somali aggregate

7/28/2019 Somali Aggregate

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AID WashingtonUSAID MogadishuContract Number AF R 0114-C-00-3021-00Project Number 649-0114Amendment No. I

Somali Democratic RepublicKismayo Port RehabilitationAdditional Site Investigation


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AID WashingtonUSAID MogadishuContract Number AFR 0114-C-00-3021 -00Project Number 649-0114Amendment No. 1

Somali Democratic RepublicKismayo Port Rehabilitation


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KISMAYO PORT REHABILITATIONADDITIONAL SITE INVESTIGATION REPORT

TABLE O F CONTENTSPage

1.0 INTRODUCTION1.1 Background 11.2 Purpose 2

2.0 SUMMARY OF PREVIOUS INVESTIGATIONS2.1 Subsurface Investigation at Port 42.2 Material Source Survey 5

3.0 SUBSURFACE EXPLORATION AT PORT3.1 Description of Work 73.1.1 Water Jet Probings 73.1.2 Borings 83.2 Geology 93.3 Soil Stratigraphy 3.4 Considerations for Design and Construction 911

4.0 AGGREGATE SOURCE INVESTIGATION


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TABLE OF CONTENTS (Cont'd)

PLATESPlate 1 Location PlanPlate 2 Existing Wharf StructurePlate 3 Recommended Rehabilitation SchemePlate 4 Location Plan, Water BoringsPlate 5 Location Plan, Water Jet ProbingsPlate 6 Soil Profile, Section A-APlate 7 Soil Profile, Section B-BPlate 8 Profile of Driving Records forExisting Fender PilesPlate 9 Location Plan, North Quarry SitesPlate 10 Location Plan, South Quarry Site

APPENDICESAppendix A Logs of Water Jet ProbingsAppendix B Logs of Water BoringsAppendix C Logs of Quarry BoringsAppendix D Laboratory Test ResultsAppendix E Profiles from Soundings BeneathWharf Platform


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LIST OF TABLESPage

Table 1 Design Soil Profiles for Wharf Rehabilitation 12Table 2 Summary of Laboratory Testing for Quarry Samples 20Table 3 Preliminary Results of Water Sample Analyses 26


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1.0 INTRODUCTION

1.1 Background

Parsons Brinckerhoff International, Inc. (PBI) has been contracted by theUnited States Agency for International Development (USAID) to perform apreliminary design study, and to prepare final design documents for therehabilitation of the Port of Kismayo, Somali Democratic Republic (SDR). Thepreliminary design phase of the project commenced in January 1983 and wascompleted in July 1983. Final design for the port rehabilitation wasinitiated in November 1983, and is scheduled for completion in June 1984.The Port of Kismayo is located on the southern coast of the Somali

Democratic Republic, 375 km (325 mi) south of the capital city of Mogadishu;48 km (28 mi) south of the equator; and 8 km (5 mi) south of the mouth of theJuba River (Plate 1). The existing pier has a capacity for four berths alongits approximately 620 m (2,030 ft) L-shaped length.A preliminary design report(l) prepared by PBI, and dated July 1983,considered technical and


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1.2 Purpose

The additional site investigation included a subsurface investigation atthe port site, an aggregate source survey, a port topographic survey, and awater source survey. Following are the specific purposes of theseinvestigations:

Port Site Investigationo Investigate subsurface conditions along the alignment of the

proposed bulkhead structure.

o Determine if coral layers or boulders, identified during theprevious site investigation, exist along the recommended bulkheadalignment, and determine th e thickness and plan limits of the coral.

o Investigate subsurface conditions at the two proposed mooringdolphin locations.


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periods of both high flow and low flow to evaluate tidal influenceon water quality.


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2.0 SUMMARY OF PREVIOUS INVESTIGATIONS

2.1 Subsurface Investigation at Port

A previous subsurface investigation was conducted at the Port of Kismayoby TAMS in November and December, 1982, and is described in their report"Field Technical Surveys for Port of Kismayo, Somali Democratic Republic",dated February 1983. The subsurface exploration program included nine boringsdrilled at the edge of the existing pile supported wharf platform, fourborings at the mole fill area behind the wharf platform, five borings withinthe inner harbor, and three borings in the outer harbor adjacent to the shipapproach channel. The location of borings along the edge of the wharfstructure are shown in Plate 4. The previous investigation also includedwater jet probings and an extensive bathymetric survey of the inner and outerharbor areas.

Limited subsurface investigations of the port area were made prior to theTAMS study. A series of water jet probings were performed in 1960 and 1961 togather information for the original construction of the wharf and breakwater


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A design analysis report(3) prepared by the U.S. Army Corps of Engineersin October 1961 for the design of the existing port facility reported thepresence of a "crust of hard material, presumed to be of coral origin" at theground surface prior to construction. However, it is likely that this crustwas removed during dredging of the inner harbor basin.

Further information regarding the presence of a hard coral stratum wasobtained from Mowlem Construction Company of London, contractor for the 1979installation of the cantilever steel H-pile fendering system at the Port ofKismayo. According to Mowlem, when the fender piles were driven, the "coralcrust" was penetrated by employing standard methods, and predrilling orbreaking up of the "crust" was not required. Pile driving records from theconstruction of the existing steel H-pile fendering system are presented inthe profiles of Plate 8. These profiles generally show a sharp increase indriving resistance between elevation -12 m (-39 ft) and -17 m (-56 ft).However, along the southwest half of berth 1, corresponding to the area wherea shallow coral formation was encountered in the borings for the TANSinvestigation, relatively high driving resistance was observed as high aselevation -9 m (-30 ft). Another significant observation from these


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tests, the study concluded that the available quarry material was unsuitablefo r use as coarse aggregate for concrete, and it was recommended thatconsideration be given to obtaining dense, good quality coarse aggregate fromsources located outside the Kismayo area. The study also concluded that testpit samples from the Control Point Quarry and Sheikh Road Quarry were bestsuited fo r pavement base course. However, these materials were considered tobe of poor quality which might degrade under compaction equipment an d trucktraffic, leading to rutting of the pavement surface.

The previous investigation recommended "dune" sand deposits from the OldAirport Quarry as a source of fine aggregate for construction. However, avisual reconnaissance of the Old Airport Quarry and an inspection of samplesfrom the TAMS investigation indicated that the recommended fine aggregatesource is beach sand rather than dune sand. Dune sand, which is fine grainedan d uniformly graded, would be a poor source of fine aggregate. The beachsand would require some processing to modify its natural gradation to conformto ASTM standards.

The previous water source investigation evaluated th e quality of water


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3.0 SUBSURFACE EXPLORATION AT PORT

3.1 Description of Work

A subsurface exploration program was performed at the Port of Kismayo aspart of the additional site investigation by PBI. The exploration at the portsite, conducted during November 1983, consisted of water jet probings andwater borings. The work was performed by Geodrill Ltd., of Mombasa, Kenya,under subcontract to PBI, and inspection services for the field work wereprovided by PBI. The details of the equipment and work performed aredescribed below.

