Annex I of Addendum 03

GEOTECHNICAL INVESTIGATION FOR PROPOSED WATER SUPPLY PROJECT IN HINNAVARU ISLAND, LHAVIYANI ATOLL, MALDIVES

Prepared for:

M/s. United Nations Office for Project Services (UNOPS)

Document No: OVE 092

Geotechnical Investigation 0 01/08/2014 in Hinnavaru Island R. M.Wasantha G.D.P.De Zoysa Prof. H.S.Thilakasiri Ratnayake Recommendation Rev Date Description Prepared By Approved By given By

Engineering & Laboratory Services (Pvt) Ltd 62/3 Neelammahara Road Katuwawala, Boralesgamuwa, Sri Lanka Tel: 011-4309494, 011- 2517365; Fax: 011-2509806 Email: [email protected] Web site: www.elslanka.com

Quality is our Trademark

ELS & AMIN

GEOTECHNICAL INVESTIGATION FOR PROPOSED WATER SUPPLY PROJECT IN HINNAVARU ISLAND, LHAVIYANI ATOLL, MALDIVES

1.0 Introduction The project involves the construction of a sewerage treatment plant, water pumping station and rainwater storage tanks of 165 to 714m3 capacity in Hinnavru Island.

The detail summary of the geotechnical investigation as follows;

Table 1: Summary of the Geotechnical Investigation in Hinavaru Island Location Borehole No Proposed Structure Site ‐01 BH‐01, BH‐02 and BH‐03 Sewerage Treatment Plant, Water Pumping Station and Rainwater Storage tank of 714m3 capacity Site ‐02 BH‐07 Rainwater Storage tank of 165m3 capacity Site ‐03 BH‐04 Rainwater Storage tank of 270m3 capacity Site ‐04 BH‐05 Rainwater Storage tank of 668.5m3 capacity Site ‐05 BH‐06 Rainwater Storage tank of 432m3 capacity

M/s. ELS & AMIN International (Pvt) Limited was authorized the M/s. United Nations Office for Project Services (UNOPS), to carry out the necessary geotechnical investigations and to carry out the soil investigation at proposed development area and prepare the report of soil investigation.

2.0 Site Description The Maldives is situated on the Central Indian Sill, running from the southern point of India via the Kerguelen – Gauberg – Ridge to the Antarctic continent.

When considering the climatic characteristics, Maldives experience a monsoonal climate, as the northeast monsoon is from January to March; hot days, cooler nights and relatively dry periods are common feature during this season. The wet, southwest monsoon prevails from mid‐May to November. Gales and heavy rainfall occur during this season.

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The investigated site is in Hinnavaru Island of Lhaviyani atoll. Lhaviyani Atoll is an administrative division of the Maldives and is located between 5° 15" and 5° 35" N and between 73° 20" and 74° 40" E. The capital of the atoll is Naifaru. There are a total of 54 islands in the atoll of which only 5 are inhabited, namely Naifaru, Hinnavaru, Kurendhoo, Olhuvelifushi and the recently settled Maafilaafushi.

Hinnavaru has a population of more than 4000 people. There are around 715 houses registered but people live in only around 480 houses.

Geotechnical Investigation was carried out to get the bearing capacities values of the soil underneath. Seven boreholes were drilled at five sites as summarized in Table 1.

Investigation area is shown in Figure 1(a) and 1(b).

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Figure 1(a): Hinnavaru Island, Lhaviyani Atoll

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Figure 1(b): Proposed Development Area and Borehole Locations

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2.1 General Geological and Sub Grade Characteristic of Site Area When the underneath geological formation of the site is considered, the coral reef formation is predominated at all the Maldivian islands, it may be stated that a classic atoll chain and the reef limestone, of which they are built, have accumulated on a volcanic ridge foundation associated with a transform fault on the floor of the Indian ocean which is now inactive. As mentioned above the Male Island also had been formed under volcanic ridge foundational phenomena.

When describing the soil conditions in the Maldives, it has been observed from previous investigations that the structure of the reef flats generally consists of either coral sand, soft or hard coral rock and is usually overlaid with a relatively thick layer of coral sand. On the lagoon side of the reef edge the reef is mostly covered with dead corals and a few colonies of live corals. The cavities between the coral heads are constantly being filled up with coral sand and pieces of broken and dead corals and will ultimately become a substantially hard cemented material.

2.2 Formation of Coral in the Region With respects to coral formation in general corals are preserved as calcareous skeletons, originally secreted by a simple animal known as polyps. Reef building polyps avoid deep water more than 25m deep and grow optimally at depths within 10m. The sea water temperature should be between 250C‐290C. Emersion or exposure above water could be tolerated only for short periods during tidal cycles. Salinity levels should generally be between 2.7% and 4.0%. The water turbulence is desirable in order to disperse carbon‐dioxide to bring in plank tonic food and oxygen.

A moderate fall out of fine sediments from the water can be tolerated because corals have self cleansing mechanisms but burial beneath sediment for lengths of time could result in an asphyxiation and death.

The polyp sack like body had an internal cavity which acted as its stomach. There was only a single opening to the out side, surrounded by tentacles. The polyp sat in a cup like depression on to pot its calcareous skeleton, or corallites, which is built upwards to form a support as it grew. Coral are classified according to this internal structure, which cannot often be observed directly.

3.0 Field Investigation Field investigation consisted of advancing seven boreholes and five field permeability tests at the locations marked in Figure 1(b). The field investigation was commenced on 17th of July 2014 and completed on 25th of July 2014.

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3.1 Borehole Investigation The boreholes were advanced by means of rotary drilling machine and the drilling was carried out with overburden cutting tools and the wash boring process was adopted to remove the cuttings from the bottom of the borehole. During the drilling operation the walls of the boreholes were supported by 82 mm dia. NX type flush coupling casings. In order to achieve better alignment of borehole NWY flush coupling drill rods were used. Details of the depths of drilling are indicated in the Table 2.

Table 2: Summary of the Borehole Investigation

Ground water Overburden Rock Drilling Borehole No. Total Depth(m) level (m) Drilling (m) (m) BH‐01 0.60 11.45 ‐ 11.45

BH‐02 0.60 11.50 ‐ 11.50

BH‐03 0.65 11.50 ‐ 11.50

BH‐04 0.60 11.50 ‐ 11.50

BH‐05 0.60 11.45 ‐ 11.45

BH‐06 0.82 11.45 ‐ 11.45

BH‐07 0.90 12.45 ‐ 12.45

3.1.1 Standard Penetration Test (SPT) In this investigation the SPT was carried out in regular intervals in the overburden, at each of the borehole. The performance of this test is based on the test method specified in BS 1377. Disturbed samples of soil were collected from SPT tube.

