W by ________ _______bV^ | %aC A?YNAq$_R DRJT y§i%eU xc^GJ yxf R MbNDSA KFL Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Project : Ercr Gololcha Irr Visibility Study Dsign Project Client : Ministry of Water Resource Location : Rcscrvior T.PiL No. EBl-TP-12(P-2) Depth(m) : 1.30-2.0 Total mass of sample, g 50 Sample No - 1 Sam. Type : Disturbed Test Type : I fydrometer Date: 19/03/99 Sieve No O Sieve pfrunjtfmm) Mass of Sievefg) Mass of sieve + Ret .soi!(pj Mass of Ret. soil (g) Percentage Retained Cumulative °/o Retained Percentage Passing No 10 2.00 551.00 551.00 0.00 0.00 0.00 100.00 No 16 1.18 538.90 539.91 1.01 2.02 2.02 97.98 No 30 0.60 516.70 519.57 2.87 5.74 7.76 92.24 No 50 0.30 488.20 491.52 3.32 6.64 14.40 85.60 No 100 0.15 481.90 485.29 3.39 6.78 21.18 78.82 No 200 0.08 459.20 463.01 3.81 7.62 28.80 71.20 pan Hydrometer Analysis Specific Grarity of so. 2.66 Test Temperature, deg.c 20 Elapsed Time (min) Actual Hydrometer Reading Tenpraturt Corrected Hydrometer Reading Coefficient K Grain Siqe (mm) Percentage Finer Combined 2 33.0000 21 26.5000 10.90 0.01348 0.0315 56.17 5 31.0000 21 24.5000 11.20 0.01348 0.0202 51.93 15 30.0000 21 23.5000 11.40 0.01348 0.0118 49.81 30 29.0000 21 22.5000 11.50 0.01348 0.0083 47.69 60 27.0000 22 21.0000 11.40 0.01332 0.0058 44.51 250 24.0000 23 18.5000 12.40 0.01317 0.0029 39.21 1440 20.5000 21 14.0000 12.90 0.01348 0.0013 29.68 Grain Size Distribution Curve,BS c o o_ 100.00 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 100 10 0 1 0.01 0.001 0 0001 Grain Size (mm) Gravel Sand Silt Clay Tested by: Checked by. Approved by. i------------------------ (111 J.' bW, | DRJT %aCApYbAq$ R y§i %e5| X^_G7j yxf R MHNDSA KFL Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Project: Ercr Gololcha Iit Visibility Study Dsign Project Client : Ministry of Water Resource Location : T.Pil No. Dcpth(m) : Reservior EBl-TP-04(P-l) 0.20-3.0 Sample No - 3 Sam. Type : Disturbed Tcs* TyPc Hydrometer Dalc ’ 19/03/99 Total mass of sample, g 50 Sieve No O Sieve gaung(mm) Mass of Sieve (g) Majj of sieve + Ret -Joil(y) Mass of Ret. soil (g) Percentage Retained Cumulative % Retained Percentage Passing No 10 2.00 551.00 551.00 0.00 0.00 0.00 100.00 No 16 1.18 558.90 541.21 2.51 4.62 4.62 95.58 No 30 0.60 516.70 524.56 7.66 15.52 19.94 80.06 No 50 0.50 488.20 496.21 8.01 16.02 55.96 64.04 No 100 0.15 481.90 486.95 5.05 10.10 46.06 55.94 No 200 0.08 459.20 465.10 5.90 11.80 57.86 42.14 pan Hydrometer Analysis Specific Gratify of so, 2.65 Test Temperafiat, deg.c 21 E lapsed Time (min) Actual Hydrometer Reading Tenprature deg.c Corrected Hydrometer Reading Effective Depth (™) Coefficient K Grain Si^e (mm) Percentage Finer Combined 2 19.5000 21 15.0000 12.00 0.01548 0.0550 26.69 5 19.0000 21 12.5000 12.20 0.01548 0.0211 25.67 15 18.0000 21 11.5000 12.20 0.01548 0.0122 25.61 50 18.0000 21 11.5000 12.50 0.01548 0.0087 25.61 60 16.0000 22 10.0000 12.70 0.01552 0.0061 20.55 250 14.5000 25 9.0000 15.20 0.01517 0.0050 18.48 1440 15.0000 21 6.5000 15.50 0.01548 0.0015 15.55 Grain Size Distribution Curve,BS 100.00 90.00 8-3.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 Grain Size (r Tim) Gravel Sand Silt Clay 7 ested by: Checked by:_____________________ Approved bywit. ffn.H vw-it. tTJiTlrt-1 Water Works Design and Supervision Enterprise Laboratory Service r^jLC rvi/w hct\ Soi/& Mazerfci Tetting Section Project: Erei hr Visibility Study Lhign Project Sample No - 2 Client: Ministry of Water Resource Sam Type D^n.ub*d Location • Rneroor T**r Type Hyoj esn rt * x TBt No EB1 -TMo(P-2) Date 1Z/T3?<^ Depth(m) 1.60-2.50 1 wcjj js^g-nr, £ 70 Jmy N> Jaw X Jr’sJ'l Maar gf .®rr 4- P 4 Pca=3 Ni w z<*> 331.00 331.00 000 000 O.cX> W ft>l 16 1.16 336.90 347.06 3 13 1169 «-♦') xVo 30 0.60 316.70 333.00 16.30 26 M ”V dJ.rzl AT* 30 030 46S20 302.73 1433 20279 33 61 Afc 100 0.13 461.90 492.49 1039 13.13 73J4 M 200 0.06 43920 464.34 3J4 7.63 HJ7 12 6 ' Zez _____ i Hydrometer Analysis Cr<M/> tf. 2.6 Tef -2* Tern- fSW?) At**' K/tf-Spy ^S< H Xmwm R*^ JEj^ D^cj W P»^»r-JL~v y i'RmrJ 2 16.0000 21 9J000 13.70 0.01369 13 30; 3 13 16.0000 13J000 21 9J000 13.70 0.01339 G.CV.V 1330j 21 9.0000 13.70 0.91339 001/1 M.l>T 30 14.0000 21 73000 14 00 00136* ClcX’^l 10 6* 60 13.0000 22 7.406*0 1420 001333 U.(Wj 230 11.0000 23 33000 1430 0.01321 u.tklC 1 7 1440 93000 21 3.0000 1±70 0.01339 <XtW4 Gl am See Dull IbiAkm Cui reJSS M-.. 1C0 00 'll) | I *»' . •ZonzV(Y.Ci ’IJLL|T1 4r-L 4W Il . Ilk X HI iU al - PI 11 I II BIH 1 II III TIL J 70 no 4U * . —M —Hl I -Ji ill —Hr - |i«IIl«I! I s —IT 1! • II K' TT" rri— i— c- ? WH I<1-P1J1jT4r 1 H'lrtj 4r- i IT* hi I —IT TT K- I. __ H £ 1 -< 11 B ’ -4 1 ii n TT I:: rH— T !<tV^r TrH T* p • S G. 40 on 4 • ■ ^fl IY1 -IL- 20 00 -H-- iuoo 4 0.00 4- =£: :: zjn: *~ FTT*tf r—- :HrM H irf—. 103 10 ________________ O' 0 01 Gialii Slz« {iiuiO Dim GOV! , Ge awl Saiwi sm cu. >/;_________________________ u A»t hd h :________ _____ _______ AfffV/vJ >vbvy |%aCAPYbAq$ R DRJT y§T%®V X^_G"& aSJX- yxf R MHNDSA KF L Water Works Design and Supervision Enterprise Laboratory Service * Soil & Material Testing Section Project: Client: Location : Erer Gololcha I it Visibility Study Dsign Project Ministry’of Water Resource Rcservior T.PiL No. EB1-TP-O3(P-1) Dcplh(m): 0.10-0.70 Sample No - 1 Sam. Type Disturbed Test Type : Hydrometer Due : 20/03/99 Total mass ofsample, g 70 JwMP No Sieve Mass of Sievefg) Mass of sieve + Ret .soi 1(g) Mass of Ret. soil (g) Percentage Retained Cumulative % Retained Percentage Passing No 10 2.00 551 551.00 0.00 0.00 0.00 100.00 No 16 1.18 538.9 543.92 5.02 7.17 7.17 92.83 No 30 0.60 516.7 529.68 12.98 18.54 25.71 74.29 No 50 0.30 488.2 498.66 10.46 14.94 40.66 59.34 No 100 0.15 481.9 490.68 8.78 12.54 53.20 46.80 No 200 0.08 459.2 464 98 5.78 8.26 61.46 38.54 pan Hydrometer Analysis tea ity of so. 2.61 Test Temperature, dep.c 21 Elapsed Time (min) Actual Hydrometer Reading Tenprature deg.c Corrected Hydrometer Reading Effective Depth (eal Coefficient K Grain Sigt (mm) Percentage Finer Combined 2 28 5000 21 22.0000 11.60 0.01369 0.0330 32.55 5 28.0000 21 21.5000 11.70 0.01369 0.0209 31.81 15 27.0000 21 20.5000 11.90 0.01369 0.0122 30.33 30 26.0000 21 19.5000 12.00 0.01369 0.0087 28.85 60 24.0000 22 18.0000 12.40 0.01353 0.0062 26.63 250 21.0000 23 15.5000 12.90 0.01321 0.0030 22.93 1440 19.0000 21 12.5000 13.20 0.01369 0.0013 18.49 Grain Size Distribution Curve,BS c o CD 100.00 90.00 80.00 70.00 60 00 50.00 40.00 30.00 20.00 10.00 0.00 100 10 Gravel 0.1 0.01 Grain Size (mm) 0.001 0.0001 Sand Silt Clay Tester/ by: Checked by: Approved bybVy | %aC APYhAqS R DRJT y§i%eU x^LGJ yxf R M MWSA KFL Project: Erer Gololcha I it Visibility Study Dsign Project Client: Ministry of Water Resource Location : Re senior T.Pit No. EB1-TP-O2(P-1) Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Sample No - 2 Sam. Type . Disturbed Test Type rHydromcter Date : 20/03/99 Depth(m) : 0.20-1.50 Total mass of sample, g 70 Sieve No Sieve Opmrtifnm) Mass of Sieve(g) Mass of sieve + Ref .soil(a) Mass of Ref soil (g) Percentage Retained Cumuladre % Retained Percentage Passing No 10 2.00 551 551.00 0.00 0.00 000 100.00 No 16 1.18 538.9 542.57 3.67 5.24 5.24 94.76 No 30 0.60 516.7 525.74 9.04 12.91 18.16 81.84 No 50 0.30 488.2 496.97 8.77 12.53 30.69 69.31 No 100 0.15 481.9 491.56 9.66 13.80 44.49 55.51 No 200 0.08 459.2 463.38 4.18 5.97 50.46 49.54 pan Hydrometer Analysis Specific Gravity of so. 2.6 Test Temperafun, deg.c 20 Elapsed Time (min) Actual Hydrometer Reading Tenprature deg.c Corrected Hydrometer Reading Effective Depth () m Coefficient K Grain Si^e (mm) Parentage Finer Combined 2 34.0000 20 27.0000 10.70 0.01365 0.0316 40.23 5 31.5000 20 24.5000 11.10 0.01365 0.0203 36.51 15 30.0000 20 23.0000 11.40 0.01365 0.0119 34.27 30 28.5000 20 21.5000 11.60 0.01365 0.0085 32.04 60 27.0000 20 20.0000 11.90 0.01365 0.0061 29.80 250 23.0000 22 17.0000 12.40 0.01353 0.0030 25 33 1440 21.0000 19 13.5000 12.90 0.01382 0.0013 20 12 Grain Size Distribution Curve.BS S' o 100.00 90.00 80 00 70.00 60.00 50.00 40 00 30.00 20.00 10.00 Grain Size Gravel Sand Silt Clay Tested iy:_____ ________________ Checked by:________ ___________ Approved by ___________________b\^ | %aC AFYmq$ R DRJT y§T%efl xcLGOF yxf R MWDSfi KFL Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Project : Ercr Gololcha Irr Visibility Study Dsign Project Client: Ministry of Waler Resource Location : Rescrvior T.Pit No. EB1-TP-O2(P-1) Depth(m): 0.20-1.50 Total mass of sample, g 70 Sample No - 2 Sam. Type : Disturbed Test Type :Hydrometer Date : 20/03/99 No O Sieve gmingfnrm) Mass of Sieve(g) Mass of sieve + Rr/ .soil(f Mass of Ret. soil (f Percentage Retained Cumulatiie % Retained Percentage Passing No 10 2.00 551 551.00 0.00 0.00 0.00 100.00 No 16 1.18 538.9 542.57 3.67 5.24 5.24 94.76 No 30 0.60 516.7 525.74 9.04 12.91 18.16 81.84 No 50 0.30 488.2 496.97 8.77 12.53 30.69 69.31 No 100 0.15 481.9 491.56 9.66 13.80 44.49 55.51 No 200 0.08 459.2 463.38 4.18 5.97 50.46 49.54 pan Actual Hydrometer Reading Tenprature deg.c Corrected Hydrometer Reading Hydrometer Analysts Specific Gravity of so. 2.6 _________ ________________________ Test Temperature, deg, c 20 Elapsed Time (min) Effective Depth Coefficient K w Grain Si^e (mm) Percentage Finer Combined 2 34.0000 20 27.0000 10.70 0.01565 0.0316 40.25 5 31.5000 20 24.5000 11.10 0.01365 0.0203 36.51 15 30.0000 20 23.0000 11.40 0.01365 0.0119 34.27 30 28.5000 20 21.5000 11.60 0.01365 0.0085 32.04 60 27.0000 20 20.0000 11.90 0.01565 0.0061 29.80 250 23.0000 22 17.0000 12.40 0.01353 0.0030 25.33 1440 21.0000 19 13.5000 12.90 0.01382 0.0013 20.12 Grain Size Distribution Curve,BS Gravel Tested by_______________________ Checked by Grain Size (mm) Sand Approved by .•bvy | %aC AFYM\q$_R DRJT y§i%eU xcLGG yxf R MWDSA KFL Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Project: Client : Location : T.Pit No. Dep th (m) : Ercr Gololcha In Visibility Study Dsign Project Ministry of Water Resource Reservior EBl-TP-03(P-l) 0.10-2.20 Total mass of sample, g 70 Mass of sieve + Mass of Ret. soil (p) Sample No - 3 Sam. Type : Disturbed Test Type : Hydrometer Date : 20/03/99 Sieve No Sieve Mass of Sieve(p) Percentage Retained Cumulative °/o Retained Percentage Passing No 10 2.00 551.00 551.00 0.00 0.00 0.00 100.00 No 16 1.18 538.90 542.11 3.21 4.59 4.59 95.41 No 30 0.60 516.70 524.09 7.39 10.56 15.14 84.86 No 30 0.30 488.20 495.53 7.33 10.47 25.61 74.39 No 100 0.15 481.90 489.82 7.92 11.31 36.93 63.07 No 200 0.08 459.20 464.42 5.22 7.46 44.39 55.61 pan Hydrometer Analysis Specific Gravity of so. 2.52 Test Temperature, deg.c 20 Elapsed Time (min) Actual 1 lydrometer Reading Tenprature deg.c Corrected Hydrometer Reading Effective Depth (cm) Coefficient K Grain Sift (mm) Percentage Finer Combined 2 36.0000 20 29.0000 10.40 001431 0.0326 44.00 5 34.0000 20 27.0000 10.70 0.01431 0.0209 40.96 15 32.0000 20 25.0000 11.10 0.01431 0.0123 37.93 30 30.0000 20 23.0000 11.40 0.01431 0.0088 34.89 60 29.0000 20 22.0000 11.50 0.01431 0.0063 53.38 250 24.0000 21 17.5000 12.40 0.01414 0.0031 26.55 1440 18.0000 19 10.5000 13.30 0.01449 0 0014 15.93 Grain Size Distribution Curve,BS ra c QJ u ha o Q. o c o U) 100.00 90.00 80 00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 Tested by: Checked by:_____________________ Approved by .•bW, | %aC A?YN\q$_R DRJT y§i%e]J x^_G (J yxf R MHNDSA KFL Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section Project: Client: Ercr Gololcha Irr Visibility Study Dsign Project Ministry of Water Resource Location : Rcscrvior T.Pit No. EBl-TP-04(P-2) Dcpth(m) : 0.10-2.20 Sample No - 1 Sam. Type : Disturbed Test Type : Hydrometer Date : 21/11/06 Sieve No O Sieve ptnintfmm) Mass of Sieve(t) Mass of sieve + Rs I .soil(g) Total mass of sample, g 70 Mass of Ret. soil (?) Percentage Retained Cumulatr.'t % Retained Percentage Passing No 10 2.00 551.00 551.00 0.00 0.00 0.00 100.00 No 16 1.18 538.90 541.59 2.69 3.84 3.84 96.16 No 30 0.60 516.70 524.76 8.06 11.51 15.36 84.64 No 50 0.30 488.20 499.31 11.11 15.87 31.23 68.77 No 100 0.15 481.90 492.13 10.23 14.61 45.84 54.16 No 200 0.08 459.20 470.14 10.94 15.63 61.47 38.53 pan Hydrometer Analysis Specific Gravity of so. 2.6 Test Temperature, deg.c 21 Elapsed Time (min) Actual Hydrometer Reading Tenprutune deg.c Corrected Hydrometer Reading Effective Depth Coefficient K Grain Jqy /'nr/wy Percentage Finer Combined 2 26.0000 21 19.5000 ___ 12.00 0.01369 0.0335 28.84 5 25.0000 21 18.5000 12.20 0.01369 0.0214 27.36 15 25.0000 21 18.5000 12.20 0.01369 0.0123 27.36 30 23.0000 21 16.5000 12.50 0.01369 0.0088 24.40 60 22.0000 22 16.0000 12.70 0.01353 0.0062 23.66 250 19.0000 23 13.5000 13.20 0.01321 0.0030 19.97 1440 18.0000 21 11.5000 13.30 0.01369 00013 17.01 Grain Size Distribution Curve,BS 100.00 90.00 80 00 70.00 60.00 50.00 40.00 30 00 20.00 10.00 Grain Size (r nm) Gravel Sand Silt Clay Tested by :______________ _____ Checked by :ywj I %aC AFYNA q$ RDRJT §B%au xcJLGCT yxf R MWDSA KFL Tel. 251 -116 -18 55 16/61 45 01 Fax 251 -116 - 61 53 71/61 08 98 c-mall w.w.d.s.e@telecom.netet Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Test Pit: EB1 -TP-02(P-2) Depth(m) : 0.20-1.50 LIQUID 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 1 Sample type : Disturbed Test type : Atterberg Limit Date : 16/11/06 Type of test LL LL LL LL Conteincr No. 10B YB AB CB No. of Blows 34 28 22 16 Wt.of sampto ♦ Tare wot 36.340 34.790 33.170 36.510 Wt.of sample ♦ Tare dry 31.490 30.350 28.940 31.410 Wt.of water 4.850 4.440 4.230 5.100 Tare 16.450 16.810 16.340 16.420 wt.of dry soil 15.040 13.540 12.600 14.990 Water content % 32.25 32.79 33.57 34 02 Type of test PL PL Conteiner No. HA EJ Wt.of sample + Tare wet 31.070 31.120 IM.of sample + Tare dry 29.030 29.130 Wt.of water 2.040 1.990 Tare 16.330 16.860 wt.of dry soil 12.700 12.270 Water content % 16.063 16.218 16.14 Flow curve Results Liquid Limit 33,06% Plastic limit 16,14% Plastic Index 16,92% Tested By _____________________ Checked By Approved Byyw; I %ac AFYNA q$__R DRJT §B%6V xgLQCT yxf R MHJDSA KFL X# Tel. 251 - 116 - 18 55 16/61 45 01 Fax 251 - 116-61 5371/61 08 98 e-mail w.w.d.s.e@telecom.netet Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-02(P-1) Depth(m): 0.20-1.50 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Water Works Design and Supervision Enterprise Laboratory Service Soil & Materia! Testing Section P.O.Bq* 2561 Addis Ababa Ethiopia Sample No 1 Sample type : Disturbed Test type : Atterberg Limit Date: 21/11/06 Type of test LL LL LL LL ConteinerNo. . 