3.1.1 Water Jet Probings

Water jet probings were conducted to locate the surface of boulders orcoral layer along the proposed alignment of the sheetpile bulkhead. Theequipment used consisted of a 7 m (23 ft) long, 2.5 cm (1 n.) diameter steelpipe fitted with a reducer nozzle tip to increase water exit velocity. Todetermine penetration of the je t probe below sea bottom the pipe was marked at


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3.1.2 Borings

The exploration program included six water borings at the locations shownin Plate 4. Two borings, WB-l and WB-6, were drilled at proposed mooringdolphin locations at each end of the wharf to determine subsurface conditionsfor the design of pile foundations. The four remaining borings, WB-2 throughWB-5, were drilled 12.2 m (40 ft) from the edge of the existing wharfstructure along the alignment of the proposed sheetpile bulkhead. Three ofthese borings, located along berths 1 and 2, were drilled to evaluate thehard stratum encountered by the water jet probings, and to obtain samples fromthis stratum for visual inspection and laboratory testing. One boring, WB-2,was drilled in the area of berth 3 where the water jet probings indicated verysoft material for the full 7 m (23 ft) depth penetrated by the water jetprobings.

The borings at the mooring dolphins were drilled to a depth ofapproximately 25 m (82 ft) below the seabed. The four borings adjacent to theexisting wharf were drilled to a depth of 9.5 m (31 ft) to 10 m (33 ft) belowthe seabed. Logs of the water borings are contained in Appendix B.


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encountered, and nexthe split spoon sample was obtained. A bentonite andbarite slurry mixture was used fo r th e drill fluid to prevent the bore holebottom from heaving and also to provide more efficient removal of the drillcuttings. When the casing was seated a sufficient depth into firm materialth e boring was continued uncased.

Laboratory tests on samples recovered by the water borings included grainsize analyses and Atterberg Limit determinations. All laboratory testing wasperformed by Central Testing Laboratories Ltd. of Nairobi, Kenya. The resultsof the laboratory tests are presented in Appendix D.

3.2 Geology

The Somali Democratic Republic lies within the eastern part thef northeast African structural block which is triangular-shaped and bounded onthe north by the Gulf of Aden, on the west by the Abyssinian fault trough, andon the east by the Indian Ocean.

In the southern regions of the SDR, the surface of bedrock is generally


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Plates 6 and 7, was generally found to be 1 to 3 (3to 10 ft) lower than theseabed surface along the edge of the existing wharf platform.Subsurface conditions along the proposed bulkhead alignment are presentedin the profiles of Plates 6 and 7. These profiles summarize the findings ofthe water jet probings and water borings performed for this investigation, andalso show soil conditions encountered in the wharf borings performed for the

previous site investigation.

Along the proposed bulkhead alignment the existing soil stratificationincludes a surface layer of very loose silty sand and sandy silt, or very softsilty clay. Generally this layer is approximately 1 m (3ft) thick, but inthe vicinity of berth 3, and the southwest portion of berth 2, very soft siltyclay extends to a depth of as much as 3 m (10 ft), and is underlain byapproximately 2 (7 ft) of very loose silty sand.Generally, the soft surface stratum is underlain by 2 to 3 (7to 10 ft)of loose to medium dense silty sand which extends to about elevation -13 to-17 m (-43 to -56 ft). This stratum is underlain by medium dense to verydense silty sand to the surface of a coral formation approximately at


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borings and water jet probings. Hard pile driving was encountered at shallowdepth along the southwest portion of berth 1, corresponding to the area wherehard bottom was encountered at shallow depth during the subsurface explorationprograms. In the vicinity of berth 3 the steel fender piles penetrated toelevation -16 m (-53 ft) under the pile and hammer weight alone. It is inthis area where boring WB-2 encountered soft soil deposits to approximatelyelevation -16 m (-53 ft). The driving resistance profile is a valuable indexfor determining the lateral limits of different ground conditions as itprovides a continuous profile along the edge of the existing wharf platform.3.4 Considerations for Design and Construction

The existing subsoil conditions described in Section 3.3 can besimplified to three different soil profiles for design of the sheetpilebulkhead. These profiles, identified as profiles A, B and C, are presented inTable 1, and preliminary limits of each profile are shown in Plate 4.

In profile A, loose to medium dense silty sand extends from the mudlineto elevation -1 3 m (-43 ft), and is underlain by medium dense to very dense


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TABLE 1DESIGN SOIL PROFILES FOR WHARF REHABILITATION

SubmergedProfile

Designation Stratum Description Stratum LimitsUnitWeight(Pcf)

Angle ofInternalFriction

A Loose to medium dense -9.5 to -1 3 m 55 300silty SAND (-31 to -43 ft)Medium dense to very -13 to -34 m 55 350dense silty SAND, (-43 to -112 ft)with gravel

B Loose to medium dense -9.5 to -1 7 m 55 300silty SAND (-31 to -56 ft)Medium dense to very -17 to -34 m 55 350dense silty SAND, (-56 to -112 ft)with gravel


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The design soil profiles developed from informnation obtained during theadditional site investigation are comparable to the soil profile used forpreliminary design(l) in which the transition between loose to medium densesand and medium dense to very dense sand was assumed to be at elevation -15 m(-49 ft). Therefore, no significant modifications to the recommendedstructure are anticipated.

For the entire length of the wharf, the existing surface layer of verysoft silty clay and sandy silt should be removed by displacement or dredging,and replaced with granular backfill. Removal and replacement of this materialis considered necessary to reduce lateral earth pressures on the inboard sideof the sheetpile bulkhead, and increase the passive soil resistence on theoutboard side. Also, excessive settlement due to consolidation of these verysoft soils may cause overstressing of the bulkhead tie rods, earlydeterioration of surface pavement, and disruption of surface drainage systems.Generally, the depth of these very soft soils is less than 1 m (3ft).However, in the vicinity of berth 3 and the southwest portion of berth 2, tbssilty clay extends to a depth of ass much 3 m (10 ft) and is underlain byvery loose silty sand. In these areas dredging and replacement with granularbackfill


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4.0 AGGREGATE SOURCE INVESTIGATION

4.1 General

A major consideration fo r the Port of Kismayo rehabilitation project isthe availability of materials for construction, including fine aggregate,coarse aggregate, and pavement base material. A previous investigation,discussed in Section 2, identified possible local sources of fine aggregate,but indicated that locally available quarry materials were unsuitable for useas coarse aggregate for concrete, and were generally of a poor quality for useas pavement base material. The primary purpose of the PBI investigation wasto search fo r sources of coarse aggregate and base materials in quarries otherthan those previously investigated, if such new quarries could be located.

The PBI investigation included the following tasks:

o Interviews with Contractors and Government Agencies. Interviewswere conducted with foreign contractors who are currently or wererecently involved in construction projects the Kismayo area and


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o Laboratory Testing. Laboratory testing was performed on samplesobtained from the quarry sites to evaluate the suitability of thematerials for use as aggregate in construction.

Following is a detailed description of the above tasks and a sumary ofthe investigation findings.

4.2 Interviews with Contractors and Government Agencies

At the time the PBI investigation was conducted, three major constructionprojects, directed by foreign contractors, were in progress in the Kismayovicinity. These projects included construction of cold storage facilities forthe Ministry of Fisheries, the Mugambo Irrigation Project, and the SacoIrrigation Project.

The Ministry of Fisheries project includes the construction of severalcold storage facilities along the southern coast of the SDR to serve astemporary storage for fish being transported to a processing plant in Kismayo.The facilities were designed by a West German firm, and construction is beingconducted ARABCO Limited,


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material is obtained from a quarry near the town of Torda, approximately 20 kmsoutheast of the Juba River bridge to Gemama. Fine aggregate is obtained frombeach sand deposits at the Old Airport Quarry, and water is obtained from alocal well.