3.1.1.1 Test Procedure • SPT sampler (Split spoon sampler) inserted in to the boring and it has been connected via steel rods to 63.5kg hammer. • Using automatic safety hammer mechanism, hammer was raised a distance of 760mm and allowed it to fall freely and the energy drives the sampler in to the bottom of the boring. The process was repeated until the sampler has penetrated a distance of 450mm. The numbers of blows were recorded for first 150mm (Seating drive) and then two consecutive 150mm intervals (Test drives). • The N value was computed by summing the blow counts for the two 150mm intervals of penetration. The blow count for the first 150mm is retained for reference purposes but not

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used to compute N value because the bottom of the boring is likely to be disturbed by drilling process and may be filled with loose soil that fell from the side of the boring. • The SPT samples were extracted from the sampler and saved the obtained soil samples in appropriate manners. • Boring to the depth of the next test been done with the above procedure.

3.2 Field Permeability Test Five numbers of field permeability tests were carried out in the Boreholes BH‐01, BH‐04, BH‐05, BH‐ 06 and BH‐07. The results of the field permeability test are attached as Annexure II.

The method used was Variable Head Method (Falling Head Method) as specified in Section 4: 25.4 of BS: 5930:1999.

Table 3: Summary of field permeability test

Depth –Test Borehole No Test No Permeability (m/Sec) Section (m)

BH‐01 3.00 Test 01 3.47 x 10‐4

BH‐04 3.00 Test 01 2.08 x 10‐4

BH‐05 3.00 Test 01 2.75 x 10‐4

BH‐06 3.00 Test 01 4.46 x 10‐4

BH‐07 3.00 Test 01 3.02 x 10‐4

4.0 Laboratory Investigation Laboratory investigations were taken place in order to the sub surface assessment in geotechnical investigation. In connection with the entire laboratory testing the performance has been made as per BS 1377 part 4: unless otherwise stated. The detailed results of the laboratory investigation are presented in Annexure III.

4.1 Chemical Analysis of Soil • Ph, Sulphate & Chloride Content • 5.0 Sub‐Surface Conditions The results of the borehole investigation are given in Annexure I. Using this, profiles of subsurface conditions across the boreholes have been constructed and these are shown in Figure 2(a) to 2(g). ELS & AMIN Construction (Pvt) Ltd., 01st of August 2014

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6.0 INTERPRETATION OF THE RESULTS OF THE SITE INVESTIGATIONS

6.1 Properties of the materials in the subsurface and bedrock

The energy method of SPT correction (Bowles, 1996) was used to estimate the soil strength parameters of the soil layers. The energy method of SPT correction uses the following / relationship to determine the N 70 from the field SPT blow counts (N Field ):

/ N 70 = N Field C Nη1η 2η 3η 4

Where

95.76 CN = / po

E η = r 1 70

/ Po = Effective overburden pressure at the test level Er = Efficiency of the hammer used (taken as 55%) ηi = Modification factors (Bowles, 1996)

/ The estimated N 70 together with the particle size could be used to estimate the soil strength parameters at respective depths. Table 4 shows the estimated soil strength parameters at borehole locations with the depth.

Table 4 Estimated soil strength parameters using SPT blow counts at borehole locations

Depth (m) BH 01 BH 02 BH 03 BH 04 BH 05 BH 06 BH 07 φ φ φ φ φ φ ɸ 1.30 32 34 36 33 32 33 31

2.30 29 29 29 32 32 32 33

3.30 27 35 31 34 31 33 29

4.30 32 32 33 31 32 32 32

5.30 34 32 32 35 31 31 32

6.30 36 34 36 36 36 31 30

7.30 36 36 - - 36 32 26

8.30 - - - - - 36 26

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9.30 36 - 36 - 36 - 31

10.30 ------36

11.30 36 - - - - 36 36

12.30 ------36

6.2 General subsurface conditions at the sites

There are five sites located across the island for this project and they are identified as Site 1, Site 2, Site 3, Site 4 and Site 5. The boreholes and the proposed structures at each site are given in Table 1.

6.2.1 Site 1

The subsurface condition at the locations consists of medium dense to very dense coral sand layers upto a depth of about 2m below the existing ground surface level underlain by loose to very loose coral sand layers up to about 3m to 4m depth underlain by medium dense coral sand layers overlying very dense coral sand with coral fragments or coral rock layers. The weakest ground condition was observed at the location of BH 01and the subsurface condition at the location of BH 01 is considered in giving the shallow foundation recommendations.

6.2.2 Site 2

The general subsurface condition at Site 2 based on BH 04 consists of medium dense coral sand upto a depth of about 5m underlain by dense to very dense coral sand with coral fragments or coral rock layers.

6.2.3 Site 3

The general subsurface condition at Site 3 based on BH 05 consists of medium dense coral sand upto a depth of about 6m underlain by dense to very dense coral sand with coral fragments or coral rock layers.

6.2.4 Site 4

The general subsurface condition at Site 4 based on BH 06 consists of medium dense coral sand upto a depth of about 8m underlain by dense to very dense coral sand with coral fragments or coral rock layers.

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6.2.5 Site 5

The subsurface condition at this location consists of medium dense coral fragments layer upto a depth of about 3m below the existing ground surface level underlain by a loose coral fragments layer up to about 4m depth underlain by medium dense coral sand with coral fragments or coral fragments layers upto about 7m depth overlying a very loose coral sand layer. The very loose coral sand layer is overlying a layer of medium dense to very dense coral sand with coral fragments.

7.0 FOUNDATION RECOMMENDATIONS

The shallow foundation options considered are square footings, strip or combined footings, and raft foundations. The allowable bearing capacities of the shallow foundations are estimated based on the shear failure and settlement considerations.

7.1 Shear Failure of Soil

The ultimate carrying capacity (q ult ) of shallow foundations on sand is estimated using the following standard bearing capacity equation (Bowles, 1996) assuming general shear failure and vertical applied load.