9B 10B 11B 12B No. of Blows 34 28 22 16 Wt.of sample * Tare wet 34.780 36.700 36.980 37.610 Wt.of sample ♦ Tare dry 30.010 31.360 31.690 32.000 Wt.of water 4.770 5.340 5.290 5.610 Tare 16.320 16.390 16.880 16.740 wt.of dry soil 13.690 14.970 14.810 15.260 Water co rtert % 34.84 35.67 35.72 36.76 Type of test PL PL Corteiner No. T10 T11 Wt of sample ♦ Tare wet 28.080 28.050 Wt.of sample ♦ Tare dry 26.260 26.200 Wt.of water 1.820 1.850 Tare 16.460 16.240 wt.of dry soil 9.800 9.960 Water content % 18.571 18.574 18.57 Flow curve Results Liquid Limit Plastic limit Plastic Index 35.66% 18.57% 17.09% Tested By _______________ Checked By_________________ Approved B_y________________ywj I %ac AFYNA q$ _R DRJ T §B%^ xgLG Q yxf R MhUDSA KFL Tel. 251 -1 16 - 18 55 16/61 45 01 Fax. 251 - 116 - 61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.netet Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: Depth(m): EB1-TP-03(P-2) 0.10-0.70 Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 1 Sample type : Disturbed Test type : Atterberg Limit Date : 13/11/06 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Type of test LL LL LL LL Corteiner No. y 6 k 3 No of Blows 35 28 22 16 Wt.of sample ♦ Tare wet 38.410 35.890 39.610 42.160 Wt.of sample ♦ Tare dry 32.220 30.280 32.790 34.640 Wt.of water 6.190 5.610 6.820 7.520 Tare 16.810 16.340 16.170 16.720 wt.of dry soil 15.410 13 940 16.620 17.920 Water cortent % 40.17 40.24 41.03 41.96 Type of test PL PL Conteiner No. A B Wt.of sample ♦ Tare wet 26.060 27.310 Wt.of sample + Tare dry 24.660 25.690 Wt .of water 1.400 1.620 Tare 16.370 16.380 wt.of dry soil 8.290 9.310 Water cortert % 16.888 17.401 17.14 Flow curve Results Liquid Limit 40.77% Plastic limit 17,14% Plastic Index 23,63%~ Tested By ___________________ Checked By Approved By_________________yw; | %aC APYNA R DRJ T §B%e]j xg^GCT Waterworks Design and Supervision Enterprise Laboratory Service yxf R MHNDSA KFL Soil & Mate rial Testi ng Section Tel. 251 -116- 18 55 16/61 45 01 P.O Box 2561 Fax. 251 - 116 - 61 53 71/61 08 98 Addis Ababa e-mail w.w.d.s.e@telecom.netet Ethiopia Project: Erer Gololcha Irr Visibility Study Design Project Sample No 2 Client: Ministry of Water Resource Sample type : Disturbed Location Reservior Test type : Atterberg Limit Test Pit: EB1-TP-03(P-2) Date : 22/11/06 Depth(m): 0.70-2.20 LIQUID AND PLASTIC UMIT DETERMINATIONS DATA AND COMPUTATION SHEET Type of test LL LL LL LL Conteiner No. 3D 4D 6D 7D No. of Blows 34 28 22 16 Wt.of sample ♦ Tare wet 35.990 38.240 36.850 36.120 Wt.of sample + Tare dry 30.740 32.390 31.260 30.370 Wl.of water 5.250 5.850 5.590 5.750 Tare 16.460 16.810 16.690 16.150 wt.of dry soil 14 280 15.580 14.570 14.220 Water content % 36 76 37.55 38.37 40.44 Type of test PL PL Conteiner No. TU TY Wt.of sample ♦ Tare wet 27.390 27.170 Wt.of sample * Tare dry 25.790 25.620 Wt.of water 1.600 1.550 Tare 16.370 16.380 wt.of dry soil 9.420 9.240 Water content % 16 985 16.775 16.88 Flow curve Results Liquid Limit Plastic limit Plastic Index 38.07% 16.88% 21,19% Tested By Checked By Approved Bjr___________________yw] | %a C AF YNA q$_ R DFU T §B%eU xgLGCI yxf R MHNDSA KFL Tel 251 - 116- 1855 16/61 45 01 Fax. 251 -116 - 61 53 71/61 08 98 e-mail w.w.d.s.e@telecomnetet Project: Erer Gololcha Irr Visibility Study Design Project Client. Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-03(P-1) Depth(m): 0.10-2.20 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 3 Sample type: Disturbed Test type : Atterberg Limit Date: 29/11/06 Type of test LL LL LL LL Conteiner No. 90 100 110 120 No. of Blows 34 28 22 16 VW.of sample + Tare wet 35.990 36.840 34.640 36.710 Wt.of sample ♦ Tare dry 30.890 31.450 29.380 31.000 Wt.of water 5.100 5.390 5.260 5.710 Tare 16 920 16.750 15 790 16.740 wt.of dry soil 13.970 14.700 13.590 14.260 Water content % 36.51 36.67 38.70 40.04 Type of test PL PL Conteiner No. CH LA Wt.of sample + Tare wet 27.500 27.470 Wt.of sample + Tate dry 25.830 25.710 Wt.of water 1.670 1.760 Tare 16.560 15.940 wt.of dry soil 9.270 9.770 Water content % 18.015 18 014 18.01 Flow curve Results Liquid Limit 37,76% Plastic limit 18.01% Plastic Index 19,75% Tested By_____________________ Checked By________________ _— Approved By-yw] | %a C AF YNA q£__R DRJ T §B%eU xgLGCT yxf R MHNDSA KF L Tel. 251 -116- 18 55 16/61 45 01 Fax. 251 -116 - 61 53 71/61 08 98 Location : Reservior Test Pit: EB1-TP-04(P-2) Depth(m): 0.20-1.20 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET e-mail w.w.d.s.e@telecomneLet Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 1 Sample type : Disturbed Test type : Atterberg Limit Date: 20/11/06 Type of test LL LL LL LL Conteiner No. YO NA SE GC No. of Blows 34 28 22 16 Wt.of sample ♦ Tare wet 37.430 38.520 37.160 37.280 Wt.of sample ♦ Tare dry 32.840 33.660 32.690 32.380 Wt.of water 4.590 4.860 4.470 4.900 Tare 16.300 16.470 17.160 16.260 wt.of dry soil 16.540 17.190 15.530 16.120 Water content % 27.75 28.27 28.78 30.40 Type of test PL PL Conteiner No. E-10 G-11 Wt.of sample ♦ Tare wet 28.270 28.150 Wt.of sample * Tare dry 26.890 26820 Wt.of water 1.380 1.330 Tare 16.530 16910 wt.of dry soil 10.360 9.910 Water contert % 13 320 13.421 13.37 Flow curve Results Liquid Limit 28,66% Plastic limit 13.37% Plastic Index 15 29% Tested By Checked By_____________________ Approved By____________________yw[ |%aCAFYNAqi RDRJT §B%eU xg(_G& yxf R MHNDSA KFL 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@telecomnet.et Project: Client: Erer Gololcha Irr Visibility Study Design Project Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-O4(P-2) Waterworks Design and Supervision Enterprise Laboratory Service Soil & Materiaf Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 2 Sample type : Disturbed Test type : Atterberg Limit Date : 16/11/06 Depth(m): 1.30-3.0 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Type of test LL LL LL LL Conteiner No. O 2 B 30 No. of Blows 34 28 22 16 Wt.of sample + Tare wet 34.940 36.400 36.310 36.450 Wt.of sample + Tare dry 29.950 30.940 30.510 30.700 Wt.of water 4.990 5.460 5.800 5.750 Tare 17 070 16.920 16.380 16.750 wt.of dry soil 12.880 14.020 14.130 13.950 Water content % 38.74 38.94 41.05 41.22 Type of test PL PL Conteiner No. A* 20 Wt.of sample + Tare wot 28.860 28.690 Wt.of samplo + Tare dry 26.800 26.670 Wt.of water 2.060 2.020 Taro 16.450 16.640 wt.of dry soil 10.350 10.030 Water cortent % 19 903 20.140 20.02 Flow curve Results Liquid Limit Plastic limit Plastic Index 39,85% 20.02% 19.83% Tested By Checked By_____________________ Approved By____________________yw; | %aC AFYNA q$ _RDRJT §B%e1J x£.Q& yxf R MHNDSA KFL Tel. 251 - 116- 18 55 16/61 45 01 Fax. 251 - 116-61 5371/61 08 98 e-mail w.w.d.s.e@telecom.net.et Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-04 (P-1) Depth(m) : 0.20-3.0 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Water Works Design and Supervision Enterprise Laboratory Service Soil & Materia! Testing Section PO.Sox 2561 Addis Ababa Ethiopia Sample No 3 Sample type : Disturbed Test type : Atterberg Limit Date : 30/11/06 Type of test LL LL LL LL Conteiner No. AA KK TY Fl No. of Blows 34 28 22 16 Wt.of sample ♦ Tare we! 34.820 38.950 37.800 37.920 Wt.of sample ♦ Tare dry 30.690 33.820 32.890 32.760 Wt.of water 4.130 5.130 4.910 5.160 Tare 16.130 16.560 16.650 16.650 wt.of dry soil 14.560 17.260 16.240 16.110 Water content % 28.37 29.72 30.23 32.03 Type of test PL PL Corteiner No. 3B 5B Wt.of sample •♦■Tare wet 28.060 29.410 Wt of sample + Tare dry 26.620 27 870 Wt.of water 1.440 1.540 Tare 16.100 16.450 wt.of dry soil 10.520 11 420 Water content % 13.688 13.485 13.59 Flow curve Results Liquid Limit Plastic limit Plastic Index 29,90% 13,59% 16.31% Tested By Checked By_ Approved Byyw| I %ac A?YNA q£ _R DRJ T §B%6T xgLGCJ yxf R MHND SA KF L Tel. 251 - 116 - 10 55 16/61 45 01 Fax. 251 -116 -61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.nctet Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-06(P-2) Depth(m): 0.20-1.60 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Water Works Design and Supervision Enterprise Laboratory Service Soii & Materia! Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 1 Sample type : Disturbed Test type : Atterberg Limit Date : 15/11/06 Type of test LL LL LL LL Corteiner No. 120 130 140 150 No. of Blows 34 28 22 16 Wt.of sample ♦ Tare wet 33.090 34.190 33.460 34.510 Wt.of sample + Tare dry 28.580 29.310 28.470 29.180 Wt.of water 4.510 4.880 4.990 5.330 Tare 16.280 16.470 16.220 16.180 wt.of dry soil 12.300 12.840 12.250 13.000 Water co rtert % 3667 38.01 40.73 41.00 Type of test PL PL Corieiner No. PP SS Wt.of sample ♦ Tare wet 27.760 27.610 Wt.of sample + Tare dry 26.080 25.930 Wt.of water 1.680 1.680 Tare 16.640 16.400 wt.of dry soil 9.440 9 530 Water cortent % 17.797 17.629 17.71 Flow curve Results Liquid Limit Plastic limit 38.85% 17.71% Plastic Index 21.14% Tested By -------------- - -------------- - Checked By_______________ — Approved By-------- .-------------------yw; |%aCAFYNAq£_______R DRJ T §B%eU xgLGdF yxf R MHNDSA KFL Tel. 251 - 116 - 18 55 16/61 45 01 Fax. 251 -116-61 53 71/61 08 98 e-mail w.w.d.s.c@telecomneLct Project: Client: Erer Gololcha Irr Visibility Study Design Project Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-06(P-2) Depth(m): 1.60-2.50 UQUID AND PLASTIC UMIT DETERMINATIONS DATA AND COMPUTATION SHEET Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 2 Sample type : Disturbed Test type : Atterberg Limit Date : 20/11/06 Type of test LL LL LL LL Corteinef No. 1 3 20 EJ No. of Blows 15.2 17.5 23.3 25.7 Wl.of sample ♦ Tare wet 36.720 35.720 35.510 34.810 Wt.of sample + Tare dry 33.060 31.940 31.720 31.070 Wl.of water 3.660 3.780 3.790 3.740 Tare 16.310 16.420 16.650 16.870 wt.of dry soil 16.750 15.520 15.070 14.200 Water corteri % 21.85 24.36 25.15 26.34 Flow curve Penetration,mm ResultThe Liquid Limit Corresponding to 20mm penetration is 24.27 % Tested By Checked By Approved By ywj |%aCAFYNAq£R DRJ T §B%eK xgLQCT yxf R MHNDSA KFL r\\ ■, Tel. 251 -116-18 5516/61 45 01 Fax. 251 -116 - 61 53 71/61 08 98 e-mail w.w.d s.e@telecom.net.et Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-06 (P-1) Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 3 Sample type Disturbed Test type : Atterberg Limit Date : 30/11/06 Depth(m): 0.20-2.50 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Type of test LL LL LL LL Conteiner No. 4 6 8 10 No. of Blows 15.0 18.7 23.8 25.9 Wt.of sample * Tare wet 37.460 37.140 35.530 32.070 Wt.of sample + Tare dry 33.530 33.060 31.780 28 800 Wt.of water 3.930 4.080 3.750 3.270 Tare 16.820 16.600 16.800 16.330 wt.of dry soil 16.710 16.460 14.980 12.470 Water content % 23.52 24.79 25.03 26 22 Flow curve Penetration,mm ResultThe Liquid Limit Corresponding to 20mm penetration is 24.78 % Tested Checked Approved By By By yxf R MHND.SA KFL Project: Client: Location : Test Pit: Tel. 251 -116- 18 55 16/61 45 01 Fax. 251 -116 - 61 53 71/61 08 98 e-mail w.w.d.s.egtelecomnetet Erer Gololcha Irr Visibility Study Design Project Ministry of Water Resource Reservior EB1-TP-09(P-2) Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 1 Sample type : Disturbed Test type : Atterberg Limit Date : 15/11/06 Depth(m): 0.90-2.20 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Type of tost LL LL LL LL Corteiner No. U-2 102 302 P No. of Blows 34 28 22 16 Wt.of sample + Tare wot 32.670 35.290 35.390 33 760 Wt.of sample ♦ Tare dry 28.810 30.720 30.640 29.260 Wt.of water 3.860 4.570 4.750 4.500 Taro 16.300 16.400 16.200 16.160 wt.of dry soil 12.510 14.320 14.440 13.100 Wator cortert % 30.86 31.91 32.89 34.35 Type of tost PL PL Corteiner No. 1 3 Wt.of sample ♦ Tare wet 27.590 28.020 Wt.of sample ♦ Tare dry 26.130 26.490 Wt.of water 1.460 1.530 Tare 16.310 16.420 wt.of dry soil 9.820 10.070 Water cortent % 14 868 15.194 15.03 Flow curve Results Liquid Limit Plastic limit Plastic Index 32.33% 15,03% 17.30% Tested By Checked By _________________ — Approved By_______________ _____ _yw; |%aCA?YNAq£RDRJT §B%eU xgLG (T yxf R MHNDSAKFL Tel. 251 -116-18 55 16/61 45 01 Fax. 251 -116 - 61 53 71/61 08 98 e-mail w.w.d.s.egtelecomnetet Project: Erer Gololcha Irr Visibility Study Design Project Client : Ministry of Water Resource Location . Reservior Test Pit: EB1-TP-09 (P-1) Depth(m): 0.90-3.0 □QUID AND PLASTIC UMIT DETERMINATIONS DATA AND COMPUTATION SHEET Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 3 Sample type Disturbed Test type : Atterberg Limit Date; 28/11/06 Type of test LL LL LL LL Corteiner No. 50 60 70 80 No. of Blows 34 28 22 16 Wt.of sample ♦ Tare wet 37.330 36.950 37.980 39.290 Wt.of sample + Tare dry 32.420 31.920 32.550 33.470 Wt.of water 4.910 5.030 5.430 5.820 Tare 16.520 16.320 16.290 16 060 wtof dry soil 15.900 15.600 16.260 17.410 Water co rtert % 30.88 32.24 33.39 33.43 Type of test PL PL Corteiner No. B-5 B-6 Wt.of sample ♦ Tare wet 30.040 30.370 Wt.of sample ♦ Tare dry 28.260 28480 WLof water 1.780 1.890 Tare 16.700 16.280 wt.of dry soil 11.560 12.200 Water cortert % 15.398 15.492 15.44 Flow curve Results Liquid Limit 32.35% Plastic limit 15.44% Plastic Index 16.91% Tested By Checked By Approved By yw| I %aCAFYNAq$______R DRJ T §B%e1J xgLGCT yxf R MHNDSA KFL 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@telecomnetet Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location: Reservior Test Pit: EB1-TP-11(P-2) Depth(m): 0.70-2.50 UQUID 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 1 Sample type : Disturbed Test type : Atterberg Limit Date : 22/11/06 Type of test LL LL LL LL Conteiner No. 10 2C 4C 5C No. of Blows 34 28 22 16 Wt.of sample + Tare wet 35.550 33.550 33.920 37.480 Wt.of sample + Tare dry 29.210 27 800 27.910 i 30.140 W.of water 6.340 5.750 6.010 7.340 Tare 16.090 16.170 16 240 16.270 wt.of dry soil 13.120 11.630 11.670 13.870 Water content % 48.32 49.44 51.50 52.92 Type of test PL PL Conteiner No. AA KK Wt.of sample ♦ Taro wet 27.000 26.520 Wt.of sample + Tare dry 25.090 24 740 Wt.of water 1.910 1.780 Tare 16.120 16.550 wt.of dry soil 8.970 8.190 Water content % 21.293 21.734 21.51 Flow curve — — \A -X Results Liquid Limit Plastic limit Plastic Index 50,30% 21.51% 28.79% Tested By Checked By_ Approved Byyw| |%aCAFYNAq£R DRJ T , §B%e^ xg|_G GT yxf R MHNDSA KFL Tel. 251 -116- 18 55 1 6/61 45 01 Fax. 251 -116 - 61 53 71/61 08 98 e-mail w.w.d.s.e^telecomnetet Project Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-11 (P-1) Depth(m): 0 70-2.50 UQUID AND PLASTIC UMIT 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 2 Sample type . Disturbed Test type : Atterberg Limit Date: 28/11/06 Type of test LL LL LL LL Corteiner No. 5’ X' K’ Z’ No. of Blows 34 28 22 16 Wt.of sample ♦ Tare wet 33.700 35.820 35.670 37.760 Wt.of sample + Tare dry 27.980 29.220 29.030 30.420 Wt.of water 5.720 6.600 6.640 7.340 Tare 16.170 16.280 16.260 