The Saca Irrigation Project, also sponsored by the Ministry ofAgriculture, is located near Gelib, approximately 100 km north of Kismayo, andis being constructed by a construction group from the People's Republic ofChina. Coarse aggregate for this project is obtained from the Control PointQuarry, and fine aggregate is obtained from the beach sand deposits at th e OldAirport Quarry.

The foreign contractors were also helpful in providing informationregarding aggregate sources used for recently completed construction projectsin th e Kismayo vicinity. It was reported that concrete coarse aggregate andfine aggregate for the Juba Sugar Project north of Kismayo were obtained fromthe Old Airport Quarry. Pavement base material for this project was reportedto have been obtained from the same Torda Quarry being used for the MugamboIrrigation Project. Pavement base material for construction


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concluded that the Check Point, Old Airport and Sheikh Road Quarries containthe highest quality aggregate material available in the Kismayo area.Although the previous investigation concluded that the materials from thesequarries are unsuitable, the use of these quarries for major constructionprojects by foreign contractors indicated that a reconsideration of theprevious conclusions was warranted. Further exploration, described below, wastherefore performed at these quarry sites for the PBI investigation.

Bulk samples of crusher stockpile material were obtained at the OldAirport Quarry and at the Control Point Quarry, and designated as samples 2and 4, respectively. The sampling locations are shown in Plate 9. Forcomparison, additional samples were obtained from a quarry site at Mogadishuand from the stockpile of a roadbuilding contractor at Brava, designated assamples 1 and 3, respectively. The stone by the contractor at Brava wasse reportedly obtained from a quarry near Merca. Laboratory L.A. abrasion testswere performed on these samples for correlation and comparison with theresults of previous tests.

Additional bulk samples of coarse aggregate, designated as Q-1 through


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The two quarry borings were drilled to a depth of approximately 8.0 m (26ft) using a Radio Sonda SR2 trailer mounted drill rig. In general, a speciallarge diameter core barrel with a 146 mm (5.7 in.) outside diameter was usedto obtain a 122 mm (4.8 in.) diameter core. In boring QB-2, NWTn corebarrel with a 75 mm (2.9 in.) outside diameter was used to obtain a 59 mm (2.3in.) diameter core below 4.7 m (15.4 ft) depth. The drilling equipment wasswitched to the smaller size core barrel in QB-2 to allow the borehole to becased to the 4.7 m (15.4 ft) depth after problems with caving of the boreholewere encountered. Core run lengths were 0.5 m (1.6 ft) in the upper portionof the borehole and were increased to 1.5 m (4.9 ft) at depth. A thinbentonite slurry was circulated for the drill fluid. Logs of the quarryborings are presented in Appendix C.

The laboratory tests performed on samples from borings QB-l and QB-2included L.A. abrasion, soundness (magnesium sulfate), specific gravity,unconfined compression, and water absorption tests. The procedures used forthe soundness test were revised from the 10 cycle test performed for theprevious investigation to a 5 cycle test which is the commonly used test forevaluating concrete coarse aggregate and pavement base material( 6,7).


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TABLE 2SUMMARY OF LABORATORY TESTING FOR QUARRY SAMPLES

0

SampleNo.QB-1

QB-2

1

QuarrySourceControl Pt.

Control Pt.

Mogadishu

MaterialDescriptionRed-Brown PorousCoral LimestoneRed-Brown PorousCoral LimestonePorous Coral Limestone

L.AAbrasion500 rev.(t)37

33

34.2

MgSO4Soundness5 cycle (t)+No. 4 -No.41.4 3.3

1.2 4.0

Specific GravityO.D. S.S.D. App.2.37 2.47 2.62

2.36 2.46 2.62

WaterAbsorption

3.9

4.1

Fines (tPassingNo. 200sieve)

1

1

UnconfinedCompressionStrengtkg/cm(psi)157

(2230)166

(2360)

2 Old Airport Red-Brown PorousCoral Limestone

22.7

3 Merca Porous Coral Limestone 29.74 Control Pt. Red-Brown Porous

Coral Limestone 26.4


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investigation. A visual inspection of samples thehe from previousinvestigation indicated that wider of range materials were sampled andtested. The samples with the greatest abrasion loss were more porous and hadweaker structure. Samples comparable in quality to those tested during thisinvestigation had abrasion loss ranging from 28 to 51 percent.The higher abrasion loss values for both investigations were obtainedfrom tests performed on boring samples. Tests performed on crusher stockpile

material resulted in losses of 22.7 and 26.4 percent for this investigation,and 28 and 29 percent for the previous investigation. These results indicatethat the quality of the quarry material is improved by the quarrying andcrushing operations, which remove some of the softer, less abrasion resistantmaterials. These lower values may therefore be more representative of theabrasion characteristics of the locally available coarse aggregate material.L.A. abrasion tests performed on coarse aggregate samples from quarriesin Mogadishu and Merca resulted in losses of 34.2 and 29.7 percent. Thesevalues are within the range of values obtained for all Kismayo quarry samples,but are higher than valueshe obtained from tests on comparable crusherstockpile samples. This thatndicates quarry


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area. The above specific gravity values are comparable to values obtained forgravel and crusher stockpile material tested during the previousinvestigation. However, tests on boring samples during the previousinvestigation resulted in much lower values, with oven-dry values of about2.0, and saturated-surface-dry values aboutf 2.2. There is no standardminimum value of specific gravity for coarse aggregate for concrete orpavement base material.

Water absorption tests on samples from borings QB-1 and QB-2 resulted inabsorption values of 3.9 and 4.1 percent. These values are significantlylower than the values of 9.1 to 11.7 percent obtained for boring samplestested during the previous investigation. There are standardo maximumvalues of water absorption for determining the suitability of coarse aggregatefor concrete. The suitability of concrete coarse aggregate with high waterabsorption, or low specific gravity, is normally evaluated by performingconcrete cylinder tests, and comparing the cylinder strengths obtained withthe minimum strength required. Cylinder strength tests performed for therecently completed Mogadishu Port expansion project resulted in strengths of356 to 398 kg/cm 2 (5000 to 5600 psi) using coarse aggregate from the Mogadishuarea of similar or poorer quality than


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It is recommended that these beach sands be used for fine aggregate forthe Kismayo Port rehabilitation project. However, these beach sands must bemixed with other materials, such as crushed quarry rock, to conform with ASTMgradation requirements( 6). Also, since these beach sands have a high sulfatecontent, it is recommended that they be washed with fresh water prior to usein construction.

4.6.2 Coarse Aggregate for Concrete

The coarse aggregate available from local quarry sources meet standardcriteria fo r abrasion resistance and soundness. Compression tests on concreteusing comparable coarse aggregate materials indicate that sufficient strengthcan be obtained using these aggregates. Thus, considering abrasionresistance, soundness and strength properties, the local quarry materials areacceptable for use as concrete coarse aggregate.