_ 1 q = s d q N + s d Bγ N ult q q q γ γ 2 eff γ

Where

si = Shape modification factors di = Depth modification factors ii = Load inclination modification factors (for vertical loads ii=1.0) Ni = Bearing capacity factors c = Cohesion _ q = Effective overburden pressure at the foundation level B = Width of the footing

γeff = Effective unit weight of soil below the foundation.

However, it should be noted here that the estimation of ultimate carrying capacity in a layered medium should be carried out considering the stress distribution through the layered soil medium. When a loose soil layer is present at shallow depths (3 to 4m), ultimate carrying capacities of the foundation at 1m and 2m levels were estimated assuming the friction angle

Page 17 of that loose layer. Allowable bearing pressure ( qall ) could be obtained from the following relationship:

_ q − q q = ult all FoS

7.2 Estimation of Settlement of Shallow Foundations

Settlements of shallow foundations are determined using both Parry (1971) method and the Schemertmann (1970) method.

7.2.1 Parry (1971) method

The material present below the foundation is sand and therefore, only immediate (or elastic) settlements are considered. The elastic settlement of footings is estimated using the method proposed by Parry (1971), which is given below:

qB ρ = aC C C N D W T

Where

ρ = Settlement in mm a = 200 in SI units B = width of the footing in meters q = pressure from the foundation in MN/m 2 N = Average SPT value in the influence zone CD = factor for excavation, Cw = factor for depth of water table, CT = factor for the thickness of the compressible layer.

7.2.2 Method proposed by Schemertmann (1970)

Method proposed by Schemeertmann (1970) utilizes the relationship given below, which uses the vertical elastic modulus of the soil within the influence zone in the settlement estimation.

ρ I,∆Z = CCq E,

Where = 1 − 0.5

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= 1 + 2 0.1 th IZ,I Influence factor for the i sub layer under the foundation with a thickness Zi and

elastic modulus E s,i

q0 Effective overburden pressure at the foundation level; and t Elapsed time since loading to the time, at which the settlement is estimated (assumed to be 50 years).

The drained elastic moduli of the ground are used in the estimation of the settlement of the foundation under static loading. Assuming a Factor of Safety (FoS) of 3 and allowable settlement of 25 mm, the allowable bearing capacities given in section 7.3 can be suggested for different sizes of square footings, strip or combined footings and raft foundations. Considering the magnitude of the loads acting through the foundations of the proposed structures, square foundations upto 3m width and strip foundations upto 2m width are given. Allowable carrying capacities of raft foundations are estimated for allowable settlement of 50mm.

Following assumptions are also made in the estimation of allowable carrying capacities of footings:

• Water table may rise to the ground surface; • The clear distance between adjacent footings is more than the width of the larger footing; • No lateral forces are acting on the foundations; and • The ground surface surrounding the foundation is horizontal.

7.3 Allowable carrying capacity of square footings, strip or combined footings and raft foundations

7.3.1 Site 1

Proposed structures within Site 1 are Sewerage treatment plant, Water pumping station and rainwater storage tank of 714m 3 capacity. The most critical borehole for estimation of capacities of shallow foundations is BH 01. The allowable carrying capacities of individual, and strip footings at different depths of the site are given in Table 5.

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Table 5 Allowable carrying capacities of individual footings, strip or combined footings.

Type of foundation Depth* Size or width Allowable carrying (m) capacity (kPa) Square footing 1.0m 1m x 1m 75 2m x 2m 75 3m x 3m 75 Strip or combined footings 1.0m Upto 1m wide 50 2m wide 60 Square footing 2.0m 1m x 1m 140 2m x 2m 140 3m x 3m 125 Strip or combined footings 2.0m Upto 1m wide 100 2m wide 110 *Minimum depth of the footing below final ground surface level.

The allowable carrying capacity of a raft foundation smaller than 20m x 20m placed at 1m depth may be recommended as 150 kPa.

7.3.2 Site 2

Proposed structure within Site 2 is a rainwater collection tank of 165m3 capacity. The borehole relevant to this site is BH 4. The allowable carrying capacities of individual, and strip footings at different depths of the site are given in Table 6.

Table 6 Allowable carrying capacities of individual footings, strip or combined footings.

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2m x 2m 175 3m x 3m 150 Strip or combined footings 1.5m Upto 1m wide 125 2m wide 150 *Minimum depth of the footing below final ground surface level.

The allowable carrying capacity of a raft foundation smaller than 20m x 20m placed at 1m depth may be recommended as 200 kPa.

7.3.3 Site 3

Proposed structure within Site 3 is a rainwater collection tank of 270m 3 capacity. The borehole relevant to this site is BH 5. The allowable carrying capacities of individual, and strip footings at different depths of the site are given in Table 7.

Table 7 Allowable carrying capacities of individual footings, strip or combined footings.

Type of foundation Depth* Size or width** Allowable carrying (m) capacity (kPa) Square footing 1m 1m x 1m 110 2m x 2m 110 3m x 3m 100 Strip or combined footings 1m Upto 1m wide 80 2m wide 80 Square footing 1.5m 1m x 1m 170 2m x 2m 170 3m x 3m 150 Strip or combined footings 1.5m Upto 1m wide 125 2m wide 125 *Minimum depth of the footing below final ground surface level.

The allowable carrying capacity of a raft foundation smaller than 20m x 20m placed at 1m depth may be recommended as 175kPa.

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7.3.4 Site 4

Proposed structure within Site 4 is a rainwater collection tank of 668.50m 3 capacitty. The allowable carrying capacities of individual, and strip footings at different depths of the site are given in Table 8.

Table 8 Allowable carrying capacities of individual footings, strip or combined footings.

Type of foundation Depth* Size or width** Allowable carrying (m) capacity (kPa) Square footing 1m 1m x 1m 125 2m x 2m 125 3m x 3m 125 Strip or combined footings 1m Upto 1m wide 100 2m wide 115 Square footing 1.5m 1m x 1m 175 2m x 2m 175 3m x 3m 150 Strip or combined footings 1.5m Upto 1m wide 125 2m wide 150 *Minimum depth of the footing below final ground surface level.

The allowable carrying capacity of a raft foundation smaller than 20m x 20m placed at 1m depth may be recommended as 200kPa.

7.3.5 Site 5

Proposed structure within Site 5 is a rainwater collection tank of 432m3 capacity. The borehole relevant to this site is BH 7. The allowable carrying capacities of individual, and strip footings at different depths of the site are given in Table 9.