16.440 wt.of dry soil 11.810 12.940 12.770 13.980 Water cortert % 48.43 51.00 52.00 52.50 Type of test PL PL Corteiner No. DC CD Wt of sample + Tare wet 26.910 28.440 Wt.of sample ♦ Tare dry 24.760 26.080 Wt.of water 2.150 2.360 Tare 16.150 17.070 wtof dry soil 8.610 9.010 Water cortcrt % 24.971 26 193 25.58 Flow curve Results Liquid Limit 50.80% Plastic limit 25.58% Plastic Index 25.22%yw| |%aCAPYNAq£ _RDRJT §B%eU xcM3CT yxf R MHNDSA KFL Tel. 251 -116-18 55 16/61 45 01 Fax. 251 -116-61 5371/61 08 98 e-mail w.w.d.s.e@telecom.net.et Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-12(P-2) Depth(m) : 1.30-2.0 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Sample No 1 Sample type : Disturbed Test type : Atterberg Limit Date : 15/11/06 Type of test LL LL LL LL Container No. 200 300 400 500 No. of Blows 34 28 22 16 Wt.of sample + Tare wet 35.830 34.410 34.200 34.490 Wt.of sample + Tare dry 29.510 28.310 28.150 28.210 Wt.of water 6.320 6.100 6.050 6.280 Tare 16.800 16.250 16.510 16.390 wt.of dry soil 12.710 12.060 11.640 11.820 Water content % 49.72 50.58 51.98 53.13 Type of test PL PL Container No. RR IK Wt.of sample + Tare wet 29.000 28.650 Wt.of sample ♦ Tare dry 26.410 26.120 Wt.of water 2.590 2.530 Tare 16.360 16.660 wt.of dry soil 10.050 9.460 Water content % 25.771 26.744 26.26 Flow curve Results Liquid Limit Plastic limit Plastic Index 51,17% 26.26% 24.91% Tested By Checked By Approved By_________________yw| |%aCAFYNAq$______ RDRJT §B%e]J xgLQCT yx/ R MHND SA KFL Tel. 251 - 116-18 55 16/61 45 01 Fax. 251 -116 - 61 53 71/61 08 98 Location : Reservior Test Pit: EB1-TP-12 (P-1) Depth(m): 1.30-2.0 LIQUID AND PLASTIC UMIT DETERMINATIONS DATA AND COMPUTATION SHEET e-mail w.w.d.s.e@telecom.net.et Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 2 Sample type : Disturbed Test type : Atterberg Limit Date: 28/11/06 Type of test LL LL LL LL Contcinor No. IK JB CJ NA No. of Blows 34 28 22 16 Wt.of sample + Tare wet 35.570 34.940 37.730 38.410 VW of sample ♦ Tare dry 29.740 28.960 30.680 31.140 Wt.of water 5.830 5.980 7.050 7.270 Tare 16.870 16.320 16.250 16.470 wt.of dry soil 12 870 12.640 14.430 14.670 Water co ntert % 45.30 47.31 48.86 49.56 Type of test PL PL Conteiner No. 50B 60A VW.of sample ♦ Tare wet 28.150 29.080 Wt.of sample ♦ Tare dry 25.850 26.620 Wt.of water 2.300 2.460 Tare 16.250 16.410 wt.of dry soil 9.600 10.210 Water content % 23.958 24.094 24.03 Flow curve 51.00 50 00 49.00 4K — ♦ Results Liquid Limit Plastic limit Plastic Index 47,55% 24.03% 23.52% — Tested By Checked By- Approved By_yw{ | %aC AFYNAq$__R DRJT §B%$U xcJ_Q (J yxf R MHNDSA KFL Tel. 251 - 116 - 18 55 16/61 45 01 Fax. 251 - 116-61 53 71/61 0898 e-mail w.w.d.s.e@telecom.net.et Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-12 (P-1) Depth(m): 0.2-1.3 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Water Works Design and Supervision Enterprise Laboratory Service Soil & Materia! Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 3 Sample type : Disturbed Test type : Atterberg Limit Date: 28/11/06 Type of test LL LL LL LL Conteiner No. 110 120 130 140 No. of Blows 34 28 22 16 Wt.of sample + Tare wet 36.540 37.190 39.640 38.150 Wt.of sample + Tare dry 31.410 32.060 33.440 32.200 Wt.of water 5.130 5.130 6.200 5.950 Tare 16.290 17.060 16.290 16.870 wt.of dry soil 15.120 15.000 17.150 15.330 Water content % 33.93 34.20 36.15 38.81 Type of test PL PL Conteiner No. 15 17 Wt.of sample + Tare wet 27.180 27.930 Wt.of sample + Tare dry 25.640 26.290 Wt.of water 1.540 1.640 Tare 16.720 16 920 wt.of dry soil 8.920 9.370 Water content % 17.265 17.503 17.38 Flow curve Results Liquid Limit 35.50% Plastic limit 17 38% Plastic Index 18 12%yw] |%aCA?YNAq£ _RDRJT §B%eH xgLG CT yxf R MHNDSA KFL Tel 251 -116- 18 5516/61 45 01 Fax 251 -116 - 61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.net.et Project. Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit. EB1-TP-14(P-2) Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 2 Sample type : Disturbed Test type : Atterberg Limit Date : 20/11/06 Depth(m): 0 90-2.0 UQUIO AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Type of test LL LL LL LL Conteiner No. A-4 A-5 A-6 A-7 No. of Blows 34 28 22 16 Wt.of sample + Tare wet 36.190 36.490 36.820 37.170 Wt.of sample ♦ Tare dry 30.980 31.220 31.430 31.420 Wt.of water 5.210 5.270 5.390 5.750 Tare 16.640 16 750 16.920 16.300 wt.of dry soil 14.340 14.470 14.510 15.120 Water content % 36.33 36.42 37.15 38.03 Type of test PL PL Conteiner No. FF EE Wt.of sample ♦ Tare wet 27.810 27.800 Wt.of sample + Tare dry 26.200 26 120 Wt.of water 1.610 1.680 Tare 16.710 16.500 wt.of dry soil 9.490 9.620 Water content % 16.965 17.464 17.21 Flow curve Results Liquid Limit 36,89% Plastic limit 17.21% Plastic Index 19 68% Tested By Checked By Approved By____________________yw| | %aC AF YNA qj R DRJ T §B%eH xgLG GF y-xf RMHNDSA KFL 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@telecomnetet Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-14(P-2) Depth(m): 0.2-0.90 UQUID AND PLASTIC UMIT 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 1 Sample type : Disturbed Test type : Atterberg Limit Date : 15/11/06 Type of test LL LL LL LL Contoiner No. 106 107 108 109 No. o( Blows 34 28 22 16 Wt.of sample * Tare wot 35.800 35.590 34.320 37.490 Wt.of sample + Tare dry 30.430 30.240 29.340 31.580 Wt.of water 5.370 5.350 4 980 5 910 Tare 16 440 16.310 16.630 16.740 wt.of dry soil 13.990 13.930 12.710 14.840 Water content % 38.38 38.41 39 18 39.82 Type of test PL PL Conteiner No. V VA Wt.of sample + Tare wet 27.800 28.340 Wt.of sample ♦ Tare dry 25.730 26.180 Wt.of water 2.070 2.160 Tare 16.380 16.670 wt.of dry soil 9.350 9 510 Water content % 22.139 22.713 22.43 Flow curve Results Liquid Limit 38,86% Plastic limit 22 43%“ Plastic Index 16 43% Tested By Checked By_ Approved Byyw[ |%aCA!!YNAq£ R DRJ T §B%e1J xctatj yxfR MWDSA KF L Tel. 251-116-18 5516/61 45 01 Fax. 251 -116 - 61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.netet Project Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-14 (P-1) Depth(m): 0.20-2.80 LIQUID AND PLASTIC UMIT DETERMINATIONS DATA AND COMPUTATION SHEET Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 3 Sample type : Disturbed Test type : Atterberg Limit Date . 06/12/06 Type of test LL LL LL LL Corteiner No. 30B 40B SOB EH No. of Bbw 34 28 22 16 Wt.of sample *■ Tare wet 36.050 34.820 36.380 35.780 Wt.of sample ♦ Tare dry 31.360 30.210 31.220 30.590 Wt of water 4.690 4.610 5.160 5.190 Tare 17.080 16.340 16.250 16.220 wtof dry soil 14.280 r 13.870 14.970 14.370 Water cortert % 32.84 33.24 34.47 36.12 Type of test PL PL Corteiner No. 9’ 10’ Wt.of sample ♦ Tare wet 28.340 28.560 Wt.of sample + Tare dry 26.670 26.850 Wt.of water 1.670 1.710 Tare 16.690 16.500 v.1 of dry soil 9.980 10.350 Water content % 16.733 16.522 16.63 Flow curve Results Liquid Limit 34.00% Plastic limit 16.63% Plastic Index 17,37% Tested By _ Checked By Approved By____________________yw‘ | %aCAFYNAq£______ RDRJT §B%e1J xgLG O’ •• ■ R Tel. 251 - 116- 18 5516/51 45 01 Fax. 251 -116 - 61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.netet Project: Erer Gololcha Irr Visibility Study Design Project Client. Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-15(P-2) Depth(m). 0.70-2.20 □QUID AND PLASTIC UMIT DETERMINATIONS DATA AND COMPUTATION SHEET Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 1 Sample type : Disturbed Test type : Atterberg Limit Date. 13/11/06 Typo of test LL LL LL LL Conteincr No. 50 60 70 90 No. of Blows 34 28 22 16 Wt.of sample + Tare wet 34.900 36.050 34.390 33.210 Wt.of sample + Tare dry 29.950 30.770 29.280 28.380 Wt.of water 4.950 5.280 5.110 4.830 Tare 16.500 16.590 16.060 16.230 wt.of dry soil 13.450 14.180 13.220 12.150 Water content % 36.80 37.24 38.65 39.75 Type of test PL PL Corteiner No. 102 101 Wt.of sample + Taro wot 28.480 28.140 Wt.of sample ♦ Tare dry 26.540 26.270 Wt.of water 1.940 1.870 Tare 16.390 16.490 wt.of dry soil 10.150 9.780 Water contort % 19.113 19.121 I 19121 Flow curve Results Liquid Limit 37.94% Plastic limit 19 12%_ Plastic Index 18.82%_ Tested By______________________ Checked By—--------------------------------- Approved By-—-yw* |%aCAFYNAq$ _RDRJT §B%$U x^Q CT yxf R MHNDSA KFL Tel 251 - 116-18 55 16/61 45 01 Fax. 251 -116-61 53 71/61 08 98 e-mail w.w.d.s.egtelecom.netet Project: Erer Gololcha Irr Visibility Study Design Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-15 (P-1) Depth(m): 0.70-2.20 LIQUID AND PLASTIC LIMIT DETERMINATIONS DATA AND COMPUTATION SHEET Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Sample No 2 Sample type : Disturbed Test type : Atterbery Limit Date : 29/11/06 Type of test LL LL LL LL Corteiner No. 1A 2A 3A 4A No. of Blows 34 28 22 16 Wt.of sample ♦ Tare wet 37.210 36.460 36.090 34.910 Wt.of sample * Tare dry 31.180 30.390 30.100 29.070 Wt.of water 6.030 6.070 5.990 5.840 Tare 16.910 16.420 16.400 16.210 wt.of dry soil 14.270 13.970 13.700 12.860 Water confer! % 42.26 43.45 43.72 45.41 Type of test PL PL Corteiner No. F" E" Wt.of sample ♦ Tare wet 27.140 27.110 Wt.of sample ♦ Tare dry 25.530 25.450 Wt.of water 1.610 1.660 Tare 16.720 15.880 wt.of dry soil 8.810 9.570 Water content % 18.275 17.346 17.81 Flow curve Results Liquid Limit 43.55% Plastic limit 17.81% Plastic Index 25.74% Tested By ------------- ----------------- Checked By ------ ------------------ — Approved By-yw] I %aC AFYNA q£____ R DRJT §B%e^ xc^LGCT yxt R MHNDSA KFL Tel 251 - 116- 18 55 16/61 45 01 116-61 53 71/61 08 98 e-mail w.w.d.s.e@te1ecom.net.et Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Project: Erer Gololcha Irr Feasibility Study Dsign Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-02(P-1) Depth(m) : 0.20-1.50 Sample No 2 Sample Type disturbed Test type : Standard Proctor Date : 12/3/99 Lab.test No. 1 2 3 45 Water in cc 140 200 260 320 380 Wt.of mould + Wet sample(g) 3359 3607 3716 3660 3592 Wt.of mould (g) 1735 1735 1735 1735 1735 Wt.of wet soil(g) 1624 1872 1981 1925 1857 Volume of mould cm3 944 944 944 944 944 Wet Density mg /cm3 1.72 1.98 2.10 2.04 1.97 Moisture content Tin No. D B G C E Wet soil + tin (g) 121 68 154.30 148.12 209.65 232.49 Dry soil + tin (g) 111.43 136.9 128.54 177.31 193.26 Wt of tin (g) 16.55 16.24 16.3 16.68 16.85 Wt of Water (g) 10.25 17.4 19.58 32.34 39.23 Wt of Dry soil (g) 94.88 120.66 112.24 160.63 176.41 Moisture content % 10.80 14.42 17.44 20.13 22.24 Dry Density mg /cm3 1.553 1.733 1.787 1.697 1.609 Zero Air Voids 100% 2.06 1.92 1.81 1.73 1.67 MDD : 1.787 gm/cc OMC : 17.10% TESTED BY> CHECKED BY APPROVED BYyw[ | %aC AFYNAql____ -R DRJT §B%efl xcM3dr yxf R MHNDSA KFL Tel. 251 - 116-18 55 16/61 45 01 116 -61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.net.et Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Project: Erer Gololcha Irr Feasibility Study Dsign Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-03(P-1) Depth(m): 0.10-2.20 Sample No 3 Sample Type disturbed Test type : Standard Proctor Date : 22/3/99 Lab.test No. 1 2 3 4 5 Water in cc 200 260 320 380 440 Wt.of mould + Wet sample(g) 3435 3615 3665 3605 3545 Wt.of mould (g) 1735 1735 1735 1735 1735 Wt.of wet soil(g) 1700 1880 1930 1870 1810 Volume of mould cm3 944 944 944 944 944 Wet Density mg /cm3 1 80 1.99 2.04 1.98 1.92 Moisture content Tin No. A" C” 17 15 E” Wet soil + tin (g) 119.9 139.39 148.65 182 45 204.14 Dry soil + tin (g) 106.9 122.39 127.20 151.96 165.42 Wt of tin (g) 16.30 16.25 16.9 16.72 16.5 Wt of Water (g) 13 17 21.45 30.49 38.72 Wt of Dry soil (g) 90.6 106.14 110.3 135.24 148.92 Moisture content % 14.35 16.02 19.45 22.55 26.00 Dry Density mg /cm3 1.575 1.717 1.712 1.616 1.522 Zero Air Voids 100% 1.85 1.86 1.75 1.66 1.57 MOD : 1.730 gm/cc OMC : 17 30 % TESTED BY.- CHECKED BY APPROVED BYyw] I %3C A?YNAqi__R DRJT §B%$U xgLQ CT yxf R MHNDSA KFL Tel. 251 - 116-18 55 16/61 45 01 116-61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.netet Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section PO.Box 2561 Addis Ababa Ethiopia Project: Erer Gololcha Irr Feasibility Study Dsign Project Client: Ministry of Water Resource Location : Reservior Test Pit: EB1-TP-04(P-1) Depth(m): 0.20-3.0 Sample No 3 Sample Type :Disturbed Test type : Standard Proctor Date : 26/3/99 Lab test No. 1 2 3 4 5 Water in cc 140 200 260 320 380 Wt of mould + Wet sample(g) 3436 3681 3712 3635 3575 Wt.of mould (g) 1735 1735 1735 1735 1735 Wt.of wet soil(g) 1701 1946 1977 1900 1840 Volume of mould cm3 944 944 944 944 944 Wet Density mg /cm3 1.80 2.06 2.09 2.01 1.95 Moisture content Tin No. 36 29 31 30 35 Wet soil + tin (g) 115.42 143.75 175.99 185.64 215.36 Dry soil + tin (g) 105.72 128.41 153.14 156.98 178.01 Wt of tin (g) 16.07 16.27 16.5 16.38 16.64 Wt of Water (g) 9.7 15.34 22.85 28.66 37.35 Wt of Dry soil (g) 89.65 112.14 136.64 140.6 161.37 Moisture content % 10.82 13.68 16.72 20.38 23.15 Dry Density mg /cm3 1.626 1.813 1.794 1.672 1.583 Zero Air Voids 100% 2.06 1.94 1.84 1.72 1.64 MDD : 1.826 grn/cc OMC : 14.60 % TESTED BY:- CHECKED BY > APPROVED BYyw] | %aC A.pYNAq£ _R DRJT §B%eU x^_GCJ Water Works Design and Supervision Enterprise Laboratory Service yx f R MHNDSA KFL Soil & Material T esting Section Tel. 251 -116- 1855 16/61 4501 P.O.Box 2561 116-61 53 71/61 08 98 Addis Ababa e-mail w.w.d.s.e@telecom.net.et Ethiopia Project: Erer Gololcha Irr Feasibility Study Dsign Project Sample No 3 Client: Ministry of Water Resource Sample Type :Disturbed Location : Reservior Test type : Standard Proctor Test Pit: EB1 -TP-06(P-1) Date : 26/3/99 Depth(m) : 0.20-2.50 Lab.test No. 1 2 3 4 5 Water in cc 80 140 200 260 320 Wt.of mould + Wet sample(g) 3445 3608 3739 3689 3658 Wt.of mould (g) 1735 1735 1735 1735 1735 Wt.of wet soil(g) 1710 1873 2004 1954 1923 Volume of mould cm3 944 944 944 944 944 Wet Density mg /cm3 1.81 1.98 2.12 2.07 2.04 Moisture content Tin No. 18 23 20 21 22 Wet soil + tin (g) 144.03 132.46 177.01 169.65 207.88 Dry soil + tin (g) 136.98 122.59 159.23 147.36 178.84 Wt of tin (g) 17.06 16.53 16.27 16.22 16.6 Wt of Water (g) 7.05 9.87 17.78 22 29 29.04 Wt of Dry soil (g) 119 92 106.06 142.96 131.14 162.24 Moisture content % 5.88 9.31 12.44 17.00 17.90 Dry Density mg /cm3 1.711 1.815 1.888 1.769 1.728 Zero Air Voids 100% 2.26 2.09 1.96 1.80 1.77 MDD : 1.889 gm/cc OMC : 12.20 % TESTED BY:- CHECKED BY :- APPROVED BYyw] I %ac AFYNA q$ _R DRJT §B%dU xgLG CT yxf R MWDSA KFL Tel. 251 - 116 - 18 55 16/61 45 01 116-61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.netet Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P O Box 2561 Addis Ababa Ethiopia Project: Client: Location : Erer Gololcha Irr Feasibility Study Dsign Project Ministry of Water Resource