There is concern, however, that the relatively low specific gravity andhigh water absorption properties of these materials may result in a moreporous concrete which may adversely affect the durability of the concrete in marine environment. There exist standardso addressing specific gravity or


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It is therefore concluded that locally available quarry material can beused for concrete coarse aggregate, provided that some of the above discussedmeasures are employed to improve the durability of the concrete. All threeKismayo area quarries would be suitable sources of coarse aggregate, butmaterials used should be limited to the denser coral limestone available fromthese locations. The construction specifications should include abrasionresistance and soundness requirexents to exclude unsuitable guarry material.

4.6.3 Pavement Base Material

Since locally available quarry material meets the standard abrasionresistance and soundness requirements for soil-aggregate base material, it isrecommended that the local quarry material be used for pavement base coursefor the Kismayo Port rehabilitation project. All three Kismayo area quarrieswould be suitable sources of base material, but materials used should belimited to the denser coral limestone available from these locations. Also,the base material gradation must be carefully specified to assure a wellgraded mixture for maximum compacted density.


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5. 0 WATER SOURCE INVESTIGATION

The previous investigation, which evaluated several potential watersources, suggested that the Juba River is a suitable source of water for themixing of concrete during construction. However, further investigation wasconsidered necessary to evaluate the influence of tidal action on the qualityof the river water. A water source investigation was therefore included inthe additional site investigation program to test and evaluate river watersamples obtained at various river Elow stages. The water sourceinvestigation, which is currently in progress, is described below.

For the current investigation, water samples were obtained from the JubaRiver at the village of Gobuen, approximately 6 km from the mouth of theriver, and approximately 13 km north of Kismayo. Gobuen, which was also thelocation of water sampling for the previous investigation, is easilyaccessible by road, and is the closest location of the river to Kismayo.

Sample W-1, was obtained from the Kismayo Port water supply system whichis treated river water from the village of Yantoy, located approximately 28 km


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TABLE 3PRELIMINARY RESULTS OF WATER SAMPLE ANALYSES

Sample W-1 Sample W-2 Sample W-3Kismayo Port Juba R. at Gobuen Juba R. at GobuenParameters Water Supply (2) Flood Stage (3) Interm. StageDate Sample Obtained Nov. '83 Nov. '83 Jan.'84pH 7. 5 (7.8) 7.7 (6.5) 8.8Chlorides 58 40 14698) (105)

Sulfates 16.5 978) (64) 44Total Dissolved Solids 184 688 3,460

Total Suspended Solids 76 187 2,000


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acceptable for concrete is 1000 mg/L(12). Measured chloride concentrationsranged from 40 to 146 mg/L, with the maximum value measured during anintermediary river stage. The maximum concentration of chlorides normallyconsidered acceptable for reinforced concrete is 1000 mg/L(12). Therelatively narrow range of measured sulfate and chloride concentrationsindicate that the influence of tidal action is small.

Total solids measured in untreated river water was 875 and 5460 mg/L.The higher value should be acceptable for concrete mix water, but concretecylinder tests should be conducted prior to using this water in concrete toassure that such high total solids content does not adversely affect concretestrength.

The test data available to date indicate that the Juba River is anacceptable source of water for mixing concrete. However, it is anticipatedthat sulfate and chloride contents of the river water may increase duringperiods of lowest flow when tidal influence is greatest. Therefore,conclusions can not be made regarding the suitability of untreated river waterfor use in mixing concrete


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6.0 WHARF TOPOGRAPHIC SURVEYThe topographic survey performed theor additional site investigation

included two tasks: 1) a surface survey of port facilities, and 2) soundingsbeneath the existing pilc supported concrete platform.

The surface survey was performed by the licensed land surveyor firm ofHime and Zimmerlin of Mombasa, Kenya, under subcontract to Geodrill, Ltd. Thelimits of the survey included the entire port facility commencing from thesouth end of the approach causeway. The data obtained from the surface surveywill be presented in plans to be included in the final design contractdocuments.

The soundings beneath the wharf platform were obtained to better definethe existing ground surface for more accurately estimating constructionbackfill requirements. The soundings were obtained with the aid of diversprovided by Geodrill, Ltd. Sounding profiles were obtained at existing pilebents at a spacing generally about 29 m (95 ft). Soundings were taken at eachpile in the


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REFERENCES

1. Parsons, Brinckerhoff International, Inc., "Preliminary Design Report,Rehabilitation of the Port of Kismayo, Somali Democratic Republic," Vol.I and II, July 1983.

2. Tippetts-Abbett-McCarthy-Stratton, "Field Technical Surveys for Port ofKismayo, Somali Democratic Republic," Vol. I and II, Feb. 1983.

3. U.S. Army Corps of Engineers, "Port Facilities - Phase I, Kisimaio,Somalia, Design Analysis," Oct. 1961.

4. Osman, A.S., Farag, H.A., and Abdi, M.S., "Geology of Somalia," for SDRMinistry of Mineral and Water Resources, 1976.

5. McClelland, B. "Design of Deep Penetration Piles for Ocean Structures,"Journal of the Geotechnical Engineering Division, ASCE, Vol. 100 No. GT7,July 1974.


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Gu/f ofAden'

:ETHIOPIA, "

KENYA o,,. /

jS

if\ Jaif/OmtI ,


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PvementHydraulic

r18.25

rFql lst In

rPcast Dedc Panels

3 Sections of Precast Pilo CapCati'A

- ---- - - Elevation +4.3mr

e.G o...M.LW.S.

Bulkhed Dike(Care Ston) I III!

Rap

ElevationPlexdble FndiirSystem

II III I I' Bi


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____________

Fe s of Existing Concrete Dock Fac of Bulkhead

15.25 m.Asphaltic Cone. Pavement Relocated

". ."...f. .. . .-. ._ Elevation +4.5 m Fonder System.... .. .. ..* :." .t. . *O o Bulkhead ** . *.wrs.=I....... .. : *. .**Urs re --- . * Y..ita ~Rods -*. Shootidngnits of U.a.:avation ** ii II New Sand Fill **.Bulkhead D1ke El. - 1.0 m(care Ston*) ~ A4.

1.0 n .Exising ,toe. so*PilesN.i " - Cu O ff ' .'. ,I ' IOriginal I . *- t PlannedI_ _an ~~Revot~n.nt at 1.0L..,ee.5 Slope

Lose Silt i IA I/Approximateand Sand -Existing ProfilePraia"t DepthElevation -g.


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WB -6

K-K

K-I '4FCEO lI___HPPLTOMWB5 - -

K-2-1

FACE OF EXISITINA WHARF PLATFORM 4W -#

ii._ BORINGLOCATION,- ~~~~~~~K NETGAIN ' V 13SN

LEGEND:

K- 3 I~WB-2I

-5

BOCATION,BEPRESENTGINVESTIGATION

LOCATION,PREVIOUS INVESTIGATION

N

B 4 A A TOBORING

NOTES:1. FO R SOIL PROFILES A-A AND B-PLATES 6 AND 7, RESPECTIVELI2 ALONG THE LENGTH OF THE WHARI

BORINGS ARE LOCATED WITH RESPIEXISTING PILE BENTS. THE PILE BECORRESPONDING TO EACH BORINGLOCATION IS IDENTIFIED ON THEBORING LOGS.