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Table 9 Allowable carrying capacities of individual footings, strip or combined footings.

The allowable carrying capacity of a raft foundation smaller than 20m x 20m placed at 1m depth may be recommended as 175kPa.

8.0 SUMMARY OF RECOMMENDATION S

• The clear distance between any two adjacent footings should be greater than or equal to the width of the larger footing. • Allowable carrying capacities of footings and raft foundations at Site 1, Site 2, Site 3, Site 4 and Site 5 are given in Sections 7.3.1, 7.3.2, 7.3.3, 7.3.4, and 7.3.5 respectively. • If the depth of excavation is large and dewatering of water is required for the construction of foundations, the factor of safety of the bottom of the excavation against piping failure should be checked. The capacities of pumps required for dewatering may be determined from the insitu coefficient of permeability values obtained from pumping tests given in section 3.2 of the report. • In the design of temporary or permanent earth retaining structures close to existing buildings, following factors should be considered:

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o Lateral deformation of the earth retaining system so that the lateral displacements of the adjacent structures are within tolerable limits; and o There is a reasonable factor of safety against piping failure at the toe of the earth retaining system.

H. S. Thilakasiri, C. Eng., FIE(SL), Int. PEng(SL). Professor, Department of Civil Engineering, University of Moratuwa

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Annexure I: Borehole Logs

ELS & AMIN International (Pvt) Ltd Geotechnical Investigation for Proposed Water Supply Project in Project Borehole No BH-01 Hinnavaru Island, Lhaviyani Atoll, Maldives-Site No.01 Client M/s. United Nations Office for Project Services (UNOPS) Sheet 1 of 2 Location Hinnavaru Island Rig Tony Core Diameter Ground Water Level 0.60m Date of Started 17.07.2014 Drilling Method Percussion Cased Depth 11.00m 0324302 N

Coordinates 4.5 Date of Finished 18.07.2014 Casing Diameter 82mm Elevation 0607598 E Moisture Content - % 4 3.5 Field Records 2 Soil Description Undrained Shear Strength - t/m3 (SPT) 10 20 30 40 50 60 70 802.5 90 SPT Resistance - Blows/ft 2 Depth (m) Depth Cond Sa. Sa.Type (m) Depth Legend Sa.NO. Reduced Level N 1.5

0.00 Ground level 15cm 15cm 15cm 5210 15 02530 35 40 45 1 1 1.2 1.4 1.6 1.8 2 WS Washed sample: Brown, offwhite medium angular to subrounded CORAL SAND 1.00 TOP SOIL GWL at D1 SS 0.60m 1.00 47411 Medium dense brown medium angular to 11 subrounded CORAL SAND with coral WS fragments 2.00 D2 SS 2.00 2358 Loose light grey medium angular to 8 WS subrounded CORAL SAND 3.00 D3 SS 3.00 1134 Loose light brown fine angular to 4 WS subrounded CORAL SAND 4.00 D4 SS 4.00 89918 18 Medium dense brown fine angular to WS subrounded CORAL SAND 5.00 D5 SS 5.00 16 12 12 24 Medium dense medium angular to 24 subrounded CORAL SAND with coral WS fragments 6.00 D6 SS 6.00 6132538 38 Loose brown fine angular to subrounded WS CORAL SAND with coral fragments 7.00 D7 SS 7.00 927HB>50 CORAL FRAGMENTS >50 7.45 8.00 CORAL ROCK FRAGMENTS Cr=17% RQD=0% CS

8.60 9.00 Brown fine CORAL SAND D8 SS HB >50 >50 NO SAMLE 9.45 CORAL ROCK FRAGMENTS Cr=26% RQD=0% 10.00 CS Sample Key / Test Key Remarks Logged By : SPT Where full 0.3m penetration has not been achieved D - Disturbed Sample N - Natural Moisture Content C - Consolidation the number of blows for the quoted penetration SS -SPT Sample L - Atterberg Limit Test UCT-Unconfined Compression Dilupa is given (not N-value) W - Water Sample G - Grain Size Analysis CU - Consolidated Undrained Existing Supervised By: GWL : Ground Water Level observed inside the WS-Wash Sample SG -Specific Gravity Test UU-Unconsolidated Undrained ground level Borehole, after the saturation UD- Undisturbed Sample B - Bulk Density pH - Chemical considered as Kamalasiri CS- Core Sample V - Vane Shear Test O - Organic content the zero level Drilled By: 2- HB -Hammer Bounce Cr - Core Recovery (%) SO4 - Sulphate Content FD - Free Down RQD-Rock Quality Designation (%) Cl- - Cloride Content Dhanushka Made Ground Silt Gravel Laterite Nodules Completely Weathered Rock Clay Sand Organic Matter Silty Sand Highly Weathered Rock Fresh Rock ELS & AMIN International (Pvt) Ltd Geotechnical Investigation for Proposed Water Supply Project in Project Borehole No BH-01 Hinnavaru Island, Lhaviyani Atoll, Maldives-Site No.01 Client M/s. United Nations Office for Project Services (UNOPS) Sheet 2 of Location Hinnavaru Island Rig Tony Core Diameter Ground Water Level 0.6 Date of Started 17.07.2014 Drilling Method Percussion Cased Depth 11.00m 0324302 N Casing Diameter 82mm Elevation Coordinates 0607598 E Date of Finished 18.07.2014 4.5

Moisture Content - % 4 Field Records 3.5 2 Soil Description Undrained Shear Strength - t/m3 (SPT) 10 20 30 40 6050 70 802.5

SPT Resistance - Blows/ft 1.5 Depth (m) Depth Cond Sa. Sa.Type (m) Depth Legend Sa.NO. Reduced Level

N 1 1 1.2 1.4 1.6 1.8

10.00 Continued from Page 1 15cm 15cm 15cm 5 10 15 20 2530 35 40

Same as previous description

11.00 D9 SS 11.00 Washed sample: HB >50 >50 Brown fine Coral Sand NO SAMLE 11.45 The borehole was terminated at a depth of 12.00 11.45m