Reservior Test Pit: EB1-TP-09(P-1) Depth(m) : 0.90-3.0 Sample No 3 Sample Type :Disturt»ed Test type ' Standard Proctor Date : 26/3/99 Lab.test No. 1 2 3 4 Water in cc 140 260 320 380 Wt.of mould + Wet sample(g) 3500 3731 3645 3594 Wt.of mould (g) 1735 1735 1735 1735 Wt.of wet soil(g) 1765 1996 1910 1359 Volume of mould cm3 944 944 944 944 Wet Density mg /cm3 1.87 2 11 2.02 1 97 Moisture content Tin No. 32 34 35 36 Wet soil + tin (g) 127.73 201.8 186.30 257.85 Dry soil + tin (g) 118.29 176.80 158.85 214.97 Wt of tin (g) 16.42 16.32 16.4 16.45 Wt of Water (g) 9.44 25 27.45 42.88 Wt of Dry soil (g) 101.87 160.48 142.45 198.52 Moisture content % 9.27 15.58 19.27 Dry Density mg /cm3 21 60 1.711 1.829 1.696 Zero Air Voids 100% 1.619 2.12 1.87 1.75 1 68 MDD 1.830 gm/cc OMC 15.50 % TESTED BY:- CHECKED BY APPROVED BYyw| I %ac AFYNAql _R DRJT §B%$H xgLGCJ yxf R MHNDSA KFL Tel. 251 - 116- 18 5516/61 45 01 116-61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.netet Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Project: Erer Gololcha Irr Feasibility Study Dsign Project Client: Location : Ministry of Water Resource Reservior Test Pit: EB1-TP-11 (P-1) Depth(m): 0.70-2.50 Sample No 2 Sample Type iDisturbed Test type : Standard Proctor Date : 26/3/99 Lab.test No. 1 2 3 4 5 Water in cc 200 260 320 380 440 Wt.of mould + Wet sample(g) 3306 3416 3562 3535 3535 Wt.of mould (g) 1735 1735 1735 1735 1735 Wt.of wet soil(g) 1571 1681 1827 1800 1800 Volume of mould cm3 944 944 944 944 944 Wet Density mg /cm3 1.66 1 78 1.94 1.91 1.91 Moisture content Tin No. 24 26 28 27 25 Wet soil + tin (g) 116.78 117.02 166.69 144.37 161.91 Dry soil + tin (g) 102.26 99 84 137.95 117.79 127.76 Wt of tin (g) 16.16 16.14 16.16 16.27 15.93 Wt of Water (g) 14.52 17.18 28.74 26.58 34.15 Wt of Dry soil (g) 86.1 83.7 121.79 101.52 111.83 Moisture content % 16.86 20.53 23.60 26.18 30.54 Dry Density mg /cm3 1.424 1.477 1.566 1.511 1.461 Zero Air Voids 100% 1.86 1.74 1.65 1.58 1.48 MDD : 1.567 gm/cc OMC: 23.70 % TESTED BY:- CHECKED BY APPROVED BYyw{ I %ac AFYNAqi _R DRJT §B%6U xgLQCT yxfR MWDSA KFL Tel. 251 -116 - 18 55 16/61 45 01 116-61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.netet Waterworks Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Project: Client: Location : Erer Gololcha I rr Feasibility Study Dsign Project Ministry of Water Resource Reservior Test Pit: EB1-TP-12(P-1) Depth(m) : 0.20-1.30 Sample No 3 Sample Type :Disturbed Test type : Standard Proctor Date : 22/3/99 Lab.test No. 1 2 3 4 5 Water in cc 140 200 260 320 380 Wt.of mould + Wet sample(g) 3510 3717 3743 3686 3626 Wt.of mould (g) 1735 1735 1735 1735 1735 Wt.of wet soil(g) 1775 1982 2008 1951 1891 Volume of mould cm3 944 944 944 944 944 Wet Density mg /cm3 1.88 2.10 2.13 2.07 2.00 Moisture content Tin No. B” D" B' D A’ Wet soil + tin (g) 131.35 152.47 160.24 192 97 243.47 Dry soil + tin (g) 122.12 138.17 141.51 166.12 204.88 Wt of tin (g) 16.67 16.12 10.28 16.6 16.54 Wt of Water (g) 9.23 14.3 18.73 26.85 38.59 Wt of Dry soil (g) 105.45 122.05 131.23 149.52 188.34 Moisture content % 8.75 11.72 14.27 17.96 20.49 Dry Density mg /cm3 1.729 1.879 1.861 1.752 1.663 Zero Air Voids 100% 2.15 2.02 1.92 1.80 1.72 MOD : 1.890 gm/cc OMC : 12.50 % TESTED BY:- CHECKED BY APPROVED BYyw[ | %aC APYNAql____ R drjt §B%en xcpatjr yxf R MHNDSA KFL Tel 251 - 116- 18 55 16/61 45 01 116-61 53 71/61 08 98 e-mail w.w.d.s.e@telecomnet.et Water Works Design and Supervision Enterprise Laboratory Service Soil & Material Testing Section P.O.Box 2561 Addis Ababa Ethiopia Project: Client: Location : Test Pit: Erer Gololcha Irr Feasibility Study Dsign Project Ministry of Water Resource Reservior EB1-TP-14(P-1) Sample No 3 Sample Type disturbed Test type : Standard Proctor Date : 27/3/99 Depth(m): 0.20-2.80 Lab.test No. 1 2 3 4 5 Water in cc 140 200 260 320 380 Wt.of mould + Wet sample(g) 3468 3711 3728 3647 3545 Wt.of mould (g) 1735 1735 1735 1735 1735 Wt.of wet soil(g) 1733 1976 1993 1912 1810 Volume of mould cm3 944 944 944 944 944 Wet Density mg /cm3 1.84 2.09 2.11 2.03 1.92 Moisture content Tin No. 17 18 19 20 21 Wet soil + tin (g) 131.46 126.56 166.06 192.36 196.09 Dry soil + tin (g) 120.7 112.79 144.83 162.38 162.29 Wt of tin (g) 16.85 16.05 16.31 16.48 16.3 Wt of Water (g) 10.76 13.77 21.23 29.98 33.8 Wt of Dry soil (g) 103.85 96.74 128.52 145.9 145.99 Moisture content % 10.36 14.23 16.52 20.55 23.15 Dry Density mg /cm3 1.663 1.832 1 812 1.680 1.557 Zero Air Voids 100% 2.06 1.91 1.83 1.70 1.63 MDO ; 1.842 gm/cc OMC : 15.0 % TESTED BY.- CHECKED BY APPROVED BYywj | %aC AFYNAq$ R DRJ T §B%e U xc^Q CT yxf R MHNDSA KFL Waterworks Design and Supervision Enterprise Laboratory Service Soil & MatSerial Testing Section Tel. 251 -116-18 55 16/61 45 01 116-61 53 71/61 08 98 e-mail w.w.d.s.e@telecom.netet P.O.Box 2561 Addis Ababa Ethiopia Project : Erer Gololcha Irr Feasibility Study Dsign Project Client: Ministry of Water Resource Location : Reservior Sample No 2 Test Pit: EB1-TP-15(P-1) Depth(m) : 0.70-2.20 Sample Type :Disturbed Test type : Standard Proctor Date : 20/3/99 Lab.test No. 1 2 3 4 Water in cc 200 260 320 380 Wt.of mould + Wet sample(g) 3450 3675 3675 3555 Wt.of mould (g) 1735 1735 1735 1735 Wt.of wet soil(g) 1715 1940 1940 1820 Volume of mould cm3 944 944 944 944 Wet Density mg /cm3 1.82 2.06 2.06 1.93 Moisture content Tin No. 100 700 800 900 Wet soil + tin (g) 122.24 152.60 201.95 225.15 Dry soil + tin (g) 108.51 131.88 169.14 184.89 Wt of tin (g) 16.81 16.25 16.75 16.94 Wt of Water (g) 13.73 20.72 32.81 40.26 Wt of Dry soil (g) 91.7 115.63 152.39 167.95 Moisture content % 14.97 17.92 21.53 23.97 Dry Density mg /cm3 1.580 1.743 1.691 1.555 Zero Air Voids 100% 1.91 1.81 1.70 1.63 MDD : 1.748 gm/cc OMC : 18.50 % TESTED BY CHECKED BY APPROVED BYI I I I I I I I I B 0 I! I I I I I I I CLAY BORROW 1 & 2, ENGINEERING PROPERTIES.Summary of Test Results Parameter EB2-TR-01 P-l.S.No-2 (0.10-3.0in) EB2-TR-02 P-l.SNo-2 (0.20-4.Om) EB2-TR-03 P-l.S.No-2 (0.20-3.50m) EB2-TR-04 P-l.S.No-2 (0.20-2.50m) EB2-TR-06 P-l,S.No-2 (0.20-2.50m) EB2-TR-07 P-l.S.No-2 (0.50-3.Om) EB1-TP-03 P-l,S.No-3 (0.10-2.20m) EB1-TP-04 P-I,S.No-3 (0.20-3.Om) Consolidation Cc 0.132 0.134 0.112 0.131 0.083 0.089 - -- --------------- J— Direct Shear C (kPa) 48.67 83.33 92.67 43.67 0(°) 27.47 28.81 20.56 34.22 Permeability (cm/sec) 7.49 x I O'* 3.97 x IO'7Consolidation Test Results Pressure KN/m2 EB2-TR-01 (0.10-3.0m) EB2-TR-02 (0.20-4.0m) EB2-TR-03 (0.20-3.5m) Coefficients Mv 2 (m /MN) Cv 2 (m /year) Cc Mv (m!/MN) Cv 2 (m /year) Cc Mv 2 (m /MN) Cv 2 (m /year) Cc 50 0.424 5.197 0.503 3.964 100 0.199 1.121 0.776 6.907 0.157 12.431 200 0.124 2.676 0.121 4.233 0.114 1.991 400 0.146 4.121 0.132 0.081 2.315 0.134 0.095 5.533 0.112 800 0.077 1.115 0.065 2.290 0.059 2.483 1600 0.043 0.854 0.046 2.891 0.036 2.781Consolidation Test Results 1 Pressure KN'/m2 EB2-TR-04 (0.20-2.50m) EB2-TR-06 (0.20-2.50m) EB2-TR-07 (0.50-3.0m) Coefficients Mv (n?/MN) Cv 2 (m /year) Cc Mv 2 (m /MN) Cv 2 (m /year) Cc Mv 2 (m /MN) Cv 2 (m /year) Cc 50 0.210 6.598 0.455 6.017 100 0.101 3.161 0.112 8.358 200 0.094 2.497 0.095 2.435 0.312 8.464 0.076 8.535 4.410 0.088 400 0.088 1.046 0.131 0.064 1.968 0.083 0.056 1.689 0.089 800 0.074 0.758 0.050 1.743 0.043 1.788 1600 0.043 0.545 0.035 3.043 0.030 1.877Consolidation Test Calculation Sheet Date Tested 20/04/06 Sample No. EB2-TR-02 Depth(m) 0.20-4.0 Specfic gravity Before Test 2.63 Diameter, D 75.00 mm Weight of sample+Ring 301.16 Area, A 4418.00 mm2 Weiht of Ring 114.48 Thickness. H 20.00 mm Weight of sample 186.68 Volume 88 36 cm3 Weiht of dry sample 158.96 Density 2.11 g/cc Initial moisture content Mo 17.44 Dry Density 1.80 g/cc Initial eo. /* •• 0.46 Initial so« 99.292435 Volume change Faector F= 0.0731 After Test Weight of sample* ring 300.03 Overall settlen 1.9690 mm Weight of dry sample+ring 273.44 Volume chang 8.6990 cm3 Weight of Ring 114.48 Final volume 79.6610 cm3 Weight of wet sample 185.55 Final density 2.3292 g/cc Weight of dry sample 158.96 Final Dry dens 1.9955 g/cc Weight of moisture 26.59 Final void ratic 0.32 Final moistuie content 16.73% Final saturation Sf= 138.35 Cosdidation lest -data for e-loap curve r Void Ratio Volume Cmpressiblity Coefficenl of consolidation Compression 2 u £ Pressure Settlement 5e= e=eo-de Incremental Changes H=H-dH |H. =(Hi ve Cv= Index, Cc KN/mA2 A Hmm P5H1" e 0=0.46 de dp 11+e, Mv= tKT“ H0=20mm 0.026’(H .) vt50 evo F=0.0731 6e/6p*1000/ min. 0 0 0.073 0.460 0 0 20 1 50 0 0 000 0.460 0 0 0 000 0 000 0 20 0.000 0 000 0 000 2 100 0.746 0.055 0.405 0.0545 50 1.405 0 776 1 45 19 254 19.627 385 219 6.907 3 200 0.975 0.071 0 389 00167 100 1.389 0.121 2 25 19.025 19 140 366.320 4 233 0.134 4 400 1.278 0 093 0 367 0.0221 200 1 367] 0 081 400 18722 18.874 356.209 2.315 5’ 800 1.752 0128 0.332 0.03461 400 1.332 0.065 388 18.248 18 485 341 695 2 290 6| 1600 2.394 0.175 0.285 0.0469 800 1.285 0.046 2 89 17.606 17 927 321.377 2.891 |7 800 2.320' 0.170 0 290 •0.0054 -800 81 400, 2 2061 0 161 0 299 -0.0083 -400 I 9! 100| 1.9691 0.144 0.316] -0.0173 ■300Project.* Ercr Irr. Development Feasibility Study Project Client: Ministry of Water Resource Location: Clay Borrow Area Test Pit: EB1-TR-01 Depth(m): 0.10-3.0 Sample No.: 1 Sample Type: Disturbed Date: 14/12/06 Tested By: N.M & G.MConsolidation Test Calculation Sheet Date Tested 14/12/06 Sample No. EB2-TR-04 Depth(m) 0.20-2.50 Specfic gravity Before Test 2.63 Diameter, D 50.00 mm Weight of sample+Ring 156.68 Area, A 1963.50 mm2 Weiht of Ring 71.48 Thickness. H 20.00 mm Weight of sample 85.20 Volume 39 27 cm3 Weiht of dry sample 73.78 Density 2.17 g/cc Initial moisture content Mo 15 48 Dry Density 1.88 g/cc Initial e0T 0.40 Initial s©= 101.81727 Volume change Faector F= 0.06999 After Test Weight of sample*ring 156.03 Overall settlen 1.6250 mm Weight of dry sample+ring 145.26 Volume chang 3.1907 cm3 Weight of Ring 71.48 Final volume 36,0793 cm3 Weight of wet sample 84.55 Final density 2 3434 g/cc Weight of dry sample 73.78 Final Dry dens 2.0449 g/cc Weight of moisture 10.77 Final void ratlc 0.29 Final moisture content Final saturation Sf= 14,60% 134.19 Cosolida'ion tes! -data for e-loao curve ■ Void Ratio Volume Cmpressiblity Coefficent of consolidation Compression Pressure Settlement |5e= e=e0-6e Incremental Changes ]Cv= Index,Cc KN/mA2 A H mm e =0 40 01 loe dp 1*ef Mv= ISO H =20mm o 0.026 (H,„./rt50 , [F’0.07 5e/6p’1000/ min. 00 0 070 0.400 0 0 20 1 50 0.208 0.015 0 385 0.0146 50 1 385 0 210 1.56 19.792 19 896 395 051 6.598 2 100 0307 0 021 0 379 0 0069 50 1 379 0.101 3 24 19.693 19.847 393884 3.161 3 200 0,49 0 0341 0 366 0 0128 100 1.366 0.094 4.00^ 19.51 19.602 384.219 2 497; 0 131 4 400. 0.828 0.058 0.342 0.02371 200 1 342; 0.086 9.30 19.172 19.341 374.074 1.046 5 800) 1.3781 0 096 0.304 0.03851 400 1.304 0.074 12.3 18.622 18.897 357.097 0 758 6 1600 2.002 0.140 0.260 0.0437 800 1.260 0.043 16.0 17.998 18310 335.256 0.545 7 800 1 944 0,136 0 264 -0.0041 -800 8 400 1 867 0 131 0.269 •0.0054 -400 9 100 1.625 0.114, 0 286 -0.0169 •3001 lnc.noProject: Erer Irr. Development Feasibility Study Project Client: Ministry of Water Resource Location: Clay Borrow Area Test Pic EB2-TR-02 Dcpth(m): 0.20-4.0 Sample No.: 1 Sample Type: Disturbed Date: 20/12/06 Tested By: N.M & G.M 10.0000 100.0000 1000.0000Consolidation Test Calculation Sheet Date Tested Sample No. Depth(m) Specfic gravity Before Test 20/04/06 EB2-TR-O1 0.10-3.0 2.63 Diameter, D 50.00 mm Weight of sample+RIng 156.29 71.73 64.56 Area, A 1963.50 mm* Welht of Ring Thickness, H 20.00 mm Weight of sample Volume 39.27 cm3 Welht of dry sample 72.03 17.40 Density Dry Density 2.15 g/cc Initial moisture content Mo 1.83 g/cc Initial e . o Initial so. 0.43 105.46597 Volume change Faector F= 0.0717 After Test Weight of sample+ring 154.02 Overall set lien 2.2160 mm Weight of dry sample+ring 143.76 Volume chang 4 3511 cm3 Weight of Ring 71.73 Final volume 34.9189 cm3 Weight of wet sample 62.29 Final density 2 36 g/cc Weight of dry sample 72.03 Final Dry dens 2 06 g/cc Weight of moisture 10.26 Final void ratic 0 27 Final moisture content 14.24% Final saturation Sf= 136.24 Cosohdation test -data for e-loao curve Io c O 1— Void Ratio Volume Cmpressiblity Coefficent of consolidation Compression Pressure [Settlement 5e= |e=e0-6e Incremental Changes |H .=(H ave Cv= Index.Cc KN/m*2 p H mm F*SH ' e0=0.43 p. 5p 1*ej Mv= tbO H0=20mm 0.026’(H,v«.) /l z 50 >=0.0717 6e/6p‘1000/ mln. I Qi 0, 0 072 0 430 0 0 20) 1 50 0414 0.030 0400 0 0297 50, 1.400 0 424 1.96 19.586 19.793 391 763 5.197 2 100 0 606 0 043 0 387 0 0138 501 1.387 0 199] 9 00 19 394 19 697 387.972 1 121 3 200 0 843 0 060 0.370 0 0170 1001 1.370 0124 3.61 19.157 19.276 371.545 2.676 0 132 !4 400 1.386 0.099 0.331 0.0389' 200i 1.331 0 146 2 25| 18.614 18 886 356.662 4.121 5 800 1.94 0 139 0.291 0.0397 400 1 291 0.077 784 18.06 18.337 336.246 1.115 6 1600 2.533 0 182 0 248 0.0425 800 1.248 0.043 9 61 17 467' 17.764 315.542 0.854 7 800 2.482; 0.178 0.252 -0.0037, -800 1 8 400/ 2.416 0.173 0.257I •0.0047 -400 91 1001 2.2161 0.1591 0 2711 ■0.01431 -300jConsolidation Test Calculation Sheet Date Tested Sample No. Depth(m) Specfic gravity Before Test 20/04/06 EB2-TR-06 0.20-250 2.62 Weight of sample+Ring Weiht of Ring Weight of sample Weiht of dry sample Initial moisture content Mo 30370 111.91 191.79 167.06 14.80 Diameter.D Area. A Thickness. H Volume Density Dry Density 75.00 mm 4418.00 mm2 20.00 mm 88.36 cm3 2.17 g/cc 1.89 g/cc Initial eo« Initial Sq. ' 0.39 100.53101 Volume change Faector F= 0.06929 After Test Weight of sam ple+ring 301.79 Overall settlen 1.5860 mm Weight of dry sample+ring 278.72 Volume chang 7.0069 cm3 Weight of Ring 111.91 Final volume 81.3531 cm3 Weight of wet sample 189.88 Final density 233 g/cc Weight of dry sample 166.81 Final Dry den< 2.05 g/cc Weight of moisture 23.07 Final void ratic 0.28 Final moisture content 13.83% Fnal saturation Sf= 130.45 Cosolidation test -data for e-loop curve r 1o c o £ Void Ratio Volume Cmpressiblity Coefficent of consolidation Compression Pressure Settlement 6e= e=e0-5e Incremental Changes H=H-dH (Hove J Cv= Index, Cc KN/mA2 & H mm F'dH e 0=0.39 de dp 1+e, Mv= rar- H =2Omm o 0.026* (H, )7t50 vc |F=0.0693 6e/5p-1000/ min. 0 0 0.069 0.390 0 0 20 1 50| 0.446 0.031 0.359 0.0309 50 1.359 0.455 1.69 19.554 19.777 391.130 6.017 2 ' t 100 0.555 0 038 0.352 0.0076 50 1 352 0.112 1.21 19445 19 723 388977 8.358, '3 200 0.739 0.051 0.339 0.0128 100 1.339 0.095 4.00 19 261 19 353 374.539 2.435 0.083 4 400 0.984 0.068 0.322 0 017 200 1.322 0.064 4.84 19.016 19 139 366.282 1.968 5 800 1 356 0 094 0 296I 0.0258 400 1 296 0 050 5.29 18.644 18830 354.569 1.743 6 1600' 1.863 0.129 0 2611 0.0351 800 1.261 0.035 2.89 18.137 18 391 338 210 3 043 7 800 1.81 0.125 0.265 ■0.0037 -800 8 400 1 735 0.120 0 270 -0.0C52 -400 9| 100| 1.586 0.110 0 280 -0.0103 -300I Project* Welenchiti Bofa Irrigation Project Client: Ministry of Water Resource Location: Clay Borrow Area Test Pit: EB1-TR-04 Depth(m): 0.20-2.50 Sample No.: 1 Sample Type: Disturbed Date: 14/12/06 Tested By: N.M & G.M Void ratio Vs Pressure curve 100.0000 1000.0000 10000.0000Project: Ercr Irr. Development Feasibility Study Project Client: Ministry of Water Resource Location: Clay Borrow Area Test Pie EB1-TR-06 Dcpth(m): 0.20-2.50 Sample No.: 1 Sample Type: Disturbed Date: 20/12/06 Tested By: N.M & G.M 10.0000 100.0000 1000.0000Consolidation Test Calculation Sheet Date Tested 14/12/06 Sample No EB2-TR-03 Depth(m) 0.20-3.50 Specfic gravity Before Test 2.64 Diameter. D 50.00 mm Weight of sample+Ring 153 64 Area. A 1963.50 mm2 Weiht of Ring Weight of sample Weiht of dry sample Initial moisture content Mo Initial e©« 68.37 85.27 Thickness. H 20 00 mm 74.47 14.50 Volume Density Dry Density 39.27 cm3 2.17 g/cc 1.90 g/cc 0.39 Initial So« 97.625268 Volume change Faector F= 0.06961 After Test Weight of sample+ring 152.13 Overall seltlen 1.9250 mm Weight of dry sample+ring 142.84 Volume chang 3.7797 cm3 Weight of Ring 68.37 Final volume 35.4903 cm3 Weight of wet sample 83.76 Final density 2.3601 g/cc Weight of dry sample 74.47 Final Dry dens 2.0983 g/cc Weight of moisture 9.29 Final void ratic 0.26 Final moisture content 12.47% Final saturation Sf= 127.58 Cosolidation test -data lor e-loop curve o c g Void Ratio Volume Cmpressiblity Coefficent of consolidation Compression Pressure Settlement e=eo-6e Incremental Changes H=H-oH |H. =(H, ve (H„e)‘ Cv= Index.Cc KN/mA2 6 H mm e 0=0.39 de op 1*e5 Mv= ISO H =2Omm o l0.026*(H. .)