SCALE:0 s0 l00 150 METERS P RPR F K S A O R H B L TFKSAORHBLTLOCATION PLAN,WATER BORINGS


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J-21 0 J-22,

jJP -2 JP-20oJB-19JR- 18.5 0

o E16 J P-3 JP-18 o

0 JP-4 JP-17 Jp - 16

o JP-0 JP-15.5.~ JP-6 JP-15JP-14.5 0- 0

JPP1470 JP-7JP-13.5 oJ- 12.50

0 JR-9 JP I

SCALESWATER jET LOCATION WHARFrPELATFLRTATION POR OFSTNWROBE JE P0 cl 1 . FOR SOIL PROFILES A-A AND P8-8 ENOTES:SE EN PLATES 6 AND 7. RESPECTIVELY.

. FWATER JET PROBES ARE LOCATED WITHRESPECT TO E :ISTING DENTS. THE PILEBENT CORRESPDONDING TO EACH PROBELOCATION IS IDENTIFIED IN TABLE

S CALE:051015 ME E SPORT OF KISMAYO REHA ILITATIONLOCATION PLAN,WATER JET PROBINGS

PLATE 5


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a. a. a. a . fj nO CrOItAon

__,.

T I_ ..... -" _-_--

-in0

'l0,.

MM,

"" 'i "' -PORT + OF KISMAYO REHABILITATIONSOIL PROFILE,SECTION B-B

PLATE 7


42/120

0

|- (4 OF DEToo,, .,,,o -.----

-3-10n w .,

- a A--A " "'. 2- =r ....R9-0

0 0 0 '( ~l ~v m av%.TIN 20 1 ~5.*i.. , FOR.... ...... FEoR IE

~~~~~~~W C a.Ag,*Ca'ttes .,*l2CS,205t. GAA ,WATE l l:lPR O IM -20HBLTTO P

0 2 flPROFILEEo - 3 TOPTaC~t~L G s mALAt FLS . DR t ~ E ftMTl oS gyW E~: OF0DIVIG REORDPM M AEsa' PATT 7 PORT OF KISMAYO REHABILITATION

PROFILE OF DRIVING RECORDSFOR EXISTING FENDER PILES


43/120

OLD AIRPORTQUARRY SITEQ-2n2

CONTROLQU ARR Y SITEN DI A NCa IINDEAN

N


44/120

SHEIKH ROADQUARRY SITE PR


45/120

APPENDIX A

LOGS OF WATER JET PROBINGS


46/120

ER1OUTER WAR'FBEfti" 3

N

.ujzz

KS~'4vo ORTe~d3/L~rr/o~W~t~l~> T PII)NGS


47/120

PVT#_______ /4r~~~~Er Pr~~~e t - C~O& Lo3~i-VA5 W04Tc.I PR Rfl y

B~g~OSMAT

______~~~~~~~~~~~~~~~~~~ ______

P~~. 7 ~ t~

~ S~LL.bQIi~___ AA ~ ~

~ A-~~2~tr-1. W c

,jL~i

5.

____~~~~WsoA

____ ____ID

f7J D__ _ _ __-m~v5 -

AND___ _r

M, _ o

b NOIaflRA-D

Aiv~r Lf i E Trrop4

ef ArC 13r Z rh,4

Ll cTVzl

sO.

I0 10 p3Is

-8B~

/1.79O6,4r Z-/A

lo .E:0

,* 5,9A/________

- R


48/120

-------------

KiSs41,'/o POqT 9EH,413,L~rAr1ON WATER~ TET Pf?OLIN6S Per ~ ~ mgeHe~re TF-rre __

M~oat plo. plix 8&.,rP A 7dT WA TE F . AA4z!x P 'ELNA1JAV.___ SoOTCrooThi.,AJLeo~

TFRP14-> ,A "A pi'?AIOV

075-J5- A.7c9.- LA -5.Al____lTp.ov

q 90 V 1W__5/1-__77.70 71.10 TVi p

FC9 7 ___________________ ___________________ ___________._____? so___________A L____

KISM,4vv1 PO/3T 9 f/A/3,1-r7r/OfN -WTI~ER -r F?OBN6S re'3 4


49/120

PRoaE p4o. pJLx8(Aor PA r WA TEA ~prF $j7e o.MJSI~LT

/ 3

0...

/1MW

1/.

1/ iAlto

AJOm/i____/.-J/1 ,0- /5 - Z .V X - 5

.14.

_____

_______,qt

~ 4-10:14-A/.3/I_____________

oF

7Soe_______5!______________________I&'

Lt

___el ____________________


50/120

PROBE i/O. Pit- scApT W TEA alF HA g

17~ -3

/02 6 Zo !5i T4 6 4/ f ' r 51t '_____I Zo4- 1A.__ _____ M.~t'f94 A,'77 j wC f ~oi7__/i3 il,.-< 7-71e,4.T~2~//1~J3 17 ~~ D?~e ~k/~10:3 0 3t74141A)'A

V.2ti -250 _ _ AV>____ _ _ _


51/120

APPENDIX B

LOGS OF WATER BORINGS

PARSONS,BRINCKERHOFF, QUADE 8 DOUGLAS


52/120

IBORING LOG

IECT Yo,iz_ _TON ____ IBORING NUMBE"-\___Q---___AX I I rRACTOR c-7i . ,AL, GROUND ELEVATION - 9 ,CIA ( )v, vet LER SWE-- N' ;,C)L-F STATION OFFSETRIG .P:1:\C( .1'T-y'E tAD. -OD-fC DRILLING START TIME nD) DATEJIQ N[ 4 .ECTOR - C-t- 7)U J DRILLING FINISH TIMEQO, M DATE 12 RbQUANTITIES _.nA -GRe4Na--WATER DATA,lNo Depth Hour Date Remarks

ription BORING SS P D SHEAR STANDB . 0 I N~j Pntity LF EA I :EEA EAJ E I H _TYPE OF SAMPLEUNDISTURBED ..SPLIT SPOON PISTON I DENISON _ -.

OD. 2- O.D. 0.0. LOCATION SKETCH;th2'' i I.L. IL.

nmer weight IH C COREnrmer fall 3 ,LJ BARREL. TYPEID.L 0.0 1. D. %-

CASING 1,O . D I D ,4,

NeighIofhammer Hammer all '2.I SAMPLE SOIL -BLOWS OR HTD. PRESS.

PARSONS,BRINCKERHOFF,OUADE 8 DOUGLAS


53/120

0

BORING LOG CONT'D.OJECT kIcA4 A"'f Pr---Ir' FBORING NUMBER UJ'CATION kI ', A--') m''.L - INSPECTOR C, 0-90 )J

SAMPLE SOIL- BLOWS ORHYD.PRESS.o E 0/6T6/12T1/Is 18/2 E FIELD IDENTIFICATIONen CL OF SOIL ROCK. CORIN1 /

= RUN REG. RU R% ROD

I At :JCM L-EM) - 7-(U4C.3b ...

O . ;; I.. e"4 J I-npI 1 Nv"1_ _L_,

PARSONS,BRINCKERHOFF,OUAV "& DOUGLAS


54/120

--BORING LOG CONT'D

1BORING NUMBER kj,.-DJECT - ?g-T CATION iSJ INSPECTOR. ,- w -