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00 Sample Key / Test Key Remarks Logged By : SPT Where full 0.3m penetration has not been achieved D - Disturbed Sample N - Natural Moisture Content C - Consolidation the number of blows for the quoted penetration SS -SPT Sample L - Atterberg Limit Test UCT-Unconfined Compression Dilupa is given (not N-value) W - Water Sample G - Grain Size Analysis CU - Consolidated Undrained Existing Supervised GWL : Ground Water Level observed inside the WS-Wash Sample SG -Specific Gravity Test UU-Unconsolidated Undrained ground level Borehole, after the saturation UD- Undisturbed Sample B - Bulk Density pH - Chemical considered as Kamalasi CS- Core Sample V - Vane Shear Test O - Organic content the zero level Drilled B 2- HB -Hammer Bounce Cr - Core Recovery (%) SO4 - Sulphate Content FD - Free Down RQD-Rock Quality Designation (%) Cl- - Cloride Content Dhanushk Made Ground Silt Gravel Laterite Nodules Completely Weathered Rock Clay Sand Organic Matter Silty Sand Highly Weathered Rock Fresh Rock ELS & AMIN International (Pvt) Ltd Geotechnical Investigation for Proposed Water Supply Project in Project Borehole No BH-02 Hinnavaru Island, Lhaviyani Atoll, Maldives-Site No.01 Client M/s. United Nations Office for Project Services (UNOPS) Sheet 1 of 2 Location Hinnavaru Island Rig Tony Core Diameter Ground Water Level 0.60m Date of Started 18.07.2014 Drilling Method Percussion Cased Depth 8.50m 0324283 N

Coordinates 4.5 Date of Finished 18.07.2014 Casing Diameter 82mm Elevation 0607599 E Moisture Content - % 4 3.5 Field Records 2 Soil Description Undrained Shear Strength - t/m3 (SPT) 10 20 30 40 50 60 70 802.5 90 SPT Resistance - Blows/ft 2 Depth (m) Depth Cond Sa. Sa.Type (m) Depth Legend Sa.NO. Reduced Level N 1.5

0.00 Ground level 15cm 15cm 15cm 5210 15 02530 35 40 45 1 1 1.2 1.4 1.6 1.8 2 WS Washed sample: Light brown, offwhite medium angular to subrounded CORAL SAND 1.00 TOP SOIL GWL at D1 SS 0.60m 1.00 612618 18 CORAL FRAGMENTS WS 2.00 D2 SS 2.00 Washed sample: 11 6 3 9 9 NO SAMLE Loose light brown fine angular to WS subrounded CORAL SAND 3.00 D3 SS 3.00 6121527 Medium dense light brown medium angular 27 WS to subrounded CORAL SAND 4.00 D4 SS 4.00 16 11 10 21 Medium dense light brown medium angular 21 to subrounded CORAL SAND with coral WS fragments 5.00 D5 SS 5.00 17 9 6 15 15 Medium dense coarse angular to WS subrounded CORAL SAND 6.00 D6 SS 6.00 482432 Dense light brown fine angular to 32 subrounded CORAL SAND with coral WS fragments 7.00 >50 D7 SS 7.00 HB >50 NO SAMLE

CORAL ROCK SAMPLES 8.00 CS Cr=20% RQD=17%

8.50 9.00

CORAL ROCK SAMPLES Cr=35% RQD=04% CS

10.00 Sample Key / Test Key Remarks Logged By : SPT Where full 0.3m penetration has not been achieved D - Disturbed Sample N - Natural Moisture Content C - Consolidation the number of blows for the quoted penetration SS -SPT Sample L - Atterberg Limit Test UCT-Unconfined Compression Dilupa is given (not N-value) W - Water Sample G - Grain Size Analysis CU - Consolidated Undrained Existing Supervised By: GWL : Ground Water Level observed inside the WS-Wash Sample SG -Specific Gravity Test UU-Unconsolidated Undrained ground level Borehole, after the saturation UD- Undisturbed Sample B - Bulk Density pH - Chemical considered as Kamalasiri CS- Core Sample V - Vane Shear Test O - Organic content the zero level Drilled By: 2- HB -Hammer Bounce Cr - Core Recovery (%) SO4 - Sulphate Content FD - Free Down RQD-Rock Quality Designation (%) Cl- - Cloride Content Dhanushka Made Ground Silt Gravel Laterite Nodules Completely Weathered Rock Clay Sand Organic Matter Silty Sand Highly Weathered Rock Fresh Rock ELS & AMIN International (Pvt) Ltd Geotechnical Investigation for Proposed Water Supply Project in Project Borehole No BH-02 Hinnavaru Island, Lhaviyani Atoll, Maldives-Site No.01 Client M/s. United Nations Office for Project Services (UNOPS) Sheet 2 of 2 Location Hinnavaru Island Rig Tony Core Diameter Ground Water Level 0.60m Date of Started 18.07.2014 Drilling Method Percussion Cased Depth 8.50m 0324283 N Casing Diameter 82mm Elevation Coordinates 0607599 E Date of Finished 18.07.2014 4.5

Moisture Content - % 4 Field Records 3.5 2 Soil Description Undrained Shear Strength - t/m3 (SPT) 10 20 30 40 6050 70 802.5

SPT Resistance - Blows/ft 1.5 Depth (m) Depth Cond Sa. Sa.Type (m) Depth Legend Sa.NO. Reduced Level

N 1 1 1.2 1.4 1.6 1.8

10.00 Continued from Page 1 15cm 15cm 15cm 5 10 15 20 2530 35 40

Same as previous description 11.00 CS

11.50 The borehole was terminated at a depth of 12.00 11.50m

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00 Sample Key / Test Key Remarks Logged By : SPT Where full 0.3m penetration has not been achieved D - Disturbed Sample N - Natural Moisture Content C - Consolidation the number of blows for the quoted penetration SS -SPT Sample L - Atterberg Limit Test UCT-Unconfined Compression Dilupa is given (not N-value) W - Water Sample G - Grain Size Analysis CU - Consolidated Undrained Existing Supervised By: GWL : Ground Water Level observed inside the WS-Wash Sample SG -Specific Gravity Test UU-Unconsolidated Undrained ground level Borehole, after the saturation UD- Undisturbed Sample B - Bulk Density pH - Chemical considered as Kamalasiri CS- Core Sample V - Vane Shear Test O - Organic content the zero level Drilled By: 2- HB -Hammer Bounce Cr - Core Recovery (%) SO4 - Sulphate Content FD - Free Down RQD-Rock Quality Designation (%) Cl- - Cloride Content Dhanushka Made Ground Silt Gravel Laterite Nodules Completely Weathered Rock Clay Sand Organic Matter Silty Sand Highly Weathered Rock Fresh Rock ELS & AMIN International (Pvt) Ltd Geotechnical Investigation for Proposed Water Supply Project in Project Borehole No BH-03 Hinnavaru Island, Lhaviyani Atoll, Maldives-Site No.01 Client M/s. United Nations Office for Project Services (UNOPS) Sheet 1 of 2 Location Hinnavaru Island Rig Tony Core Diameter Ground Water Level 0.65m Date of Started 19.07.2014 Drilling Method Percussion Cased Depth 9.00m 0324259 N