-'/l 50 vt F=0.0696 8e/5p* 1000/1 min. 0 0 0.070 0 390 0 0 20 1 50 0.490 0.034 0.356 0.0341 50 1.356 0.503 2.56 19.51 19.755 390.260 3.964 '2 100 0.642 0.045 0.345; 0.0106 50 1.345 0.157 0.81 19 358 19.679 387.263 12.431 3 200 0.859 0060 0 330I 0.0151 100 1.330 0.114 4 84 19.141 19.250 370.543 1.991 0.112 4 400 1.214 0.084 0.306' 0.0247 200 1.306 “ 0 095I 1.69 18.786 18.964 359 614 5.5331 5 800 1.650 0.115 0 2751 0 0303 400 1.275, 0 059; 3.61 18.35 18 568 344.771 2.483 6 1600 2.166 0.151 0 2391 0 0359 800 1.239 0 0361 3.06 17.834 18.092 327.320 2 781 7 B001 2.119 0.147 0.243 -0.0033 -800 8 400 2.070 0.144 0 246! -0 0034 -400 9 100 1.925 0 134 0.256] -0.0101 -300Project: Ercr Irr. Development Feasibility Study Project Client: Ministry of Water Resource Location: Clay Borrow Area Test Pie EB1-TR-03 Depth(m): 0.20-3.50 Sample No.: 1 Sample Type: Disturbed Date: 14/12/06 Tested By: N.M & G.M Void ratio Vs Pressure curve4* Consolidation Tesi C.tlcwhMlnn Sheet Date Tested Sample No Depth(m) Specfic gravity Before Te-st 20/04/06 EB2-TR-07 0.50-3.0 2.57 Diameter.D 75 00 mm Weight of sample+Ring 301 90 Area.A 44 10 00 mm2 Weiht of Ring 112 90 Thickness. H 20.00 mm Weight of sample 109 00 Volume 00 36 cm3 Weiht of dry sample 165 21 Density Dry Density 2.14 g/cc Initial moisture content Mo 14 45 1 07 g/cc Initial e , o Initial Sq_ 0.37 99.15091 Volume change Faector F= After Test 0 0687 Weight of sample+ring 299.70 Overall settle 1.2720 mm Weight of dry sample+ring 278.1 1 Volume chan 5.6197 cm3 Weight of Ring 112.9 Final volume 02.7403 cm3 Weight of wet sample 106.00 Final density 2 2506 g/cc Weight of dry sample 165 21 Final Dry der 1.9967 g/cc Weight of moisture 21 67 Final void rati 0.29 Final moisture content 13 12% Final saturation Sf= 11741 Cosolidation rest -data for e-loqp curve o I c I° 1c Void Ratio Volume Cmpressiblity Coefficent of consolidation Compression Pressure Settlement Te=~~ e=e0-6 Incremental Changes R=FF5H|h (H . r JW Cv= Index.Cc KN/mA2 A H mm e =0.3‘ o 5e 5p 1+e, Mv= [5T Ho=20mm n 0.026’(H ..)‘j t50 4M F=0 0607 6e/6p'10D0 min. 0 0 0 090 0.370 0 0 20 i 50 0 006 0.021 0 349 0.021 50 1 349 0.312 1.21 19 694 19.847 393.903 0.464 2 100 0 300 0 026 0.344 0.0051 50 1 344 0 076 2.25 19.02 19.010 392.430 4.535 3 200 0.551 0 030 0 332 0.0117 100 1 332 0.000 2 25 19.449 19.535 301.597 4.410 0.009 4 400 C 764 0.052 0.310 0.0146 200 1310 0.050 5 76 19.236 19.343 374.132 1.609 5 000 1 000 0.075 0.295 0 0221 400 1 295 0.043 5 20 10 914 19.075 363.056 1.700 0 1600 1 533 0.105 0 265 0.0307 800 1 205 0 030 4.04 10 407 10 691 340.335 1.877 7 eooT 1 4 70 0.102 0.260 -0 004 -000 0 400 1 411 0.097 0.273 -0 005 -400 9 100 1 272 0.007 0.203 -0 01 -300|'Project Erer Irr. Development Feasibility Study Project Client: Ministry of Water Resource Location: Clay Borrow Area Test Pit: EB1-TR-07 Depth(m): 0.50-3.0 Sample No.: 1 Sample Type: Disturbed Date: 20/12/06 Tested By: N.M & G.M 10.0000 100.0000 1000.0000 10000.0000Prject : Ere &Gololcha Irr Vis.Pro/ Client : Ministry of Water Resource Location : Clay Borrow-1 T.Pit. No. EB1-TP-O3(P-1) Depth(m) : 0.10-3.0 Sam. No : Sam. Type : Disturbed 3 Test Type : Direct Shear Dale : 15/05/99 Normal Stress Shear Stress 0 0 100 130 200 168 300 205 Normal Stress Vs Shear Stress C= 92.67 kPa 0 = 20.56° TESTED BY CHECKED BY APPROVED BYPrjcct : Ere &Gololcha Irr Vis.Proj Sam. No : 3 Client : Ministry of Water Resource Sam. Type : Disturbed Location : Clay Borrow-1 Test Type : Direct Shear T.Pn. No. EB1-TP-O4(P-1) Date : 15/05/99 Dcpth(m) : 0.20-3.0 Normal Stress Shear Stress 0 0 too' 119 200 165 300 2551 Normal Stress Vs Shear Stress C= 43.67 kPa 0 = 34.22° TESTED BY CHECKED BY APPROVED BYPrject : Ere AGololcha Irr Vis.Proj Client Ministry of Water Resource Loen Lion : Clay Borrow-2 T.Pit. No. EB2-TR-01(P-l) Depth(m) : 0.10-3.0 Sam. No : 2 Sam. Type : Disturbed Test Type : Direct Shear Date : 14/05/99 Normal Stress Shear Stress 0 0 100 98 200 158 300 2021 Normal Stress Vs Shear Stress C= 48.67 kPa 0 = 27.47° TESTED 8Y CHECKED BY APPROVED BY_________Prjcct : Ere A'Go lolch a Jrr Vis.P roj Sam. No : 2 Client ’ Ministry of Water Resource Sam. Type : Distu rbed Location : Clay Borrow-2 Test Type : Direct Shear T.Pit. No. EB2-TR-02(P-l) Date : 16/05/99 Deplh(m) ; 0.20-4.00 Normal Stress Shear Stress 0 0 100 139 200 192 300 249 Normal Stress Vs Shear Stress Normal Stress (kPa) C= 83.33 kPa 0 = 28.81° TESTED BY CHECKED BY APPROVED BYAnnex 9 Test results of Rock Samples1.0 Introduction This report presents Summery of laboratory test result of soils taken from Errer Project. The test result is Consolidation, Permeability and Dispersion. 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 analysis. 1.1 Standard Procedures S.No. Type of Test Standard 1. Oedometer Consolidation BS 1377:1975,Test 17 2. Permeability ASTM D2434 3. Dispersion ASTM D4221Summary of Test Results D= Dispersive Parameter EB1-TP-02 (0.20-1.50m) EB1-TP-03 (0.10-2.20m) EB1-TP-04 (0.20-3.0m) EB2-TP-06 (0.20-2.50m) EB2-TP-09 (0.90-3.0m) EB2-TP-1I (0.70-2.50m) EB2-TP-12 (0.20-1.30m) EB2-TP-14 (0.20-2.80m) EB2-TP-15 (0.70-2.20m) Consolidation Cc 0.125 0.118 0.070 0.046 0.101 0.219 0.069 0.110 0.144 Permeability (cm/scc) 1.59x 10^ 3.85x 10 s Dispersion Double Hydrometer ND ND D ND D ND ND D ND ND = Non-Dispersive N.B. Dispersion tests were done by Double Hydrometer Method.Consolidation Test Result Pressure KN/m2 EB1-TP-02 (0.20-1.50m) EB1-TP-03 (0.10-2.20m) EB1-TP-04 (0.20-3.0m) Coefficients Mv 2 (m /MN) Cv 2 (m /year) Cc Mv 2 (m /MN) Cv 2 (m /year) Cc Mv 2 (m /MN) Cv 2 (m /year) Cc 50 0.709 10.465 0.304 1.405 0.092 2.347 100 0.140 1.109 0.170 1.394 0 070 2.339 200 0.110 6.570 0.163 2.441 0.064 4.519 400 0.082 2.302 0.125 0.149 1.190 0.118 0.053 5.099 0.070 800 0.071 4.495 0.064 3.057 0.038 4.329 1600 0.042 0.640 0.040 1.725 0.029 2.126Consolidation Test Result Pressure KN/m2 EB2-TP-06 (0.20-2.50m) EB2-TP-09 (0.90-3.0m) EB2-TP-11 (0.70-2.50m) Coefficients Mv 2 (m /MN) Cv 2 (m /year) Cc Mv 2 (m /MN) Cv 2 (m /year) Cc Mv 2 (m /MN) Cv 2 (m /year) Cc 50 0.608 2.797 0.621 1.200 - - 100 0.110 2.782 0.158 2.635 0.119 7.832 200 0.070 2.969 0.115 1.967 0.118 4.233 400 0.047 2.146 0.046 0.089 1.480 0.101 0.139 2.443 0.219 800 0.028 2.319 0.061 1.92 0.107 0.380 1600 0.019 2.790 0.035 1.075 0.061 0.451 ,Consolidation Test Result Pressure KN/m2 EB2-TP-12 (0.20-1.30m) EB2-TP-14 (0.20-2.80m) EB2-TP-15 (0.70-2.0m) Coefficients Mv 2 (m /MN) Cv 2 (m /year) Cc Mv 2 (m /MN) Cv 2 (m /year) Cc Mv 2 (m /MN) Cv 2 (m /year) Cc 50 0.168 2.578 0.392 12.593 0.373 10.211 100 0.100 2.566 0.172 2.528 0.368 4.458 200 0.088 6.972 0.148 2.990 0.243 2.360 400 0.053 ” 3.847 0.069 0.092 2.126 0.110 0.142 1.556 0.144 800 0.038 2.400 0.065 1.557 0089 0.416 1600 0.025 1.371 0.037 1.678 0.044 0.314Consolidation Test Calculation Sheet Date Tested Sample No. Depth(m) Specfic gravity Before Test 20/04/06 EB2-TR-02 0.20-4.0 2.63 Diameter. D 75.00 mm Weight of sample+Ring 301.16 Area. A 4418.00 mm2 Weiht of Ring 114 46 Thickness, H 20.00 mm Weight of sample 186.68 Volume 88.36 cm3 Weiht of dry sample 158.96 Density 2.11 g/cc Initial moisture content Mo 17.44 Dry Density 1.80 g/cc Initial e * o Initial So. 0.46 99.292435 Volume change Faector F= 0.0731 After Test Weight of sample+ring 300.03 Overall settlerr 1.9690 mm Weight of dry sample+ring 273.44 114.46 Volume chang 8.6990 cm3 Weight of Ring Final volume 79.6610 cm3 Weight of wet sample 185.55 Final density 2.3292 g/cc Weight of dry sample 158.96 26.59 Final Dry dens 1.9955 g/cc Weight of moisture Final void ratic 0.32 Final moisture content 16.73% Final saturation Sf= 138.35 Cosolidation test -data for e-loop curve Void Ratio Volume Cmpressibllty Coefficent of consolidation Compression Pressure Settlement 6e= e=e0-8e Incremental Changes (H.wr Cv= Index,Cc KN/m*2 4 H mm e =0.46 o oe 5p 1*e, Mv= (50 Ho=2Omm 0.026*(H .)7t 50 ave F=0.0731 6e/8p* 1000/1 mln. 0 0 0.073 0 460 0 0 20 1 50 0 0.000 0.460 0 0 0.000 0.000 0 20 0.000 0.000 0.000 2 100 0.746 0.055 0.405 0.0545 50 1.405 0.776 1.45 19 254 19627 385.219 6.907 3 200 0.975 0.071 0.389 0.0167 100 1.389 0.121 2.25 19.025 19.140 366.320 4.233 0.134 40C 1.278 0.093 0.367 0.0221 200 1.367 0 081 4.00 18.722 18.874 356.209 2.315 5| 800 1.752 0.128i 0.332 0.0346 400 1.332 0.065 388 18 248 18.485 341.695 2.290 61 1600 2.394 0.175 0.285 0.0469 800 1.285 0.046 2.89 17.606 17.927 321.377 2.891 7 800 2.320 0.170 0.290 -0.0054 -600 8| 400 2.206 0.161 0 299 -0.0083 400 . 9l 100 1.969 0.144 0.316] -0 0173 -300 lnc.noProject Ercr Irr. Development Feasibility Study Project Client: Ministry of Water Resource Location: Clay Borrow Area Test Pit EB2-TR-02 Dcpth(m): 0.20-4.0 Sample No.: 1 Sample Type: Disturbed Date: 20/12/06 Tested By: N.M & G.M Void ratio Vs Pressure curveConsolidation Test Calculation Sheet Date Tested 20/04/06 Sample No. EB2-TR-01 Depth(m) 0.10-3.0 Specfic gravity Before Test 2.63 Diameter, D 50.00 mm Weight of sample*Ring 156.29 Area, A 1963.50 mm' Weiht of Ring 71.73 Thickness, H 20.00 mm Weight o! sample 84.56 Volume 39.27 cm3 Weiht of dry sample 72.03 Density 2.15 g/cc Initial moisture content Mo 17.40 Dry Density 1 83 g/cc Initial e . o Initial So, 0.43 105.46597 Volume change F sector F= 0.0717 After Test Weight of sample*ring 154.02 Overall settlen 2.2160 mm Weight of dry sample+nng 143.76 Volume chang 4 3511 cm3 Weight of Ring 71.73 Final volume 34.9189 cm3 Weight of wet sample 8229 Final density 2.36 g/cc Weight of dry sample 72.03 Final Dry dens 2.06 g/cc Weight of moisture 10.26 Final void ratio 0.27 Final moisture content 14.24% Final saturation Sf* 136.24 Void Ratio Volume Cmpressiblity Coefficent of consolidation Compression Pressure Settlement 8e=-------- e e -8e s £ p Incremental Changes H-H-6H |H. . =(H V1 (H.,.)' Cv= Index Cc KN/m'2 4 H mm F'ftW ' 0.4j be 6p 1*Cf Mv« 150 H0=20mm 0.026‘(H. ,.)'/l 50 v F=0 0717 6e/Ap*1000/ rnin 0 0 0 072 0 430 0 0 20 1 50 0414 0 030 0400 0 0297 50 1 400 0424 1 96 19 586 19 793 391 763 5.197 2 100 0 606 0 043 0387 00138 50 1 387 0 199 19 394 19 697 387 972 1.121 3 200 0 843 0 060 0 370 0 0170 1 370 0.124 900 3 61 19 276 371 545 2 676 0 132 4 400 1 386 0099 0 331' 0 0389 100 200 1 331 0 140 2 25 19 157 18614 18 886 356.662 4.121 — 5 800 1 94 0 139 0291 0 0397 400 1 291 0.077 7 84 18.06 18 337 336 246 1115 r6 1600 2 533 0 182 0 248 800 1 246 0 043 9 61 17 467 17 764 315 542 0.854 i7 800 2 482 0 178 0 252 0 0425 -0 0037 ie 400 2416 0 173 0 257 -0 0047 I0 100 2 216 o’l5&| 0 271] -0 0143. -600 -400 •3001Project: Ercr Irr. Development Feasibility Study Project Client: Ministry of Water Resource Location: Clay Borrow Area Test Pit: EB1-TR-01 Depth(m): 0.10-3.0 Sample No.: 1 Sample Type: Disturbed Date: 14/12/06 Tested By: N.M & G.MConsolidation Test Calculation Sheet Date Tested 14/12/06 Sample No EB2-TR-O4 Depth(m) 0.20-2.50 Specfic gravity Before Test Weight of sample* Ring Weiht of Ring 2.63 Diameter.D 50.00 mm 156.68 71.48 Weight of sample 85 20 Weiht of dry sample Initial moisture content Mo Initial 73.78 15.48 Area. A Thickness. H Volume Density Dry Density 1963.50 mm3 20.00 mm 39.27 cm3 2.17 g/cc 1.88 g/cc 0.40 Initial s> 101.81727 Volume change Faector F= 0.06999 After Test Weight of sample+ring 156.03 Overall settlen 1.6250 mm Weight of dry sample-wing 145.26 Volume chang 3 1907 cm3 Weight of Ring 71.48 Final volume 36.0793 cm3 Weight of wet sample 84.55 Final density 2.3434 g/cc Weight of dry sample 73.78 Final Dry dens 2.0449 g/cc Weight of moisture 10.77 Final void ratic 0.29 Final moisture content 1460% Final saturation Sf= 134.19 Cosolidabon test -data for e-lDQiL£Uiy£ Void Ratio Volume Cmpressiblity Coefficent of consolidation Compression Pressure Settlement |6e= e=eo-6e Incremental Changes H=H-dH Cv= Index.Cc KN/mA2 A Hmm F'oH e 0=O.40 de op 1+ej Mv= tbU H0 20mm s 0.026‘(H .y/t 50 lv IF 0.07 fc/6p’1000/ mln. 0 0 0 070 0 400 0 0 20 1 50 0 208 0015 0.385 0 0146 50 1 385 0 210 1 56 19 792 19 896 395 851 6598 2 100 0307 0 021 0 379 0 0069 50 1 379 0.101 324 19 693 19 847 393 884 3.161 3| 200 0 49 0 034 0366, 00128 100 1 366 0.094 400 1951 19 602 384 219 2 497 0.131 4 400 0 8281 0 058 0 342] 0 0237 200 1 342 0 088 930 19 172 19 341 374 074 1 046 6I 1600 5 800 1 3781 0.096 0 3041 0.03e5 400 1 304 0 074 12.3 16 622 18 897 357 097 0 758 20021 0140 0 260, 0 0437 800I 1 260 0 043 160 17 990 10.310 335 256 0.545 7 800 1 944] 0136 0 264 00041 -BOO L& 8 4ooi 1 867| 0131 0 269) 00354 •400 100’ 1 625; 0114| 0286 00169 •300j _________ lnc.noProject: Ercr Irrigation Development Feasibility study Project Client: Ministry of Water Resource Location: Clay Borrow Area Test Pit: EBl-TR-04 Depth (in): 0.20-2.SO Sample No.: 1 Sample Type: Disturbed Date: 14/12/06 Tested By: N.M & G.M Void ratio Vs Pressure curve 10.0000 10000.0000Consolidation Test Calculation Sheet Date Tested Sample No. Depth(m) Specfic gravity Before Test 20/04/06 EB2-TR-06 0.20-2.50 2.62 Diameter.D 75.00 mm Weight of sample+Ring 303.70 Area, A 4418.00 mm2 Weihl of Ring 111.91 Thickness, H 20.00 mm Weight of sample 191.79 Volume 88.36 cm3 Weiht of dry sample 167.06 Density 217 g/cc Initial moisture content Mo 14.80 Dry Density 1.89 g/cc Initial e^. Initial sq. 0.39 100.53101 Volume change Faector F= 0.06929 Attcr Test Weight of samplerring 301.79 Overall settlen 1.5860 mm Weight of dry sampler-ring 278.72 Volume chang 7.0069 cm3 Weight of Ring 111 91 Final volume 81.3531 cm3 Weight of wet sample 189.88 Final density 2.33 g/cc Weight of dry sample 166.81 Final Dry dens 2.05 g/cc Weight of moisture 23.07 Final void ratic 0.28 Final moisture content 13.83% Final saturation Sf= 130.45 Cosolidaljofi test -dala for g-logp_curyfi Void Ratio Volume Cmpressiblity Coefficent of consolidation Compressor E 6 c Pressure Settlement 5e= e eo-^e c Incremental Changes H=H-dH |H . (H| uve a <H .r av Cv= Index.Cc KN/mA2 1a H mm e 0=O.3S oe dp 11+e, Mv= ibU Ho=20mm Q.026'(H, .)