SAMPLE SOIL- BLOWS OR HYD.PRESS.cr 0/6 16/1T212 /1 8 18/2 C FIELD IDENTIFICATION__ o.RUN-OF-i , CORING SOIL /ROCK

C)RUN REG. RM R%/RO D-- " ,,)o I..... 1 .'. dI

-~~ -- ~~ v-o"LV is.~-okD.A\. -)TIP-?- U- s &hWnrtr-.' ei-' 'TP~ii~..J....I rTL t I-b-- -T \N~-T,t4 no.--~i6 --. -'P. .. _ _"

PARSONS, BRI NCKERHOFF, OUADE S DOUGLAS


55/120

BORING LOG CONT'DOJECT ._ -- ___________ ____,__________-_ _"BORING NUMBER W -)CATION -1\-- \ , ; ,W-- ,AINSPECTOR - S. -)U KI* SAMPLE SOIL- BLOWS OR HYD. PRESS

,, -Enz , 0/6 612 1218 18/2 . FIELD IDENTIFICATION* J c. -- I-a.L J - CORING OF SOIL / ROCK

wU3 RUN REG. RM R% RO D

IiN -4- -L - -1\4

--_(_ G-. w To tf,

I I -"4 - ,Sh6_ 1. 4-o " ",6 -

I - _,-1-1-- '. LJ I/ "

PARSONS, BRINCKERHOFF, QUADE S DOUGLAS


56/120

BORING LOG CONI'DBORING NUMBER WJ \OJE CT i -81.0i -

CATION tAA, 4--C.AAAL\ 1.2, INSPECTOR ,o Z-VlAJSAMPLE SOIL- BLOWS OR HYD. PRESS.1 -D 0/6 6/12 12/18 18/2 REC. FIELD IDENTIFICATION9 RU CORCLG OF SOIL / ROCK>- Lo REG. RM R%ROD

_//___ -r - - - SMEL ., ,-7' -TO -- tx& L WT ('cf. .2 IA

If -'- 7-7.LOi . - ___E'I __CcFL- __ _ _ _ _ .- -_ Tr, __, \_LPC4____, 4 _ _ _ _ 2- _____1et" - L _,_ ( . _ ____ OL _____\__ R-I,+ 5117

- I _ L......j/ p_liA T)T2-\\) (oL.4)

PARSONS,BRINCKERHOFF,OUADE 5 DOUGLAS


57/120

BORING LOG)JECT EIC t,-" tU,-_ ___'_:ATION ,I ,()Mt .A, IBORING NUMBER U-)1-Z_TRACTOR . DR.L.L_ GROUND ELEVATION '?Te .VwytWLLER S, fz LF"- STATION OFFSETPE RIG .. AitLU DRILLING START TIME 9'-'01M DATE..- -3,'.PECTOR ....PT )ttA /DRILLING FINISH TIME 2_-____ DATE s'vIQUANTITIES ___A, GRet"t# WATER DATAbm No cription BORING SS P D =SHEAR STANDS Depth Hour Dote RemarksI,< ".- J' p./. f.j, ,tl T,.-Ont ity LF 1 EAA A. 14IA

TYPE OF SAMPLEUNDISTURBED55 SPLIT SPOON I

P fD DENISONSTONOD 2. . 0 .D. - 0.0. LOCATION SKETCHI.0D I.D. ;

immer weight CORE T Immer fall L) BARREL TYPE ____> 0.0. I.D. D- it._CASING, ,.

0.D. C7ASI D-Weight of hommer > Hammer fall .,/ 1 1i " I

PARSONS, BRI NCKERHOFF, QUADE & DOUGLAS


58/120

BORING LOG CONT'D!OJECT- k4 ,I',M4Yr) Mf- t BORING NUMBER -DCATION KI 6M V , 5S,/L% INSPECTOR > -R't-.-jtu SAMPLE SOIL- BLOWS ORHYD. PRESS.

/6 FIELD IDENTIFICATION6/12112/lB11,23. CORING- OF SOIL / ROCKRUN REG. RM R% RO D

... S 11 -1.r, m" CJ,,-[Ut AT" o,,'t )-.,TO

-s 4 TIOP,50PTo~A 7tAC0"TT

T1_ 14 r-V rL LQQ!, S" LI-rTT

PARSONS, BRINCKERHOFF, QUADE a DOUGLAS


59/120

BORING LOG CON'TD"OJECT -'5n 'b6M EDGL IBORING NUMBER Lu -Z...OCATION IA //" INSPECTOR _ f?--DQU:uSAMPLE SOIL- BLOWS ORHYD. PRESS

m(n n 0/6 6/1212/18 18/2REC. FIELD IDENTIFICATIONU)O RU N REG. RM R% IROD __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

uii0 m ui

s 17 1... om R m ..Ub s

1I- _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

PARSONS, BRI NCKERHOFF, QUADE B DOUGLASBORING LOG


60/120

)JECT .-.- '1 ,- " _ _._OCATION /XIAIORING FBr- NUMBER W _" - IONTRACTOR 6:-. 1L L GROUND ELEVATION I t.v's ;ftr-7'RILLER STATION OFFSETYPE RIG SlLLDQ DRILLING START TIME 10: "z(PMDATE!-S JV-SPECTOR - oop DRILLING FINISH TIME L!O-ANDATE 25 NN\/QUANTITIES S eReAt' WATER DATAItem No h Hour Date Remarks IescriptionBORNGl 55 I P D SHEAR STANDO i, ja'2ov . A'rq ; ....u .ntity A EA . A H! _ 1ATYPE OF SAMPLEss SPLIT SPOON UO.D. F PISTON I[ DENISON.D. O.D. LOCATION SKETCH

I.D. DE NI . ..I.Dength

1:,'D1' 11 I' /Z ! ' A :ammer weight o COREWC U TYPE . . ._3 -3mmerLoil M.O, BARREL . D -LX ' I

'-'I-:-' '-, -'- - - -0.D '-JI- ID"Weight of hammer ,' . Hammer fall I . i I

PARSONS, BRINCKERHOFF, OUADE & DOUGLASCONT'D


61/120

,ORING LOG,3JECT 1'r'OCATION r ,nL, 0/6 C FIELD IDENTIFICATIONCORING' SOIL. -J)L) >- -C)m =) mRUN REG.RM R% ROD

!p '1 l 3 6,

CI

PARSONS, BRI NCKERHOFF, OUADE 3 DOUGLASBORING LOG


66/120

_______ ____________

NJECT )"6_541 '/oy 0,f'7CATION -500104L/.P _BORING NUMBER_" 1jk'- S7INTRACTOR -0 /;,/e e44eL9 h

lkl5l"vo [-______________I~ GROUND ELEVATION - rpoa~'4S s4!ILLER -5. Rot.F 6-.Md IE STATION OFFSET'PE RIG _DRILLING START TIME /,o*o0)A1 DATEA4,v 33PECTOR l -o DRILLING FINISH TIME 2)t AM DATE 07 YVrn

QUANTITIES GROUND WATER DATAem No Depth Hour Dote Remarks'sCription BORING SS P 0 SHEAR STANDSOM - 47TZ ..,77/ O: o ,t ?- M/ uontity LF - hA EA EA A H 1"/0 'o "I "' ,Lom.gd,9r.,TYPE OF SAMPLE