Coordinates 4.5 Date of Finished 20.07.2014 Casing Diameter 82mm Elevation 0607608 E Moisture Content - % 4 3.5 Field Records 2 Soil Description Undrained Shear Strength - t/m3 (SPT) 10 20 30 40 50 60 70 802.5 90 SPT Resistance - Blows/ft 2 Depth (m) Depth Cond Sa. Sa.Type (m) Depth Legend Sa.NO. Reduced Level N 1.5

0.00 Ground level 15cm 15cm 15cm 5210 15 02530 35 4540 1 1 1.2 1.4 1.6 1.8 2 WS Washed sample: Light brown, offwhite medium angular to subrounded CORAL SAND 1.00 TOP SOIL GWL at D1 SS 1.00 42735>50 0.65m >50 CORAL FRAGMENTS WS 2.00 D2 SS 2.00 5448 Loose light brown medium angular to 8 WS subrounded CORAL SAND 3.00 D3 SS 3.00 761117 Medium dense light brown fine angular to 17 WS subrounded CORAL SAND 4.00 D4 SS 4.00 11 12 12 24 Medium dense light brown fine angular to 24 subrounded CORAL SAND with coral WS fragments 5.00 D5 SS 5.00 20 11 8 19 Medium dense light brown coarse angular 19 to subrounded CORAL SAND with coral WS fragments 6.00 D6 SS 6.00 21 45 HB >50 CORAL FRAGMENTS >50 6.45 7.00 CS CORAL ROCK SAMPLE Cr=22% RQD=00%

8.00 7.80

Light brown, offwhite fine angular to subrounded CORAL SAND 9.00 >50 D7 SS HB >50 NO SAMLE 9.45 Same as next description 10.00 CS Sample Key / Test Key Remarks Logged By : SPT Where full 0.3m penetration has not been achieved D - Disturbed Sample N - Natural Moisture Content C - Consolidation the number of blows for the quoted penetration SS -SPT Sample L - Atterberg Limit Test UCT-Unconfined Compression Dilupa is given (not N-value) W - Water Sample G - Grain Size Analysis CU - Consolidated Undrained Existing Supervised By: GWL : Ground Water Level observed inside the WS-Wash Sample SG -Specific Gravity Test UU-Unconsolidated Undrained ground level Borehole, after the saturation UD- Undisturbed Sample B - Bulk Density pH - Chemical considered as Kamalasiri CS- Core Sample V - Vane Shear Test O - Organic content the zero level Drilled By: 2- HB -Hammer Bounce Cr - Core Recovery (%) SO4 - Sulphate Content FD - Free Down RQD-Rock Quality Designation (%) Cl- - Cloride Content Dhanushka Made Ground Silt Gravel Laterite Nodules Completely Weathered Rock Clay Sand Organic Matter Silty Sand Highly Weathered Rock Fresh Rock ELS & AMIN International (Pvt) Ltd Geotechnical Investigation for Proposed Water Supply Project in Project Borehole No BH-03 Hinnavaru Island, Lhaviyani Atoll, Maldives-Site No.01 Client M/s. United Nations Office for Project Services (UNOPS) Sheet 2 of 2 Location Hinnavaru Island Rig Tony Core Diameter Ground Water Level 0.65m Date of Started 19.07.2014 Drilling Method Percussion Cased Depth 9.00m 0324259 N Coordinates Date of Finished 20.07.2014 Casing Diameter 82mm Elevation 0607608 E 4.5

Moisture Content - % 4 Field Records 3.5 2 Soil Description Undrained Shear Strength - t/m3 (SPT) 10 20 30 40 6050 70 802.5

SPT Resistance - Blows/ft 1.5 Depth (m) Depth Cond Sa. Sa.Type (m) Depth Legend Sa.NO. Reduced Level

N 1 1 1.2 1.4 1.6 1.8

10.00 Continued from Page 1 15cm 15cm 15cm 5 10 15 20 2530 35 40

CORAL ROCK SAMPLES Cr=29% RQD=12% 11.00 CS

11.50 The borehole was terminated at a depth of 12.00 11.50m

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00 Sample Key / Test Key Remarks Logged By : SPT Where full 0.3m penetration has not been achieved D - Disturbed Sample N - Natural Moisture Content C - Consolidation the number of blows for the quoted penetration SS -SPT Sample L - Atterberg Limit Test UCT-Unconfined Compression Dilupa is given (not N-value) W - Water Sample G - Grain Size Analysis CU - Consolidated Undrained Existing Supervised By: GWL : Ground Water Level observed inside the WS-Wash Sample SG -Specific Gravity Test UU-Unconsolidated Undrained ground level Borehole, after the saturation UD- Undisturbed Sample B - Bulk Density pH - Chemical considered as Kamalasiri CS- Core Sample V - Vane Shear Test O - Organic content the zero level Drilled By: 2- HB -Hammer Bounce Cr - Core Recovery (%) SO4 - Sulphate Content FD - Free Down RQD-Rock Quality Designation (%) Cl- - Cloride Content Dhanushka Made Ground Silt Gravel Laterite Nodules Completely Weathered Rock Clay Sand Organic Matter Silty Sand Highly Weathered Rock Fresh Rock ELS & AMIN International (Pvt) Ltd Geotechnical Investigation for Proposed Water Supply Project in Project Borehole No BH-04 Hinnavaru Island, Lhaviyani Atoll, Maldives - Site No.03 Client M/s. United Nations Office for Project Services (UNOPS) Sheet 1 of 2 Location Hinnavaru Island Rig Tony Core Diameter Ground Water Level 0.60m Date of Started 22.07.2014 Drilling Method Percussion Cased Depth 6.00m 0324106 N