*/t vt 50 |F=0.0693 6e/6p*1OOO/ min. 0 0 0.069 0.390 0 0 20 1 50 0.446 0.031 0.359 0 0309 50 1.359 0.455 1.69 19 554 19.777 391 130 6.017 2 100 0.555 0 038 0 352 0.0076 50 1 352 0.112 1.21 19 445 19 723 388.977 8358 3 200 0.739 0.051 0339 0.0128 100 1 339 0 095 4 00 19261 19 353 374.539 2.435 0.083 4 400' 0984? 0 068 0 322 0017 200 1 322 0.064 4.84 19016 19 139 366.282 1.968 5 800l 1.356 0.094 0 296i 0 0258 400 1 296 0 050 5.29 18 644 18 830 354.569 1 743 6 1600 1.863 0129 0.2611 00351 800 1 261 0.035 289 18137 18 391 338 210 3.043 7 eooT 1.81 0.125 0 265 -0 0037 ■800 8 400 1.735 0120 0270 -0 0052 -4001 19 1001 1.586, 0.110 0.2601 -0.0103 -300; IProject. Ercr Irr. Development Feasibility Study Project Client: Ministry of Water Resource Location: Clay Borrow Area Test Pic EB1-TR-06 Dcpdi(m): 0.20-2.50 Sample No.: 1 Sample Type: Disturbed Date: 20/12/06 Tested By: N.M & G.MConsolidation Test Calculation Sheet Date Tested 14/12/06 Sample No. EB2-TR-03 Depth(m) 0.20-3.50 Specfic gravity Before Test 2.64 Diameter.D 50 00 mm Weight of sample*Ring 153.64 Area, A 1963.50 mm' Weiht of Ring 68.37 Thickness, H 20.00 mm Weight of sample 85.27 Volume 39.27 cm3 Weiht of dry sample 74.47 Density 2.17 g/cc Initial moisture content Mo 14.50 Dry Density 1 90 g/cc Initial e . o Initial So. 0.39 97.625268 Volume change Faector F= 0 06961 After Test Weight of sample*ring 152.13 Overall settlen 1.9250 mm Weight of dry sample*ring 142.84 Volume chang 3.7797 cm’ Weight of Ring 68 37 Final volume 35.4903 cm3 Weight of wet sample 83.76 Final density 2.3601 g/cc Weight of dry sample 74.47 Final Dry dens 2 0983 g/cc Weight of moisture 9.29 Final void ratic 0.26 Final moisture content 12.47% Final saturation Sf= 127.58 CgsolidalioD lest -oala for e-loqp curve Void Ratio Volume Cmpressiblily Coefficent of consolidation c d c Compression Pressure Settlement 5e= e=e0-6e Incremental Changes H=H-5H Cv= Index.Cc KN/mA2 A H mm e 0=0.39 de np 1*et Mv= (50 Ho=2Omm 0.026‘(H .)/I50 Bve F=0.0696 5e/8p-1000/1 mln. 0 0 0070 0.390 0 0 20 1 50 0.490 0.034 0.356 0.0341 50 1.356 0.503 2.56 1951 19.755 390.260 3.964 2 100 0.642 0.045 0.345 0.0106 50 1.345 0.157 0 81 19.358 19.679 387.263 12431 31 200 0 859 0 060 0.330 0.0151 100 1 330 0.114 4 84 19.141 19 250 370543 1.991 0.112 4 400 1.214 0.084 0.306 0.0247 200 1 306 0.095 1.69 18 786 18.964 359.614 5.533 5 800 1 650 0.115 0.275 0 0303 400 1 275 0.059 3.61 18.35 18 568 344.771 2 483 6 1600 2.166 0.151 0.239 0.0359 800 1 239 0.036 306 17 834 18.092 327.320 2 781 7. 800 2.119 0.147 0.243 -0.0033 -800 al 400 2 070 0.144 0 246 -0.0034 -400 100 1.925 0.134 0.256 -0.0101 -300Project: Erer Irr. Development Feasibility Study Project Client: Ministry of Water Resource Location: Clay Borrow Area Test Pit: EB1-TR-03 Depth(m): 0.20-3.50 Sample No.: 1 Sample Type: Disturbed Date: 14/12/06 Tested By: N.M & G.MIrQIISPlhLadnn Test CnlculoTion Sheet Date Tested Sample No. Depth(m) Specfic gravity Before Test 20/04/06 EB2-TR-07 0 50-3.0 2.57 Diameter,D 75.00 mm Weight of sample-^Ring 30190 Area. A Weiht of Ring 112 90 44 10.00 mm2 Thickness. H 20.00 mm Weight of sample 1 09 00 Volume 00.36 cm3 Weiht of dry sample 165.21 Density Dry Density 2.14 g/cc Initial moisture content Mo 14 45 1.07 g/cc Initial e#. 0.37 Initial Sq- 99 15091 Volume change Faector F= 0.0607 After T Weight of sampler-ring 299 70 Overall settle 1 2720 mm Weight of dry sampler-ring 270 11 Volume chan 5 6197 cm3 Weignt of Ring 112 9 Final volume 02 7403 cm3 Weight of wet sample 106 00 Final density 2 2506 g/cc Weight of dry sample 165 21 Final Dry der 1 9967 g/cc Weight of moisture 21 67 Final void rati 0 29 Final moisture content 13 12% Final saturation Sf= 11741 Cosolidation test-data for e-loqp curve c o CJ Void Ratio 6e= F=0.0667 I Volume Cmpressiblily Coefficent of consolidation Comoression Pressure Settlement c=e0-6 ({Incremental Changes H=H-6H Cv= Index,Cc KN/mA2 A H mm F’5H e =0.3 75e o op 1r-ei Mv= rsu H =20mm o 0.026’(H„..)'l 150 6e/6p’1000 min. 0 0 0 06.9 _______ 0.370 0 0 20 1 50 0.31'IW 0.021 0 349 0 021 50 1.349 0.312 1.21 19.094 19 947 393.903 8 464 2 100 0 380! 0.026 0.344 0 0051 50 1 344 0.076 2 25 19.62 19.010 392 436 4 535 3 200 0.551, 0.030 0 332 00117 100 1 332 0.000 2 25 19 449 19.535 301 597 4 410 0.069 4 400 0 7&I 0.052 0310 0 0146 200 1 310 0 056 5 76 19 236 19 343 374.132 1 609 5 800 i 006 0.075 0.295, 0 0221 400 1 295 0.043 5.29 10 914 19.075 363 056 1.700 fi- 16001 1 533 G 105 0 265 0 0307 800 1 265 0.030 4 04 10467 10 691 349 335 1 077 7 800 1 470 0.102 0 268 -0 904 -000 8 400 1411 0.007 0.273 -0 005 -400 el --------- w~5T : mT 0 087 0 283 -0 01 -300/Project: Ercr Irr. Development Feasibility Study Project Client: Ministry of Water Resource Location: Clay Borrow Area Test Pit: EB1-TR-07 Deptli(m): 0.50-3.0 Sample No.: 1 Sample Type: Disturbed Date: 20/12/06 Tested By: N.M & G.M Void ratio Vs Pressure curve 1000.0000Prjcct : Ere ArGololcha Irr Vis.Proj Client : Ministry of Water Resource Location : Clay Borrow-1 T.Pit. No. EB1-TP-O3(P-1) Dcplh(m) : 0.10-3.0 Sam. No : 3 Sam. Type : Disturbed Test Type ; Direct Shear Date : 15/05/99 Normal Stress Shear Stress 0 0 100 1 301 200 168 300 205 Normal Stress Vs Shear Stress C= 92.67 kPa 0 = 20.56° TESTED BY CHECKED BY APPROVED BYPrjccl : Ere &Gololcha Irr Vis.Proj Client : Ministry of Water Resource Location : Clay Borrow-1 T.Pit. No. EB l-TP-04(P-l) Depth(m) : 0.20-3.0 Sam. No; 3 Sam. Type : Disturbed Test Type : Direct Shear Date : 15/05/99 Normal Stress Shear Stress 0 0 100 119 200 165 300 255 Normal Stress Vs Shear Stress C= 43.67 kPa 0 = 34.22° TESTED BY CHECKED BY APPROVED BYPrjccl : Ere &Gololcha IrrVis.Proj Client : Ministry of Water Resource Location : Clay Borrow-2 T.Pit.No. EB2-TR-01(P-l) Dcplh(m) : 0.10-3.0 Sam. No . 2 Sam. Type : Disturbed Test Type : Direct Shear Date 14/05/99 Normal Stress Shear Stress 0 0 100 981 200 158 300 202| Normal Stress Vs Shear Stress Normal Stress (kPa) C= 48.67 kPa 0 - 27.47° TES TE D BY__________________ _____ __ CHECKED 6Y___________________________ APPRCr/EO b <Prjcct : Ere &Gololcha Irr Vis.Proj Client . Ministry of Water Resource Location: Clay Borrow-2 T.Pit. No. EB2-TR-02(P-l) Dep th (m) : 0.20-4.00 S 0 MM Mi Mi Sam. No : 2 Sam. Type ; Disturbed ’lest Type : Direct Shear Date : 16/05/99 Normal Stress Shear Stress 0 0 100 139 200 192 300 249 Normal Stress Vs Shear Stress C= 83.33 kPa 0 = 28.81° TESTED BY CHECKED BY APPROVED BY________________________________Annex 10 Laboratory Test results (clay) March & April,20071.0 Introduction This report presents Summery of laboratory test result of soils taken from Errer Project The test result is Consolidation, Permeability and Dispersion. 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 analysis. 1.1 Standard Procedures S.No. Type of Test Standard 1. Oedometer Consolidation BS 1377:1975,Test 17 2. Permeability ASTM D2434 3. Dispersion ASTM D4221Parameter EB1-TP-02 (0.20-1.50m) EB1-TP-03 (0.10-2.20m) EB1-TP-04 (0.20-3.0in) EB2-TP-06 (0.20-2.50m) EB2-TP-09 (0.90-3.0in) EB2-TP-11 (0.70-2.50m) EB2-TP-12 (0.20-1.30m) EB2-TP-14 (0.20-2.80m) EB2-TP-15 (0.70-2.20rn) Consolidation Cc 0.125 0.118 0.070 0.046 0.101 0.219 0.069 0.110 0.144 Permeability (cm/scc) 1.59.x 10" 3.85 x 10J* Dispersion Double Hydrometer ND ND D ND D ND ND D ND D= Dispersive ND = Non-Dispersive N.B. Dispersion tests were done by Double Hydrometer Method.Consolidation Test Results Pressure KN/m2 EB1-TP-02 (0.20-1.50m) EB1-TP-03 (0.10-2.20m) EB1-TP-04 (0.20-3.0m) ■ Coefficients Mv (n?/MN) Cv 2 (m /year) Cc Mv 2 (m /MN) Cv 2 (m /year) Cc Mv 2 (m /MN) Cv 2 (ni /year) Cc 50 0.709 10.465 0.304 1.405 0.092 2.347 100 0.140 1.109 0.170 1.394 0.070 2.339 200 0.110 6.570 0.163 2.441 0.064 4.519 400 0.082 2.302 0.125 0.149 1.190 0.118 0.053 5.099 0.070 800 0.071 4.495 0.064 3.057 0.038 4.329 1600~ 0.042 0.640 0.040 1.725 0.029 2.126 JConsolidation Test Results Pressure KN/m2 EB2-TP-06 (0.20-2.50m) EB2-TP-09 (0.90-3.0m) EB2-TP-11 (0.70-2,50m) Coefficients Mv 2 (m /MN) Cv (n?/year) Cc Mv 2 (m /MN) Cv 2 (m /year) Cc Mv (n?/MN) Cv 2 (m /year) Cc 50 0.608 2.797 0.621 1.200 - 100 0.110 2.782 0.158 2.635 0.119 7.832 200 0.070 2.969 0.115 1.967 0.118 4.233 400 0.047 2.146 0.046 0.089 1.480 0.101 0.139 2.443 0.219 800 0.028 2.319 0.061 1.92 0.107 0.380 1600 0.019 2.790 0.035 1.075 0.061 0.451Consolidation Test Results Pressure KN/m2 EB2-TP-12 (0.20-1.30m) EB2-TP-14 (0.20-2.80m) EB2-TP-15 (0.70-2.0in) Coefficients Mv 2 (m /MN) Cv 2 (m /ycar) Co Mv 2 (m /MN) Cv 2 (m /ycar) Cc Mv (m’/MN) Cv 2 (m /ycar) Cc 50 0 168 2 578 0 392 12 593 0.373 10.211 100 0 100 2 566 0.172 2 528 0.368 4 458 0088 6972 0 148 2 990 0.243 2 360 f 400 0 053 3 847 0 069 0.092 2 126 o no 0.142 1 556 0.144 800 0 038 2 400 0 065 1 557 0 089 0 416 ’ 1600 i 0.025 1 371 0.037 1. 1 678 . ....... 0 044 0 314 _ to o oConsolidation Test Calculation Sheet Date Tested 20/04/06 Sam plo No E B1 -TP-02 Dopth(m) 0.20-1.50 Specfic gravity Before Test Weight of snip pie* Ring Wciht of Ring 2 65 Diametcr.D 75.00 mm 299.01 114.46 Weight of sample 184 55 Woiht of dry samplo Initial moisture content Mo Initial e . 158.36 16.54 Area, A Thickness. H Volume Density Dry Density 4418.00 mm2 20.00 mm 88.36 cm3 2.09 g/cc 1.79 g/cc 0 0 48 0 91.573981 Initial s . Volume change Faoctor F“ 0.07393 After Test Weight of sample*ring 296 3 Overall settlen 2.1510 mm Weight of dry samplowing 272.82 Volume chang 9.5031 cm3 Weight of Ring 114.46 Final volume 78.8569 cm3 Weight of wot sample 181.84 Final density 2.3059 g/cc Weight of dry sample 158.36 Final Dry dens 2.0082 g/cc Weight of moisture 23.48 Final void ratk 0.32 Final moist uro content Final saturation Sf= 14.83% 122.94 Cosdidaiion test -dala foceJogmaiM ■* Void Ratio Volume Cmpressiblily Coefficent of consolidation Compression 2 £ Pressure Settlement 5e= e eo-6e c Incremental Changes H=H-dH |H„, =(H, (H.,.r Cv= Index.Cc KN/m*2 A H mm FTJR----- ec 0.48 c de dp Mv= (50 Ho=2Omm 0.026*(H .)7t50 tvo F0.0739 6e/6p*100( min. 0 0 0.074 0.480 0 0 20 1 50 0 686 0.051 0.429 0 051 50 1 429 0.709 0 960 19.314 19.657 386.398 10.465 2 100 0 82 0 061 0.419 0010 50 1 419 0.140 9000 19.18 19 590 383 768 1.109 3l 200 1.029 0 076 0404 0015 100 1 404 0110 1 440 16971 19.076 363875 6 570 0125 4 400I 1 334 0.099 0 381 0023 200 1.381 0.082 4 000 18.666 18819 354 136 2 302 5 800 1 849 0.137 0343 0.038 400 1.343 0 071 1 960 18.151 18.409 338 873 4 495 6 1600 2 436| 0.180 0 300] 0.043 800 1.300 0 042 12.960 17564 17858 318 890 0 640 7 800 2 376 0 176 0 304 •0 004 -800 0 400 ! 2.308 0.171 0.309 -0.005 -400 L 9' 100, 2.151 0 159) 0.321 f •0012 ■300Project: Ercr Gololcha Irr. Feasibility Study Design Proj. Client: Ministry of Water Resource Location: Rcservior Test Pit: EB1-TP-02 Depth(m): 0.20-1.50 Sample No.: 1 Sample Type: Disturbed Date: 04/01/07 Tested By: N.M & G.M Void ratio Vs Pressure curve 10.0000 100.0000 1000.0000 10000.0000Consolidation Test Calculation Sheet Date Tested 1/1/2007 Sample No. EB1-TP-03 Depth(m) 0.10-220 Specfic gravity Before Test 2.52 Diameter, D 50.00 mm Weight of sample+Ring 154.85 Area. A 1963.50 mm2 Weiht of Ring 71.72 Thickness, H 20.00 mm Weight of sample 83.13 Volume 39 27 cm3 Weiht of dry sample 71.14 Density 2.12 g/cc Initial moisture content Mo 16.85 Dry Density 1 81 g/cc Initial e . o Initial sQ, 0.39 108.5938 Volume change Faeclor F= 0.06955 After Test Weight of sample* ring 152.83 Overall setllen 2.0180 mm Weight of dry sample-wing 142 86 Volume chang 3.9623 cm3 Weight of Ring 71.72 Final volume 35.3077 cm3 We.ght of wet sample 81.11 Final density 2.2972 g/cc Weight of dry sample 71.14 Final Dry dens 2.0149 g/cc Weigh! of moisture 9.97 Final void ratic 0.25 Final moisture content 1401% Final saturation Sf= 140.87 Cosolidation test -data for e-logp curve Void Ratio Volume Cmpressiblity Coefficent of consolidation Compression 2 6 c Pressure Settlement oe= e=eo-6e Incremental Changes (H,„r Cv= Index.Cc KN/mA2 A Hmm F'dH eo=O.39 be op Mv= ISO- Ho=2Omm 0 026-(H .f/t 50 ivo F=0.0696 8e/5p*100( min. 0 0 0.070 0.390 0 0 20 1 50 0.299 0.021 0.369 0.021 50 1.369 0 304 7.290 19.701 19.851 394.042 1 405 2) 100| 0.465 0.032 0.358 0.012 50 1 358 0.170 7.290 19.535 19.768 390.754 1.394 I 3l 200I 0.7771 0 054 0.3361 0 022 100 1 336 0.163 4.000 19.223 19.379 375 546 2.441 0.118 4 I 400!” 1.3341 0 093 0 297 0.039 200I 1 297 0.149 7.840 18.666 18.945 358.894 1 190 5 800| 1.7967 0.125 0.265 0 032 400 1 265 0064 2.890 18.204 18.435 339 849 3.057 6 16001 2.360 r 0.164 0.226 0.039 800,' 1 226 0.040) 4.840 17.64 17.922 321.198 1.725 7 8O0l 2.302 0.160 0 230 -0 004 -800! I 8' 400: 2.225 0.155 0.2351 •0 005 -400 j I 91 100I 2.018] 0.1401 0.250T -00141 -300I Project: Erer Gololcha Irr. Feasibility Study Design Proj. Client: Ministry of Water Resource Location: Reservior Sample No.: I Sample Type: Disturbed Date: 04/01/07 Test Pit: EB1-TP-03 Tested By: N.M 8t G.M Dcpth(m): 0.10-2.20 Void ratio Vs P ressure curve 10.0000 100.0000 1000.0000Consolidation Test Calculation Sheet Date Tested 4/1/2007 Sample No. EB1-TP-O4 Depth(m) 0.20-3.0 Specfic gravity Before Test 2.65 Diameler.D 75.00 mm Weight of sample+Ring 301.48 Area, A 4418 00 mm2 Weiht of Ring 112.88 Thickness, H 20.00 mm Weight of sample 188 60 Volume 88.36 cm3 Weiht of dry sample 165.47 Density 2.13 g/cc Initial masture content Mo 13.98 Dry Density 1.87 g/cc Initial e . o Initial s©. 