UNDISTURBEDSPLIT SPOON P0~ b,% E. ' PISTON ID DENISON,oI 1%.D., 0.D. O.0. LOCATIONbSKETCH4.o 4Ilength _____.__._ I'~~ -".L. I.Llommer weight -IA C [ I I3"..-". CORE ommer fall ._.'WL* BARREL TYPE I j iO.D. I.D. ,I-_ .CASING j-7 - ;D . D I

Ieight of hammer _________ Hammer fall...2... -[ L II i ,

PARSONS,BR INCKERHOFF,QUADE & DOUGLASBORING LOG CONT'D


67/120

).JE CTDCATION kJ65.mi~ vK)SIs,'/t, v/7, $ INSPECTOR A. BORING NUMBER$Ed,/ ',,,L.jI SAMPLE SOIL- BLOWS OR HYD. PRESSj C) - S MCORIG OF SOIL / ROCK

L 0/6D 6/21/b1/,C IL DETFCTO'o RUN REG RM R% ROD

-'-_,I

-- -_t-. - _ _,,__Ai~. pr- 1 t_ (,, ._TO q _ c_ ' r_

-. - --- zv L6P ( IAZ./>-rt-L S I ( /I LI:_rL) ,. ,...

PARSONS,BRINCKERHOFF,QUADE 8 DOUGLASBORING LOG CONT'D


68/120

- - -

__

L

h.OJECT -4 A'-' . Drz-r IBORING NUMBER kvr3)CATION AC/K-f, -1 'AWL A INSPECTOR ___________

SAMPLE SOIL- BLOWS OR HYD.PRESSM C -, -0/6 6/12 12/18 18/2 REC. FIELD IDENTIFICATION(n ( n' Lu-,-, CL CORING OF SOIL / ROCK

cr RUN REG. RM R%I RQD

=_ -_P t 'k V f--) 2 - ;C

S-0 - - - -l_ T -'l~ N H A,

4.I JJ

PARSONS, BRI NCKERHOFF, QUADE a DOUGLASBORING LOG


69/120

__ __

-"JECT. 'IfC > .CATION Ik4__$M\A " 4j-_ /4LIA IBORING NUMBERL.,-7]ONTRACTOR $ ' 2. r) -, GROUND ELEVATION - l 7..,jw, ','SRILLER S. o4lF G-. oE STATION OFFSETYPE RIG FlLe-b,)' I DRILLING T;ME 4START II"IS ADATE2t, D\jOISPECTOR A /. 44-S2Uot-.LL; DRILLING FINISH TIME DATEZ-'t LOVQUANTITIES 'l__ WATER -VWW P7#tern No Depth Hour Date Remarks.cription BORING SS P D SHEAR "TANDIB /',j . .uontit} LF A EA EA A Hi _ _TYPE OF SAMPLE __SS SPLIT SPOON UNDISTURBED _ _

F PISTON El DENISON0D. 0?2cp O.D. 0.D. LOCATION SKETCHI"D _ _ _ _ 1.. - I.D. J J rl- WHAF~ength ... 1L t .. IL -Iommer weight CORE I

~mmer fall 39BARREL TYPE ____0. D. I. D.CASING 66

IY C Lys;# ttK 1 [ ID w +eight of hammer . Hammer foil ... t:t~~ r-I __

. PARSONS, BRI NCKERHOFF, QUADE a DOUGLASBORING LOG CONTD


70/120

]OJECT " sl Ar1i:/n)CATION lit$VV yO .

= =- SAMPLEj ~ ~..0..i m a -

R , ui0oRUN

PeR '- "BORINGtSOIL- BLOWS ORHYD. PRESS.

0/ /1 2181/2PCCORING

RUN .-REG. RM. R% ROD

INSPECTOR

FIELDOF

NUMBER. ofF ./ Z A, e*,,

IDENTIFICATIONS I "/ R CSOIL- ROCK

Z' -rr-ec'

-3 - =Tu- .Cl 0 a

Zv-eg "Z ~ Ale FR Wl

"-M 3 9 4 3q L,16r[EROtUJvriY 0556 ',_SP D,.16mu

'.bo

,jrr,

I& fA.=F_ jS,

-r .~ ,-t ,,m ,o .,

PARSONS, BRINCKERHOFF, QUADE a DOUGLASBORING LOG CONeD


71/120

'JECTC- ,of"'1,r- IBORINGNUMBER 'J- ,1/50,!,,'yp ,CATIONr, 4cI4 INSPECTOR ' ,,?SAMPLE SOIL- BLOWS ORHYD. PRESS

vj, C.r , !'- "r a" 0/6 6/12112/1l818/21REc. FtELD IDENTIFICATION: , - OF SOIL! ROCK,z= ',,CORING_ RUN .'REG. RM R%.RD

7 . -3-" /A-{r' ' ~..,.: emy wA46 f -51f. ,dV,

-, -.- *--2"L' 'i"' .ii.'// , L 1..1r f~rbo.. Ll /Vf 5Me*-1*IT I " _r A Z

.1 I7 I ._I_"_' .' N. I.

PARSONS, BRINCKERHOFF, QUADE & DOUGLASBORING LOG CON'rD


72/120

.)JET ~4AA~f) NUMBER~~-TB-ORINGCATION 6ISACf eOA114INSPECTOR UUc) mRU REG. RM RRI

-u = -- .- -~,T - -3-RWA W&0AVL 17ZACE5 IA4rt;k

-~ ~~ -L~ ~ _~~~rl j -aPtKA 'k .W Pke, -

C4 -I Ph - 641312 9 7?4-.ArJ TOJ Crzk- U sr4-T sz!5

___LITL tljT, ZIA 10, A IT

PARSONS,BRI NCKERHOFF,QUADE S DOUGLASBORING LOG CONT'D


73/120

-(=I,)JECT k_-.A'f,, PoC?_:T IBORING NUMBERIDCATION AcAT SO,,A ALA\, INSPECTOR --,-UU /TL, 6-.M "-j - SAMPLE SOIL- BLOWS ORHYD. PRESS

_j/6)t"'j w 6/T12 12/18 18/2 1wc. FIELD IDENTIFICATIONCOXI N OF SOIL! ROCK

c -RUN REG. RM R% ROD

NoD.Y-czaCa-A)

4?OILK~t)R$3_' ~T(.A

:l. __ Or 'e' ,- NJ. "~ t..,D, . - $! L sALT) -AT I "H4Tl4A Sf (PIrA&17 VT(2OW& 1

-;C -m - -, 30q-5 I I A'


74/120

APPENDIX C

LOGS OF QUARRY BORINGS

PARSONS, BRINCKERHOFF, QUADE 8 DOUGLASBORING LOG


75/120

____

__

)JECT _ _ _ _)__ (.p. \,l, IBORING NUMBER C ' -TRACTOR CGROUND ELEVATIONLLER 'EL5TO ,l JEJTE- STATION OFFSET'E RIG 1P,-OSD: i-)JT" 7"- DRILLING START TIME qI L6 DATE..PECTOR- S.() L--tuJ DRILLING FINISH TIME 3:E'. / DATE '-DEtQUANTITIES GROUND WATER DATAm No. epth Hour Dote Remarksscription BORING SS P D SHEAR STANDB;uantity iF EA EA EA HTYPE OF SAMPLE CNDUNDISTURBED ;aBNSNPISTONs:] SPLIT SPOON [P

0 D.- 0.D. O.D. LOCATION SKETCH___,._._,._._ i I : !I________ D.0 I.0. -- J JI- _ _!ngth I.L. I.L. - _ _- Li-. ' '.3mmer weight CORE_IIimmer foil BARREL TYPE _____;_:o.o. 147-M& L .D, t... .CASING 2 1 __ _ __ ,_ _