Coordinates 4.5 Date of Finished 22.07.2014 Casing Diameter 82mm Elevation 0607385 E Moisture Content - % 4 3.5 Field Records 2 Soil Description Undrained Shear Strength - t/m3 (SPT) 10 20 30 40 50 60 70 802.5 90 SPT Resistance - Blows/ft 2 Depth (m) Depth Cond Sa. Sa.Type (m) Depth Legend Sa.NO. Reduced Level N 1.5

0.00 Ground level 15cm 15cm 15cm 5210 15 02530 35 4540 1 1 1.2 1.4 1.6 1.8 2 WS Washed sample: Light grey fine angular to subrounded CORAL SAND 1.00 TOP SOIL GWL at D1 SS 1.00 58 816 0.60m 16 Medium dense light grey fine angular to WS subrounded CORAL SAND 2.00 D2 SS 2.00 79 918 Medium dense light brown coarse angular 18 WS to subrounded CORAL SAND 3.00 D3 SS 3.00 6111324 Medium dense light brown fine angular to 24 WS subrounded CORAL SAND 4.00 D4 SS 4.00 771017 Medium dense light brown fine angular to 17 subrounded CORAL SAND with coral WS fragments 5.00 D5 SS 5.00 872128 28 Medium dense light brown coarse angular WS to subrounded CORAL SAND with coral 6.00 fragments D6 SS 35 HB >50 NO SAMLE >50 6.45 7.00

CORAL ROCK FRAGMENTS Cr=10% RQD=00% CS 8.00

8.50 9.00

CORAL ROCK FRAGMENTS Cr=13% RQD=00% CS

10.00 Sample Key / Test Key Remarks Logged By : SPT Where full 0.3m penetration has not been achieved D - Disturbed Sample N - Natural Moisture Content C - Consolidation the number of blows for the quoted penetration SS -SPT Sample L - Atterberg Limit Test UCT-Unconfined Compression Dilupa is given (not N-value) W - Water Sample G - Grain Size Analysis CU - Consolidated Undrained Existing Supervised By: GWL : Ground Water Level observed inside the WS-Wash Sample SG -Specific Gravity Test UU-Unconsolidated Undrained ground level Borehole, after the saturation UD- Undisturbed Sample B - Bulk Density pH - Chemical considered as Kamalasiri CS- Core Sample V - Vane Shear Test O - Organic content the zero level Drilled By: 2- HB -Hammer Bounce Cr - Core Recovery (%) SO4 - Sulphate Content FD - Free Down RQD-Rock Quality Designation (%) Cl- - Cloride Content Dhanushka Made Ground Silt Gravel Laterite Nodules Completely Weathered Rock Clay Sand Organic Matter Silty Sand Highly Weathered Rock Fresh Rock ELS & AMIN International (Pvt) Ltd Geotechnical Investigation for Proposed Water Supply Project in Project Borehole No BH-04 Hinnavaru Island, Lhaviyani Atoll, Maldives - Site No.03 Client M/s. United Nations Office for Project Services (UNOPS) Sheet 2 of 2 Location Hinnavaru Island Rig Tony Core Diameter Ground Water Level 0.65m Date of Started 19.07.2014 Drilling Method Percussion Cased Depth 9.00m 0324106 N Coordinates Date of Finished 20.07.2014 Casing Diameter 82mm Elevation 0607385 E 4.5

Moisture Content - % 4 Field Records 3.5 2 Soil Description Undrained Shear Strength - t/m3 (SPT) 10 20 30 40 6050 70 802.5

SPT Resistance - Blows/ft 1.5 Depth (m) Depth Cond Sa. Sa.Type (m) Depth Legend Sa.NO. Reduced Level

N 1 1 1.2 1.4 1.6 1.8

10.00 Continued from Page 1 15cm 15cm 15cm 5 10 15 20 2530 35 40

Same as previous description 11.00 CS

11.50 The borehole was terminated at a depth of 12.00 11.50m

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00 Sample Key / Test Key Remarks Logged By : SPT Where full 0.3m penetration has not been achieved D - Disturbed Sample N - Natural Moisture Content C - Consolidation the number of blows for the quoted penetration SS -SPT Sample L - Atterberg Limit Test UCT-Unconfined Compression Dilupa is given (not N-value) W - Water Sample G - Grain Size Analysis CU - Consolidated Undrained Existing Supervised By: GWL : Ground Water Level observed inside the WS-Wash Sample SG -Specific Gravity Test UU-Unconsolidated Undrained ground level Borehole, after the saturation UD- Undisturbed Sample B - Bulk Density pH - Chemical considered as Kamalasiri CS- Core Sample V - Vane Shear Test O - Organic content the zero level Drilled By: 2- HB -Hammer Bounce Cr - Core Recovery (%) SO4 - Sulphate Content FD - Free Down RQD-Rock Quality Designation (%) Cl- - Cloride Content Dhanushka Made Ground Silt Gravel Laterite Nodules Completely Weathered Rock Clay Sand Organic Matter Silty Sand Highly Weathered Rock Fresh Rock ELS & AMIN International (Pvt) Ltd Geotechnical Investigation for Proposed Water Supply Project in Project Borehole No BH-05 Hinnavaru Island, Lhaviyani Atoll, Maldives - Site No.04 Client M/s. United Nations Office for Project Services (UNOPS) Sheet 1 of 2 Location Hinnavaru Island Rig Tony Core Diameter Ground Water Level 0.60m Date of Started 24.07.2014 Drilling Method Percussion Cased Depth 9.00m 0323949 N

Coordinates 4.5 Date of Finished 24.07.2014 Casing Diameter 82mm Elevation 0607198 E Moisture Content - % 4 3.5 Field Records 2 Soil Description Undrained Shear Strength - t/m3 (SPT) 10 20 30 40 50 60 70 802.5 90 SPT Resistance - Blows/ft 2 Depth (m) Depth Cond Sa. Sa.Type (m) Depth Legend Sa.NO. Reduced Level N 1.5

0.00 Ground level 15cm 15cm 15cm 5210 15 02530 35 4540 1 1 1.2 1.4 1.6 1.8 2 WS Washed sample: Light brown, offwhite medium angular to subrounded CORAL SAND 1.00 TOP SOIL GWL at D1 SS 1.00 88311 0.60m Medium dense coarse angular to 11 subrounded CORAL SAND with coral WS fragments 2.00 D2 SS 2.00 78816 16 WS 3.00 Medium dense light brown medium angular D3 SS to subrounded CORAL SAND 461016 16