0.42 89.247383 Volume change Faector F= 0.07076 After Test Weight of sample+nng 300.64 Overall settlen 0.9620 mm Weight of dry samp leering 278.35 Volume chang 4.2501 cm3 Weight of Ring 112.88 Final volume 84.1099 cm3 Weight of wet sample 187.76 Final density 2.2323 g/cc Weight of dry sample 165.47 Final Dry dens 1.9673 g/cc Weight of moisture 22.29 Final void ratic 0.35 Final moisture content 13.47% Final saturation Sf= 102 87 Void Rai io Volume Cmpressiblity Coefficenl of consolidation Compression 2 Pressure Settlement 6e«' e=e©-6e Incremental Changes |H,V, =(H, (n„..r Cv= Index.Cc 2 KN/m^ A H mm F'SR"- eo=O 42 de |1+C| I50~~ H0=20mm 0,026-(H. y/t50 vo F=0.0706 6e/6p*100C min. 0 0 0 071 0 420 0 0 20 1 50 0.092 0 007 0413 0 007 50 1 413 0 092 4 410 19 908 19954 398 162 2347 2 100 0162 0 011 0409 0 005 50 1 409 0 070 4.410 19 838 19919 396 767 2 339 3 20? 0.289 0.020 0 400 0 009 100 1 400 0 064 2.250 19711 19 775 391 031 4 519 0.070 4 400 0498 0.035 0 385 0015 200 1.385 0.053 1 960 19 502 19.607 384 4 ?5 5.099 5 803 0 793 0 056 0 364 0021 400 1 364 0 038 2250 19 207 19.355 374597 4 329 6 1600 1 224 0 087 0 333 0 031 800 1.333 0 029 4.410 18 776 18.992 360 677 2 126 7 eoo 1 165 0 082 0 338 -0 004 -800 8 4CoT 1 1021 0078 0 342 -0004 -400 9 100 0 962.1 0.068 0 352] -0010J -300Project: Erer Gololcha Irr. Feasibility Study Design Proj. Client: Ministry’of Water Resource Location: Reservior Test Pit: EB1-TP-O4(P-1) Depth(m): 0.20-3.0 Sample No.: 3 Sample Type: Disturbed Date: 04/01/07 Tested By: N.M & G.M Void ratio Vs Pressure curve 1000.0000Consolidation Test Calculation Sheet Date Tested Sample No. Depth(m) Specfic gravity Before Test 4/1/2007 EB1-TP-06 0.20-2.50 2.6 Diameter, D 75,00 mm Weight of sample* Ring 306.13 111.83 194.30 174.15 11.57 Area, A 4418.00 mm2 Weiht of Ring Thickness. H 20.00 mm Weight of sample Volume 88.36 cm3 Weiht of dry sample Density Dry Density 2.20 g/cc Initial moisture content Mo 1.97 g/cc Initial e^ Initial Sq. 0.32 94.248092 Volume change Faector F= 0.06596 After Test Weight of sample+ring 306 27 Overall settlen 1 3160 mm Weight of dry sample*nng 285.99 Volume chang 5.8141 cm3 Weight of Ring 111.83 Final volume 82.5459 cm3 Weight of wet sample 194.44 Final density 2.3555 g/cc Weight of dry sample 174.16 Final Dry dens 2 1099 g/cc Weight of moisture 20.28 Final void ratic 0.23 Final moisture content 11.64% Final saturation Sf= 130.32 1 Cosotidation lest -data for e-loqp curve Void Ratio Volume Cmpressiblity Coefficent of consolidation Compression 8 (Pressure 8 KN/mA2 Settlement 5e= e=eo-5e Incremental Changes Cv= Index.Cc A H mm F’dH ec=0.32 de op 1*e, Mv= 150 Ho=20mm 0.026*(H 7/i50 lve F=0 066 6e/6p’1OOC min. 0 0 0 065 0.320 0 0 20 1 50 0.59 0.039 0.281 0039 50 1 281 0.608 3.610 19.41 19.705 388.287 2.797 2 1001 0.696 0.046 0 274 0.007 50 1.274 0.110 3610 19.304 19.652 386,201 2782 . 3i 2001 0.831 0.055 0.265 0 039 100 1 265 0.070 3.240 19169 19.237 370.043 2.969 0.046 4l 400j 1 009 0.067, 0.253 0.012 200 1 253 0.047 4.410 18991 19080 364.046 2146 5 800 1.216 0 080 0 240 0.014 400 1.240 0.028 4.000 18 764 18 888 356738 2 319 61 16001 1.493 0.099 0.221 0.018 800 1.221 0.019 3.240 18 507 18 646 347.655 2.790 7 800' 1 446 0.095 0.225) -0 003 -800 8 4001 1.4 0 092 0.2281 -0 003 -400 9 1001 1.316 0 087 0 233l -0 006 -300; □Project: Erer Gololclia lrr. Feasibility Study Design Proj. Client: Ministry of Water Resource Location: Rcservior Test Pit: EB1-TP-06 Dcpth(m): 0.20-2.50 Sample No.: 1 Sample Type: Disturbed Date: 04/01/07 Tested By: N.M &. G.M 10.0000 100.0000 1000.0000Consolidation Test Calculation Sheet Date Tasted 31/1/2007 Samplo No. EB1-TP-09 Depth(m) 0.90-3.0 Specfic gravity Before Test 2.64 DiomctorD 75 00 mm Weight of sample*Ring 300.85 Area, A 4418.00 mm2 Welht of Ring 111.83 Thickness. H 20.00 mm Woight of sample 189.02 Volume 88 36 cm1 Wciht of dry sample 165.47 Density 2 14 g/cc Initial moisture content Mo 14.23 Dry Density 1.87 g/cc Initial e . 0 Indial so. 0.41 91.690522 Volume change Faector F= 0.07049 After Test Weight of samplo+ring 296.59 Ovorall section 2.0700 mm Weight of dry samplo+ring 277.30 Volumo chang 9.1453 cm3 Weight of Ring 111.83 Final volume 79 2147 cm3 Weight of wet samplo 184.76 Final density 2.3324 g/cc Weight of dry sample 165.47 Final Dry dens 2.0889 g/cc Weight of moisture 19.29 Final void ratic 0.26 Final moisture content 11.66% Final saturation Sfs 116.65 Cosolid alien, test .-data .fcf-c-logcxufve 8 8 Void Ratio Volume Cmpresslblity Coefficeni of consolidation Compression Pressure Sei llem ent 5e« e Co-6e c Incremental Changes Cv» ndox.Cc KN/mA2 A H mm F^R Co=O.41 (Ve Sp 1*e( I50 Ho=2Omm 0.026*(H .)‘/t50 m F=0.0705 5e/6p'100(| min. 0 0 0071 0.410 0 0 20 1 50 0 602 0.042 0.368 0 042 50 1 368 0 621 8 410 19 398. 19 699 388 051 1.200 2 100 0.754 0 053 0 357 0 011 50 1 357 0158 3.800 19 246 19 623 385062 2 635 1 3 200 0 973 0.069 0 341 0015 100 1 341 0115 4 840 19 027i 19137 366 206 1 967 0101 4 400 1.306 0092 0 318 0023 200 1 318 0089 6 250 18.694 18 861 355.718 1 480 5 800 1.7501 0123 0 287 0 031 400 1 287 0 061 4 620 18.25 18 472 341 215 1 920 6 1600 2.247 0158 0 252 0.035 800 1.252 0035 7 840 17 753 18 002 324 054 1 075 7 80? 2 202 0 155 0 255 •0 003 •800 0 400 2.149 0.152 0.258 -0 004 •400 L 9. 1001 2070) 0,146. 0 264 •0006 •300 —IProject: Erer Gololcha Irr. Feasibility Study Design Proj. Client: Ministry ofWatcr Resource Location: Rcservior Test Pit: EB1-TP-09 Dcpth(m): 0.90-3,0 Sample No.: 1 Sample Type: Disturbed Date: 31/01/07 Tested By: N.M & G.M Void ratio Vs Pressure curve 1000.0000Consolidation Test Calculation Sheet Dale Tested 16/01/07 Sample No. EB1-TP-11 Depth(m) 0.70-2.50m Specfic gravity Before Test 2.70 Diameter, D 50.00 mm Weight of sample+Ring 150.98 Area, A 1963.50 mm2 Weiht of Ring 71.71 Thickness, H 20,00 mm Weight of sample 79.27 Volume 39 27 cm3 Weiht of dry sample 64.54 Density 2 02 g/cc Initial moisture content Mo 22.82 Dry Density 1 64 g/cc Initial e . o 0.64 Initial s> 95.852404 Volume change Faeclor F= 0.08214 After Test Weight cf sample+ring 149.4 Overall settlerr 1.7200 mm Weight of dry sample+fing 136.25 Volume chang 3.3772 cm3 Weight of Ring 71.71 Final volume 35.8928 cm3 Weight of wet sample 77.69 Final density 2.1645 g/cc Weight of dry sample 64.54 Final Dry dens 1.7981 g/cc Weight of moisture 13.15 Final void ratic 0.50 Final moisture content 20.37% Final saturation Sf= 109.68 Cosolidation test -data for e-logp curve Void Ratio Volume Cmpressiblity Coefficent of consolidation Compression c d c Pressure Settlement 6e= e=eo-6e Incremental Changes (H.,.)' Cv= Index.Cc KN/mA2 A H mm F’dH eo=O.64 6e bp 1+e! Mv= (50 Ho=2Omm 0.026’(H .)7t50 avo F=0.0821 6e/6p*100C min. 0 0.000 0.082 0.640 0.000 0 20 1 50 0.000 0.000 0.640 0.000 0 0.000 0.000 0.000 0 000 0.000 0.000 0.000 2 100i 0.118 0.010 0.630 0.010 50 1.630 0.119 1.320 19 882 19941 397.643 7.832 3 200 0.349 0.029 0.611 0.019 100 1.611 0.118 2 400 19.651 19.767 390.715 4233 ------ ------------- 0219 4 400 0.881 0.072 0.568 0044 200 1 568 0.139 4.000 19.119 19.385 375.778 2 443 5 800i 1.665 0.137 0 503 0 064 400 1.503 0107 24.010 18.335 18.727 350.701 0 380 ~6| 1600 2.514 0.206 0.434 0 070 800 1.434 0.061 18,490 17.486 17.911 320786 0.451 7 800 2.393 0 196 0.444 -0 010 -800 8 400 2.084 0.171 0 469 -0.025 -400 I9 100 1.720] 0.141 0.499] -0.030 -300|Project: Erer Gololcha Irr. Feasibility Study Design Proj. Client: Ministry of Water Resource Location: Reservior Test Pit: EB1-TP-11 Dcpth(m): 0.70-2.50 Sample No.: 1 Sample Type: Disturbed Date:16/01/07 Tested By: N.M & G.M Void ratio Vs Pressure curve 10.0000 100.0000 1000.0000 10000.0000Consolidation Test Calculation Sheet Date Tested 31/1/2007 Sample No. EB1-TP-12 Deplh(m) 0.20-1.30 Specfic gravity Before Test 2.65 Diameter.D 75.00 mm Weight of sample+Ring 298.67 Area, A 4418.00 mm2 Weiht of Ring 112.87 Thickness. H 20.00 mm Weight of sample 185 80 Volume 88.36 cm3 Weiht of dry sample 165.64 Density 2.10 g/cc Initial moisture content Mo 12.17 Dry Density 1.87 g/cc Initial e « o Initial s<>. 0.41 77.971381 Volume change Faector F= 0.07068 After Test Weight of sample+ring 297.23 Overall settlen 1.1160 mm Weight of dry sample-wing 278.51 Volume chang 4.9305 cm3 Weight of Ring 112.87 Final volume 83.4295 cm3 Weight of wet sample 184.36 Final density 2.2098 g/cc Weight of dry sample 165.64 Final Dry dens 1.9854 g/cc Weight of moisture 18.72 Final void ratic 0 33 Final moisture content 11.30% Final saturation Sf= 89.47 Cosoboanon test -data for e-Jogp curve Void Ratio Volume Cmpressiblity Coefficenl of consolidation Compression Pressure Settlement 5e= e=eo-6e Incremental Changes (H.„r Cv= ndex.Cc KN/mA2 A Hmm F’6H eo=O.41 de dp 1+«i Mv= t50 H0=20mm 0.026-(H., .)‘/t;>0 e F=0.0707 6e/8p‘100d min 0 0 0.071 0410 0 0 20 1 50 0.166 0.012 0.398 0.012 50 1 398 0.168 4.000 19.834 19.917 396.687 2.578 2 100 0.2641 0.019 0.391 0 007 50 1.391 0.100 4 000 19.736 19 868 394 737 2 566 3 200! 0.435 0.031 0 379 0012 100 1 379 0 088 1.440 19.565 19651 386142 6972 0 069 4 400 0.64 0.045 0 365 0.014 200 1.365 0 053 2 560 19.36 19.463 378.789 3.847 5 800l 093 0 066 0 344 0 021 1 344 0038 4 000 19.07 19215 369.216 2.400 ~6l 1600 1.303! 0 092 0318 0 026 400 800 1.318 0.025 6 760 18.697 18884 356 587 1.371 7 800 1 254 0 089 0 321 -0 003 -800 8 400T 1.1991 0.085) 0.325 -0 004 ■400 .£ — 100[ 1.1161 0.079) 0.3311 •0 006, ■300 L lnc.noProject: Erer Gololcha Irr. Feasibility Study Design Proj. Client: Ministry of Water Resource Location: Reservior Test Pit: EB1-TP-12 Depth(m): 0.20-1.30 Sample No.: 1 Sample Type: Disturbed Date:31/01/07 Tested By: N.M & G.M Void ratio Vs Pressure curve 10.0000 100.0000 1000.0000Consolidation Test Calculation Sheet Date Tested Sample No. Depth(m) Specfic gravity’ 16/01/07 EB1-TP-14 0.20-2.80m 2.60 Before Test Weight of sample+Ring Weihl of Ring Weight of sample Weiht of dry sample Initial moisture content Mo 152.56 68.32 84.24 73.70 14.30 Diameter, D Area. A Thickness, H Volume Density Dry Density 50.00 mm 1963.50 mm2 20.00 mm 39.27 cm3 2.15 g/cc 1.88 g/cc Initial eoa 0 96.48163 initial s - Volume change Faector F= 0.06927 After Test Weight of sample*ring 151.02 Weight of dry sample+ring 142.02 Weight of Ring Weight of wet sample 68.32 82.7 Weight of dry sample 73 7 Weight of moisture 9 Overall settlcn Volume chang Final volume Final density Final Dry dens Final void ratic 1.9420 mm 3.8131 cm3 35.4569 cm3 2.3324 g/cc 2.0786 g/cc 0.25 Final moisture content 12.21% Final saturation Sf= 126.57 Cosolidalion test -data for c-loqp curve Void Ratio Volume Cmpressiblity Coefficent of consolidation Compression Pressure Settlement oe= “ e=c0-8e Incremental Changes H=H^H |H =(H, tve (H.v.y Cv= Index.Cc KN/mA2 A H mm F’oR <*0=0.39 de op 1+e, Mv= 150 H0=20mm 0.026-(H,„.)'/t 50 F=0.0693 8e/6p*100C mln. 0 0.000 0.069 0.390 0.000 0 20 1 50 0.386 0.027 0.363 0.027 50 1.363 0.392 0.810 19.614 19.807 392.317 12.593 100 0.554 0.038 0.352 0.012 50 1.352 0.172 4.000 19.446 19.723 388.997 2.528 3 200 0838I 0.058 0.332 0.020 100 1.332 0.148 3.240 19.162 19.304 372.644 2.990 0.110 4 400 1.1851 0.082 0.308 0.024 200 1.308 0.092 4 410 18.815 18.989 360.563 2.126 BOO 1.666? 0.115 0.275 0.033 400 1.275 0.065. 5.760 18.334 18.575 345012 1.557 6 1600 2.194 0.152 0.238 0.037 800 1.238 0.037 5.060 17.806 18.070 326 525 1.678 800 2.148 0.149 0.241 -0 003 -800 ei 400 2.084 0.144 0.246 -0.004 -400 9| 100 1.9421 0.135 0.2551 -0.010 -300 lnc.noProject: Erer Gololcha Irr. Feasibility Study Design Proj. Client: Ministry of Water Resource Location: Reservior Test Pit: EB1-TP-14 Depth(m): 0.20-2.80 Sample No.: 1 Sample Type: Disturbed Datc:16/01/07 Tested By: N.M & G.M Void ratio Vs Pressure curve 100.0000 1000.0000Consolidation Test Calculation Sheet Dale Tested 16/1/2007 Sample No. EB1-TP-15 Depth(m) 0.70-2.0 Specfic gravity Before Test 2.63 Diameter.D 50.00 mm Weight of sample+Ring 153.82 Area. A 1963.50 mm2 Weiht of Ring 71.47 Thickness. H 20.00 mm Weight of sample 82.35 Volume 39.27 cm3 Weiht of dry sample 70.05 Density 2.10 g/cc Initial moisture content Mo 17.56 Dry Density 1.78 g/cc Initial e . 0 Initial Sq, 0.47 97.351796 Volume change Faector F= 0.07372 After Test Weight of sample+ring 150 84 Overall settlen 2 6040 mm Weight of dry sample+ring 141.52 Volume chang 5.1130 cm3 Weight of Ring 71.47 Final volume 34.1570 cm3 Weight of wet sample 79.37 Final density 23237 g/cc Weight of dry sample 70.05 Final Dry dens 2.0508 g/cc Weight of moisture 9.32 Final void ratic 0.28 Final moisture content 13.30% Final saturation Sf= 123.90 Cosfllidation test -data for e-logp cuvv Void Ratio Volume Cmpressiblity Coefficent of consolidation Compression Pressure Settlement de= e=eo-^e Incremerital Changes Cv= ndex.Cc KN/mA2 A H mm F'dH 60=0.47 Se op 1-K?, Mv= 150 Ho=2Omm 0.026-(H^..)7t$>0 F=0.0737 5e/8p-100a min. 0 0 0.074 0.470 0 0 20 1 50 0.365 0.027 0.443 0.027 50 1 443 0.373 1.000 19.635 19.818 392.733 10.211 2 100] 0.719 0.053 0.417 0.026 50 1 417 0.368 2.250 19.281 19641 385749 4.458 3 200 1.175 0.067 0383 0 034 100 1 383 0 243 4 000 18 825 19.053 363 017 2.360 0.144 4 4001 1.694 0.125 0.345, 0.038 200 1 345 0.142 5.760 18 306 18.566 344 678 1.556 5 8oo; 2322 0.171 0 299 0046 400 1 299 0.089 20.250 17 678 17.992 323.712 0416 6 1600! 2 9ie| 0.215 0.255 0.044 800 1.255 0044 25.000 17082 17.380 302 064 0 314 7 800T 2.865 0 211 0 259 -0 004 -800 8 400 2 792 0.206 0.264 -0.005 -400 9 100T 2 604 0.192 0.278 •0.C14 -300 — lnc.noI Project: Erer Gololcha Irr. Feasibility Study Design Proj. Client: Ministry of Water Resource Location: Rcscrvior Test Pit: EB1-TP-15 Depth(m): 0.70-2.0 Sample No.: 1 Sample Type: Disturbed Date:16/01/07 Tested By: N.M & G.M Void ratio Vs Pressure curve1.0 Introduction This report presents Summery of laboratory test result of soils taken from Errer Dam Project. The test results are Triaxial. 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 analysis. 1.1 Standard Procedures S.No. Type of Test Standard 1 Triaxial BS 1377,1975:(Test 12) 2 Direct Shear ** 3 Permeability ASTM D2434Summary of Test Result Parameter EBl (TP-02) (0.2-1.50m) EB2 (TR-1) (0.0- 3.0in) EB2 TR2 (0.2- 4.0m) EB2 TR3 (0.2- 3 5m) EB2 TR-4 (0.2- 2.5m) EB2 TR-6 (0.2- 2.5m) EB2 TR-7 (0.5- 3.0m) EBl (TP-9) (0.9- 3.0m) EBl (TP12) (0.2- 1.30m) ESHQ2 (TR-3) Surface ESHQ2 (TR-1) Surface Triaxial (UU) C(kPa) 0(°) 16.01 9 14.79 9 17.73 8 28.99 7 30.29 8 32.42 13 26.22 10 26.67 6 26.08 16 - - Direct Shear C(kPa) 0(°) - - - 23.33 37.05 9.00 37.23 Permeability (cm/sec) 1.6 x 10J 2.35 x 10' 3Project •• : Clay borrow Ar«a Sap'.pl?.’ No. •■ (I PIC) <.”>) = O.C--1.PO Sanpie iyp<? : Perouldec^ feet type ■ IJU : Test No. 03 KN/M2 A« KN7M2 C KH/M'Z 0i D 1 ISC- 331.58 I 2 300 56C.08 26.08 16 | Put? •• 07/(IVO 7 .A/ 480 874.20 ..... JNornal stress W/M2) re. )(>■:. t ; Er-or Do.i’i Location • Clay Berra;. Arao. SaoplC: No. EBl ’.ir-OX) ’k'pth G'i' ■■ 0.2H.5 Sample type ■ R<?r.ouiiii?d Test type •■ UU Dore tested > .TD/D'.i/O/' 1 Tui No. 03 KN/M2 01 KN/M2 C KN/M2 0 C) 1 VJQ 247 03 2 300 401.01 18.01 9 3 400 666 ?C untHIWW* ! Project : I'rer Darc Location i Cloy Sorrow Area Sorple \ c. ; EBo <’ibci) Depth Cn> 0.1-30 Sonpit type • Fe^cui-Jed Test type UU &\t? tesiec' « $6X02/07 Test Nkt G3 KN,'M2 Cl c KK’.’MS. KN/M2 0 C) 1 150 238.13 ? 