O D._ _ ______- ID , I Weight of hammer Hammer foil __________ i i

PARSONS, BRINCKERHOFF, OUADE a DOUGLASBORING LOG CON'ID


76/120

IBORING NUMBER.ATION L ___._ INSPECTOR ' l4 ) 1LiU SAMPLE SOIL- BLOWS ORHYD. PRESS.

, n( -En - 0/6 6/12112 /18 118/21REC. FIELD IDENTIFICATION..o. a CORING OF SOIL / ROCKSRUN REG. RM R% ROD"-A -r- M--

/.q I I LcJ L . ~-D~A ( 1~- 4lOAr I in

/. - - - "AU M ACL UF/ ! :>

.7 cT !/I.sr 2- lO 12-- r- Cc? - Lc


77/120

"IJECT -CATION P ,Y_ . (>- k\*'ILLER . I -70 'I 0 , BORING NUMBER }NTRACTOR C .O t ,4 ,.U ,3--L.,A GROUNDN ELEVATIONRIL L LEV TIOSTATION OFFSET(PE RI G \C ) 5. b , , , DRIL L ING START TI ME 1 ,t A30 DATE 2 , ) p ovSPECT OR f.. , e='P , DRIL L ING F I NI SH T IME 102 -N DA E A _D1 - . .QUANTITIES ' GROUND WATER 'DATAtam No Depth Hour Date Remarks!scription BORING P SHEARS D STANDuantity F EA EA Et .. A HT YPE OF SAMPL E _ _ _ =L=_ _

UNDISTURBEDSPLTLSOO PISTON ID DENISONH0 .D O___0.D. - O.D. LOCATION I D __. . LD - . L- SKETCH: I I

Length ________ _ I. L. - ILH mmer weight C ORE , .- om me r f a l l BAR REL T YPE I_ __ '

CA SIN G, ODI O. .. .. . I3, .J#-Weight of hammer l-1 t Hammer fall .9----

SAMPLE SOIL -BLOWS OR HTD.

PARSONS, BRINCKERHOFF, QUADE & DOUGLASBORING LOG CON''D


78/120

_ _

__ __

' ":)JECT &l .A I ... p'l-rT IBORING NUMBER f[)CATION , P4\'r" L3 . INSPECTOR "0

SAMPLE SOIL- BLOWS ORHYD. PRESS,c 0/6 6/12112/18 18/2 REC. FIELD IDENTIFICATION

C)oJ ,,=C >3n- CRNORI N G . OF SOIL / ROCKU RUN7REG. RM R% ROD

_1 ,'9 '3" 011&5 Ot7 'i4 C SAMM .~~n - S4~7L e

____ -, 2, Z .1 ____________"-.o S . ____- _______.,_____________-, 2- 1 ., -oD. . __________- ___- _3,- , o,,Oi.0 1L r'Tp. . .UI- , -- t or

_ _7 _ _ _ _ _ _ _ __ _ ,ruV-- 'r-- I- t5bflb0,,t 1, L - oL I2A


79/120

APPENDIX D

LABORATORY TEST RESULTS

CTL CEI:TF A It I ISTr LABDP/TORIES Ltd.le t. f 0 LC ;8so lte 5--.2/23.. ...............IMITED

Location ... .Client... GEODRILL .

,ISMYQ.., eet.......,, ...JobNo ........... SOIL TEST ESuLiS SU14I,;/;t'%Y SHEET Dote...i, , ......." LII~TS ~ ~GRADI}:G 1. PASSINI"T C " STRENGTH TESTSIE_


80/120

--

75LP63 50S37.S528- 20. It. S V -1 C. B.R. V.I U.I .% SAMPLE.... m m m m m m 10 5.3 S & 2--__m mm 1 Sao 5o0 L2513l)0 150m mm mm m mm- mm 75 I.E . _ C..R Ir*? -.- DECITO-t" -m . . . . rr mmmmb T. 1 m i mI b /ml w. cap E iP.SfAK II i. S lBS. L99 I - - -. . - -. . - - - - - -- - -- '+"--'-- -+..... E.oo... . B.1991 SI1..00 9 99 98 97 95 , 5 0.00.45 m- -- - - - --.. . 1.0-4. 5

_ _ _ 0001-,T8 98 97 97 97 96 961 92 84 79 72 57 31 19---------------------------- 370.- 14. 1 5r100

_9_ 35 15 . 93 92 9- 90 84 68 29 . _6.9in

. ._. .-. - .- .. 9 . 00 - 18 4 5m

WB Z 1. 0 _a L 4 5 ... .M

.0 9...86 80 78 76 74 7171 70 63! 1 9.00-9.45m

-- ..-- -- . .1. 84-2.291945S 7 - - - - - .07-52mW00 99 9 _I9- - _7 . . . . - . -6-- - - -" 8_,1.0 4 4. .6 . . 0 nm2010_.2_ JD _94 _D 1_ 17I 35 " - - -E3 _L4

1952 7 100 9 968 19 -- -.. 3n,10"'-4- - -- - - _- . - _- --


81/120

CENT14LL iESIII:G LABORATORIES Ltd.p C lox IS07 lel 9427123

CIIfLnt..G DL.L MLTJgD. .. b Sheet N..o,.......Location.. KjsmAX . ................. Dot e.... ........Job No AGGREGATE TEST RESULTS SUMMARY SHEETWC OMPRESSIVE 2 AGNESI .A SPECIFICR STRENGTH N/mm SOUNDNESS'/. GRAVITY


82/120

__

--

MOM 37.5.z553mm8125IN 201L10IN mm mm L~2-6111U bm bm bmm ,amrAI MIT35 m .. PMmm mm bm10 1 bm bm1301O CE TDSIE IV50, ~CTED .. SSDCTED EV 0..IEV0.EP1967 QBI "1.69TO 100 84 631 4836 32 30 24 L. 18 1 5 14 1_ 1 _ 1 37 +5ina 16,4 15.4 .1.4 3.3 .37 2.47 2Z62 A

2-77r - ------ , r.l _ 2.02 2.35 3.0316.61968 QRZ

0.05TO 34 6 i 1 8 i.l. 12 1 _L - 9 7 5 Z 33 -tartx 17-L 16.3 1 4.0 . 62-46 2-62 4.-1;1.05n -5Z 01 2.34 -9 1* 05

- . ........ I ---------------........ . ........ A

TL CENTRAL TESTING LABORATORIES LTD.P.O. BOX 18507 TEL. 559422123

NA IROBI.


83/120

PARTICLE SIZE DISTRIBUTIONI5otopic No. ILocation Y tIMecito1fSm iIQ42KISM O Desripion f S mple ,V /2/ S Z/ 1. 95-2o.1~E E EFEE EE =E.EE E EE-EB.S. METRIC SIEVES i 0 C40 n0 C) ,oEE EE eEeEEer.400 in > a in-"-?,. i L, 0 0-i . CQU,,V.; 6 "u00

I i-A- 10a, _ ._____. 1 HHF.I 96

.. -I . ~ - Llii60--7

Wi I4il 605050.-." 40

LL: 4- 40

202 - - -30.I-0 0

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