300 45: 20 :4.>T <2 3 .250 C4o;va a a a a a a a a a a a a a i i i a I c o co ug £ C2 7 o| ^1 g R 8 x: - rq <5 •a= £ ii o X.- ft: e LJ ‘2? .. *- *■ d '• Cc ♦> a v*. .;., r. X. X C; kJ ->.? j. r- ;u T ••*> <5 Sa. ku 9y £a o c- e d. _'.; •'< ^’’ \::m \ 440.15I I I I I I X • — s* 1: ; 04 1 I ?// <c S'*. *rs to I t'v s j Q ’Z : ■vCi •-O O< •O KT | 1 04 M5, j s I ° Z T“ :* O c 5? r> x? o£ V Oc i I I I I I I I I iJ Project ■■ Zi'v:-" for. Location ■ Clay Borrow Area S a no' •? N o. ■ LB? (1R < > Depth An) : (LiS-c’.'o $ar>p!e type Remoulded Test type ; UiJ Dote tested 31/03/07 .............. TcU Oft Pl C 0! NO. Kn;m2 KN/M2. KN/M?. c:> 1 150 269.73 2 300 469 32 30.29 3 3 450 08<144I I I I I I I I I I I I I I I I I I I __— ti5 \ * I i » ! I \ \ & CJ V': V c Q» -» ‘ X z- .s. •y u 1 .z V z i5 I'i x;.. xzX C =26.22 (KN/M2) ■Stress at (KN/ME-z Pro jcc %•• • w zY.z:z <% < /• • <•; Locate on ; * SA V So.noU? No : t*S” lu*-•, ••! • 0.5-3. Borrow Area / T Q “* '. K J IX / / i' I. Os Oi o 0! f*\• KN/M2 KN/M2 KN/M2 \/: 150 274.61 e •• x^oulded | Cesi i No. x. 2 SCO 483.02 ✓•S4v..Xt ' 1D 3 • x l*?r/vi 714.70 ;i iC ■•-26.67 (KN/M2) <yxSc.yi-! Nor ma! (KN/Mc?) Project '■ Er er Dar, Location ■ Cloy Borrow Aret Y‘«il No 03 Khi/M2 01 KN.W c KN/M2 0 (’) Sample No. ; FBI CIP'jb Depth (n) ■. 0.9-3.0 1 150 24070 type ! Remoulded 2 300 417.54 20.07 (! Fest type ■■ UU Date tested . 5/04/07 3 ....... <150 003 fi5 •••• •*•••• 11 •Pqect : Ere &Gololcha Irr Vis.Proj Client: Ministry of Water Resource Location : Shell Quarry T.Pit. No. ESHQ1-TR-3 Depth(m) Surface Exc. Sam. No : Sam. Type : Disturbed. Test Type : Direct Shear Date : 16/07/99 Norma! Stress Shear Stress 0 0 100 95 200 182 300 246 lloimal Stress Vs Sheai Stress C= 23.33 kPa 0 = 37.05° TESTED 0Y CHECKED BY________________________ APPROVED BYPrject: Ere &Gololcha Irr Vis.Proj Client. Ministry of Water Resource Location : Shell Quarry TPit.No. ESHQ1-TR-1 Depth(m) Surface Exc. Sam. No : Sam Type : Disturbed Test Type : Direct Shear Date : 16/07/99 Normal Stress Shear Stress 0 0 100 89 200 153 300 241 Normal Stiess Vs Shear Stress llonnal Stress ikPa) C=9.0 kPa 0 = 37.23° TESTED BY_________________________ CHECKED BY. APPROVED BY__Annex 11 Laboratory Test results Rock Samplest SS-f&i Company Kerne: CONSTRUCTION DESIGN SCc. Fv-rn Me. Or/CPSCo/'s 17 ...........— ——rr: ~ ”S* Laboratory Test Results Hive No 1 /dot rev. Page Jef 1 1 W.O.N - 0(670 Dote = 04/03/99 Project Ciient Location Test Object ERER Goielcha Irrigation project WWDSE ERER Various tests 3 Rock samples N* Test type ERQ1 ERQ 4 i Slock = E2Q 3 1 2 Vo 4 5 Specific gravity a) 8uk Specific gravity bj Bulk. Specific gravity ci Apparent d? Waler Absorption Soundness by sodium Siphate Abrasion ACV / ft.Sf- -r ¥.5 Point load ! Mpa i 2.65 2.6c 2-68 0.45 16.24 34.60 37.25 37.68 2.64 2.66 2.6-8 0.69 17.0? 32.50 34.75 47.00 2.62 2.64 2.69 0.56 16.84 31.40 30.60 38.00Annex 12 Petrographic description of rock Sample No EIP-T66Ethiopian Geological Snr'C'V Mineralogy & Petrography laboratory Pctrographieal Daia (Rock arid Orc Samples) IJcpbTrvj:. Ere; & Go:i)l?w Irrigating Eea»;ibiiity Skidy Design Project Originator: Dr. Tcsfayc Kebedu Pate Submitted: Sb'JtJrtht Request Nil.: WOZ/^OOo PVT. Sample No. E1.P-TK-R4 Lib. N<>.: IO-?/;ZZ«x;6 Sample fvpc: Rock Rock Name: Biolite Gxj eiss Type of Analysis: Thin section prqwwt’.Oft A pwog»ap??K .K::dy;;j$ Hand specimen descriptor ‘Oark-cuy :md pir-k hxa/lnx & tnxtmuxu to very coarse ipun’ca texiuic. ................. .. ............ ’Mineral content Mineral Mi-dti % Tcstnra 1 C-reJdspor (M -.croct ini:) 56 Xet-obhriic Ptegwda#? 15 >•<•!: yJastic Ql);«tZ it; Xei-obks-ic Xiiodtc 15 flaky Opawc /« I lypidiobiasiic Chlorite ; Flaky Ap-dilc Trace. Hypidiob;as:.u', Zircon Trace idicblasGc \ Texin res And Descrij div notes*. - Gneisses totnre jsen^stk. ni^li feUpni ynprodine), and ihky the pUtne^f feliatiou. They also .dternabue tudd$ c?f fd:?x: nri-i malie vuxneSis?”.............................................................. .. tod :ng of twin hm&ila on nncrnchne and per»^ of jjjaotcchSc ^^k^Id^pnr aj?................................... — observed. _.................................... ”~............................................................................................... — Described bv: Work?? (I K Chocked by: WorkduKVK Date. Completed: ??/| & A<f:S« Mskonihh: - , /-./•- /“ Iktei. MiixstaU^fPc-uHirajiiv; UibAnnex 13 Shell Material Gradation TestSummary of Test Results Parameters ESHQl-TR-l (P-1) Sample No-1 (0.0-0.50m) ESHQ1-TR-2 (P-1) Sample No-2 (0.0-0.30m) ESHQl-TR-3 (P-1) Sample No-3 (0.0-0.50m) ESHQ2-TR-1 (P-1) Sample No-1 ESHQ2-TR-2 (P-1) Sample No-2 Grain Size Analysis Silt % Sand % Gravel % 1.79 39.30 58.91 2.41 33.31 64.28 3.25 32.62 64.13 2.72 50.16 47.12 3.09 54.24 42.67bW, | %aC AFYhAq$‘ R DRJT y§i%eU xgLG J yxf R MHNDSA KFL Waterworks Design and Supennai^n Enterprise Laboratory Service Soil & Material Testing Section Project : Client: Location : T.Pit No. Dcpth(m) : ErerGololcha Irr Visibility Study Dsign Project Ministry of Water Resource ESHQ1-TR-2(P-1) 0.0-0.30 Total mass of sample before wash, g Sam. No Sam.Type :DiS.turbid Test Type : Wet Sieve Date : 21/01/06 4185 4084 Siwe Opening(mm) Mais of Sierefg) loss of sieve 4 Rf/ .soi/(g) Mass of Rtf. sod (t) Percentage Retained Cumulative % Retained Percentage Passing 75.00 1800.00 1800.00 0.00 0.00 0.00 100.00 65.00 1205.50 1205.50 0.00 0.00 0.00 100.00 50.00 1205.50 1675.50 470.00 11.25 11.25 88.77 25.00 1087.80 1292.80 205.00 4.90 16.15 85.87 19.00 1191.20 1580.20 189.00 4.52 20.65 79.55 12.50 718.50 1075.50 555.00 8.48 29.15 70.87 9.50 586.10 744.10 158.00 5.78 52.90 67.10 4.75 598.40 1106.40 508.00 12.14 45.04 54.96 2.56 551.10 1166.10 615.00 14.70 59.74 40.26 2.00 558.90 728.90 190.00 4.54 64.28 55.72 1.18 516.70 955.70 419.00 10.01 74.29 25.71 0.60 488.20 950.20 442.00 10.56 84.85 15.15 0.50 481.90 746.90 265.00 6.55 91.18 8.82 0.15 459.20 671.20 212.00 5.07 96.25 5.75 0.08 425.50 481.50 56.00 1.54 97.59 2.41 PAN 0.00 15.00 15.00 0.56 97.95 2.05 Tejted ly --------------------------------- Checked ly:____________________ Appnntd by:bVV | %aC APYbAq£ F DRJT y§i%eU xgLGO // yxf R MHNDSA KF L Water Works'Design and Supervision Enterprise Laboratory Serv.ce Soil & Material Testing Section •A&'j” Project : Client: Location : T.Pit. No. Depth (ni) : Erer Gololcha Irr Visibility Study Dsign Project Ministry of Water Resource Shell Quaty Left Dank Ring ESHQ2-TR-2(P-1) Total mass of sampk btfore wash, g Sam. No : - SoM.Tjf* :Disinrb<(i TesfTjp: IVtlSiw Dak: 21/01/06 4255 Optning(mm) Masi of Sieve(f) nass U] sura, lass of sieve Ret .soi!(g) Mass of R<7. soil (e) Percentage Retained Cumulative % Retained Percentage Passing 75.00 1800.0 1800.0 0.0 0.00 0.0 100.0 65.00 1205.5 1205.5 0.0 0.00 0.0 100.0 57.50 1205.5 1542.5 139.0 3.28 3.28 96.72 19.00 718.5 748.5 30.0 0.71 3.99 96.01 12.50 586.1 699.1 115.0 2.67 6.66 93.34 9.50 598.4 688.4 90.0 2.13 8.78 91.22 4.75 578.1 995.1 415.0 9.80 18.58 81.42 2.56 535.0 1505.0 770.0 18.18 36.77 63.23 2.00 558.9 788.9 250.0 5.90 42.67 57.33 1.18 516.7 1156.7 620.0 14.64 57.31 42.69 0.60 488.2 1168.2 680.0 16.06 73.36 26.64 0.50 481.9 1112.9 651.0 14.90 88.26 11.74 0.15 459.2 750.2 291.0 6.87 95.14 4.86 0.08 425.5 500.5 75.0 1.77 96.91 3.09 PAN 0.0 151.0 131.0 3.09 100.00 0.00 ;______ _________________ Checked bj:___________ _——-------- Apprvird bybV^ | %aC AFYhAq$_F ' DRJT y§i %eU xc(J3 (J ££ yxf R MHNDSA KF Li ...... Waterworks Design and SdP'7'=iOn Enterprise Laboratory Service Soil & Material Testing Section Project: Cheat: Location : T.Pit. No. Depth (m): Ercr Gololcha Irr Visibility Study Dsign Project Ministry of Water Resource ESHQ1-TR-1(P-1) 0.0-0.50 Total mass of sample before uash g Total m of pte after wash g Sam. No ■ ' Sam.Type ^Disturbed Test Type : U et Sieve y Dare: 21/01/06 2626 Sieve Openingfmm) Mass of Sievefg) ass savr lass of sieve 4 Rz/ .soii(i) Mass of Ret. soil M Percentage Retained Cumulative °/o Retained Percentage Passing 75.00 1800.00 1800.00 0.00 0.00 0.00 100.00 50.00 1203.50 1203.50 0.00 0.00 0.00 100.00 37.50 1087.80 1087.80 0.00 0.00 0.00 100.00 25.00 1191.20 1242.20 51.00 1.94 1.94 98.06 19.00 718.50 823.50 105.00 4.00 5.94 94.06 12.50 586.10 792.10 206.00 7.84 13.79 86.21 9.50 598.40 762.40 164.00 6.25 20.03 79.97 4.75 533.00 958.00 425.00 16.18 36.21 63.79 2.36 551.10 996.10 445.00 16.95 53.16 46.84 2.00 538.90 689.90 151.00 5.75 58.91 41.09 1.18 516.70 883.70 367.00 13.98 72.89 27.11 0.60 488.20 844.20 356.00 13.56 86.44 13.56 0.30 481.90 664.90 183.00 6.97 93.41 6.59 0.15 459.20 555.20 96.00 3.66 97.07 2.93 0.08 425.50 455.50 30.00 1.14 98.21 1.79 PAN 0.00 47.0C 47.00 1.79 95.20 0.00 Grain Size Distribution Curve,BS o- x Im o c 100.00 90.00 80.00 70.00 C2T iZ Q c 8 o 60.00 50.00 40.00 30.00 20.00 Q. 10.00 0.00 Grain Size (mm) Gravel Tested by Checked by bybW, | %aC AFYhAq$_F . DRJT y§i%eH xgLG J // yx f R MHND SA KFL ' z’<’’ ’ ■—y ‘.....' Waterworks Design and Supervision Enterprise Laboratory Service . ' '' S' oil & Material Testing Section Project: Client: Location : T.Pit. No. Dcpth(m): ErerGololcha Irr Visibility Study Dsign Project Ministry of Water Resource Shell Quary Left Bank Ring ESHQ2-TR-1(P-1) Total mass of sample before wash, g Total m pl t h Sam. No : 1 Sam.Type :Dis Herbert Test Type : Wet Sieve Date: 21/01/06 3990 Jww Opening(mm) Mau of Siet*(g) ass of sam Mass of sieve •+ Ret .soi!(g) e af er was , g Mass of Ret. soil (g) Percentage Retained Cumulative % Retained Percentage Passing 75.00 1800.00 1800.00 0.00 0.00 0.00 100.00 63.00 1203.50 1203.50 0.00 0.00 0.00 100.00 37.50 1203.50 1370.50 167.00 4.19 4.19 95.81 25.00 1087.80 1193.80 106.00 2.66 6.84 93.16 19.00 1191.20 1362.20 171.00 4.29 11.13 88.87 12.50 718.50 971.50 253.00 6.34 17.47 82.53 9.50 586.10 691.10 105.00 2.63 20.10 79.90 4.75 598.40 994.40 396.00 9.92 30.03 69.97 2.36 551.10 1076.10 525.00 13.16 43.18 56.82 2.00 538.90 695.90 157.00 3.93 47.12 52.88 1.18 516.70 951.70 435.00 10.90 58.02 41.98 0.60 488.20 1122.20 634.00 15.89 73.91 26.09 0.30 481.90 985.90 504.00 12.63 86.54 13.46 0.15 459.20 801.70 342.50 8.58 95J 3 4.87 0.08 425.50 511.50 PAN 0.001 IOS.50 86.00 2.16 97.28 2.72 108.50 2.72 100.00 0.00 Tested b) :_ Checked bj________ ____ Apprised by.bV^ | %aC AFYhAq$_R DRJT y§i%eH xc^G (J yxf R MHNDSA. KFL Waterworks Design and Supervision Enterprise Laboratory Serv.ce Soils. Material Testing Section Project: Client: Location: T.Pit. No. Depth (m): ErerGololcha Irr Visibility Study Dsign Project Ministry of Water Resource Shell Quary Left Bank Ring ESHQ1-TR-3(P-1) 0.0-0.50 To tai mass ofsample before wash, g Sam. No : 3 Sam. Type disturbed Test Type: Wet Sieve Date: 21 /OU 06 375/ 3d33 Sieve Openirg(mm) Mass oj Sieve(g) Mass oj suit 4 Ret .soil(gj Mass cf Rr/. soil (g) Percentage Retained Cmmu lathe % Retained Percentage Passing 75.00 1800.00 1800.00 0.00 0.00 0.00 100.00 63.00 1203.50 1203.50 0.00 0.00 0.00 100.00 37.50 1203.50 1465.50 262.00 6.98 6.98 93.02\ 25.00 1087.80 1243.80 156.00 4.15 11.13 88.87^ 19.00 1191.20 1397.70 206.50 5.50 16.63 83.37 12.50 718.50 1066.50 348.00 9.27 25.90 74.10 9.50 586.10 798.60 212.50 5.66 31.56 68.44 4.75 598.40 1111.40 513.00 13.66 45.22 54.78 2.36 425.50 969.50 544.00 14.49 59.71 40.29 2.00 551.10 717.10 166.00 4.42 64.13 35.87 1.18 538.90 914.90 376.00 10.01 74.14 25.86 0.6q\ 516.70 908.70 392.00 10.44 84.58 15.42 0.30 488.20 731.20 243.00 6.47 91.05 8.95 0.15 481.90 648.90 167.00 4.45 95.50 4.50 0.08 459.20 506.20 47~00\ 1.25 96.75 3.25 PAN 425.50 547.50 122.00 3.25 100.00 o.oo\ Grain Size Distribution Curve,BS Tested by Checked ty:-------------------------------- Appmtxd ..Annex 14 Laboratory Test Results Triaxial and Permeability1.0 Introduction This report presents Summery of laboratory test result of soils taken from Errer Dam Project. The test results are Triaxial. 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 analysis. 1.1 Standard Procedures S.No. Type of Test Standard 1 Triaxial BS 1377,1975:(Test 12) 2 Direct Shear - 3 Permeability ASTM D2434Summary of Test Result Parameter EBl (TP-02) (0.2-1.50m) EB2 (TR-1) (0.0- 3.0m) EB2 TR2 (0.2- 4.0m) EB2 TR3 (0.2- 3.5m) EB2 TR-4 (0.2- 2.5m) EB2 TR-6 (0.2- 2.5m) EB2 TR-7 (0.5- 3.0m) EBl (TP-9) (0.9- 3.0m) EBl (TP 12) (0.2- 1.30m) ESHQ2 (TR-3) Surface ESHQ2 (TR-1) Surface Triaxial (UU) C(kPa) 0(°) ' 16.01 9 14.79 9 17.73 8 28.99 7 30.29 8 32.42 13 26.22 10 26.67 6 26.08 16 - - - - Direct Shear C (kPa) 0?) ' ■1 - - ■ - - - *iSI - • 23.33 37.05 9.00 37.23 Permeability (cm/sec) - —’1 1.6 x 10“’ ■ 2.35 x IO*3Project 1 t'rt-r Doh Location : Clay Borrow Area Sainplw No. 1 EB1 (T'PL?> [ipptn Cm) 1 0.i:?-1.30 Sample type 1 Remoulded Test type < IJiJ Pole tested I CP/(M/0 7 Teui No, 03 KN/M2 Ol KN/M2 IIIIIIIIHIHI'III a KNM' I'ltliitlHU 0 C) 1 150 331.58 !? 300 560.00 I'lj.Oti 16 J •150 87-1.20A Q ...... o v - i os : O £i 51 i£1 1 ----m m i , , _ _ i ils 1I 8 __2' >• Uu. s C^%r : •% : vi ~q i fWZW 'ifJ 1.0 if0) C4 Project '■ Dr er Bar; Location ■ Clay ‘j.orrow Ar^o. Sample No. •• l;B<? iTRl) Depth (n) ■ 0.1-30 Semple type < E'encMlded "e.s? typs? LiU fat? t?su;U •• ?6'0?/07 Test No. 6$ KN,'M2 01 KNM. c j 0 KMM2| <*) 1 150 238.13 i j1 2 300 -IS1 20 14.79 j 9 3 4S0 .. L _ .Frojrci • Er er Bar* Location i Clay Bornc-w Area S «c p;i? No. Tni *&. •d? KKWZ Ol KN/.M.2 a KNVM'z 0 D s Death Oh • 0.2-4.0 type : Rereuio:ed te.vl - ypr : UU Bott tested »* 27/03/07 : } £$2 CIR2? 1 150 2£I71 •2 300 4-1C 15 17.73 6 fc 3 A$0 *49 3-1Project ■■ Erer Location Cl.av borrow Areo Sample No. ■■ Efe (TR3< Depth <n> • (i.3-3.5 Sonpie type •• fJeooulded Test "yp<? i UN ,3;M.e rested : 29/03/0/ Tc-Ol No. 03 KN/M2 01 KN/M2 G KMM2 0 rs 1 1-X) 255. V 2 300 452 5fi z 3 450 6-I&.02Project '• Erer Do.p> PCTCfon ; Cio.v Borrow rtrea Sttr.oU? No. ; £B£ <;K’6) Lepth (M ■ G.2-2.S S-V'-ple type ■■ R’oGOu-i'Jf'd Test type : UU L’ate te.nTeci Q(?/0'>'07 lest I 03 No. KN/M2 0l KN7.M C 2 KN/M2 0 C; 1 150 32GJ9 2 MO 5JM.13 32/> 13 'I 450 aw.wS.l'ieyr Stress ct Failur » C =26.22 (KN/M2) 0 10» :'Ct •' i~r'*?r Bd-'l bon •■ Ci&v Borrow e No. = EB2 (TR7? i (B =- 0.5-3.G ? typo Renoulded Cl I c A red Test No. \ OS KN/M2 KN/M2 KMM2 0 *♦» \/ i1 150 7.74.64 : 2 300 488.02 2S.22 10 type ■ UU tested .• 04/04/07 31 450 714.70G -26.67 (KN/M2) 0 = 6’ i &Hur c- \ 1 \ < * .• I • o« Z <&£c4& projec v LOCiVviC*') Er er Dafe Doy Borrow Area T^:J 03 1 01 Na KN/.M2 KN/Mz < 150 24073 z- KN/M2 2 3i 300 26.67 450 417.54 60S >)5 0 n 6
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