WS 4.00 D4 SS 4.00 791221 21 Medium dense light brown fine angular to WS subrounded CORAL SAND 5.00 D5 SS 5.00 88816 Medium dense light brown coarse angular 16 to subrounded CORAL SAND with coral WS fragments 6.00 D6 SS 6.00 12 12 23 35 Dense light brown coarse angular to subrounded CORAL SAND with coral 35 fragments 7.00 D7 SS 7.00 Very dense coarse angular to subrounded 25 33 HB >50 CORAL SAND with coral fragments >50 7.45 8.00 CS CORE LOSS Cr=0% RQD=0%

9.00 8.75 D8 SS Dense light brown fine angular to 16 24 23 47 47 subrounded CORAL SAND

10.00 9.80 Same as next description Sample Key / Test Key Remarks Logged By : SPT Where full 0.3m penetration has not been achieved D - Disturbed Sample N - Natural Moisture Content C - Consolidation the number of blows for the quoted penetration SS -SPT Sample L - Atterberg Limit Test UCT-Unconfined Compression Dilupa is given (not N-value) W - Water Sample G - Grain Size Analysis CU - Consolidated Undrained Existing Supervised By: GWL : Ground Water Level observed inside the WS-Wash Sample SG -Specific Gravity Test UU-Unconsolidated Undrained ground level Borehole, after the saturation UD- Undisturbed Sample B - Bulk Density pH - Chemical considered as Kamalasiri CS- Core Sample V - Vane Shear TestO - Organic content the zero level Drilled By: 2- HB -Hammer Bounce Cr - Core Recovery (%) SO4 - Sulphate Content FD - Free Down RQD-Rock Quality Designation (%) Cl- - Cloride Content Dhanushka Made Ground Silt Gravel Laterite Nodules Completely Weathered Rock Clay Sand Organic Matter Silty Sand Highly Weathered Rock Fresh Rock ELS & AMIN International (Pvt) Ltd Geotechnical Investigation for Proposed Water Supply Project in Project Borehole No BH-05 Hinnavaru Island, Lhaviyani Atoll, Maldives - Site No.04 Client M/s. United Nations Office for Project Services (UNOPS) Sheet 2 of 2 Location Hinnavaru Island Rig Tony Core Diameter Ground Water Level 0.65m Date of Started 24.07.2014 Drilling Method Percussion Cased Depth 9.00m 0323949 N Casing Diameter 82mm Elevation Coordinates 0607198 E Date of Finished 24.07.2014 4.5

Moisture Content - % 4 Field Records 3.5 2 Soil Description Undrained Shear Strength - t/m3 (SPT) 10 20 30 40 6050 70 802.5

SPT Resistance - Blows/ft 1.5 Depth (m) Depth Cond Sa. Sa.Type (m) Depth Legend Sa.NO. Reduced Level

N 1 1 1.2 1.4 1.6 1.8

10.00 Continued from Page 1 15cm 15cm 15cm 5 10 15 20 2530 35 40

CORAL ROCK SAMPLE Cr=30% RQD=06% 11.00 CS

11.45 The borehole was terminated at a depth of 12.00 11.45m

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00 Sample Key / Test Key Remarks Logged By : SPT Where full 0.3m penetration has not been achieved D - Disturbed Sample N - Natural Moisture Content C - Consolidation the number of blows for the quoted penetration SS -SPT Sample L - Atterberg Limit Test UCT-Unconfined Compression Dilupa is given (not N-value) W - Water Sample G - Grain Size Analysis CU - Consolidated Undrained Existing Supervised By: GWL : Ground Water Level observed inside the WS-Wash Sample SG -Specific Gravity Test UU-Unconsolidated Undrained ground level Borehole, after the saturation UD- Undisturbed Sample B - Bulk Density pH - Chemical considered as Kamalasiri CS- Core Sample V - Vane Shear Test O - Organic content the zero level Drilled By: 2- HB -Hammer Bounce Cr - Core Recovery (%) SO4 - Sulphate Content FD - Free Down RQD-Rock Quality Designation (%) Cl- - Cloride Content Dhanushka Made Ground Silt Gravel Laterite Nodules Completely Weathered Rock Clay Sand Organic Matter Silty Sand Highly Weathered Rock Fresh Rock ELS & AMIN International (Pvt) Ltd Geotechnical Investigation for Proposed Water Supply Project in Project Borehole No BH-06 Hinnavaru Island, Lhaviyani Atoll, Maldives - Site No.05 Client M/s. United Nations Office for Project Services (UNOPS) Sheet 1 of 2 Location Hinnavaru Island Rig Tony Core Diameter Ground Water Level 0.82m Date of Started 24.07.2014 Drilling Method Percussion Cased Depth 11.00m 0324086 N

Coordinates 4.5 Date of Finished 25.07.2014 Casing Diameter 82mm Elevation 0607120 E Moisture Content - % 4 3.5 Field Records 2 Soil Description Undrained Shear Strength - t/m3 (SPT) 10 20 3040 50 60 70 802.5 90 SPT Resistance - Blows/ft 2 Depth (m) Depth Cond Sa. Sa.Type (m) Depth Legend Sa.NO. Reduced Level N 1.5

0.00 Ground level 15cm 15cm 15cm 5210 15 02530 35 4540 1 1 1.2 1.4 1.6 1.8 2 WS Washed sample: Light brown, offwhite fine angular to subrounded CORAL SAND 1.00 TOP SOIL D1 SS 1.00 14 8 9 17 GWL at 17 0.82m Medium dense light brown, offwhite fine WS angular to subrounded CORAL SAND 2.00 D2 SS 2.00 571219 19 WS 3.00 D3 SS 10 11 10 21 21

WS 4.00 D4 SS 15 13 8 21 21

WS 5.00 Medium dense light brown, offwhite coarse D5 SS 98513 angular to subrounded CORAL SAND with 13 coral fragments WS 6.00

D6 SS 35813 13

WS 7.00 D7 SS 671118 18

WS 8.00 D8 SS 14 38 HB >50 NO SAMPLE >50 8.45 9.00

CORAL ROCK SAMPLE Cr=24% RQD=14% CS

10.00 Sample Key / Test Key Remarks Logged By : SPT Where full 0.3m penetration has not been achieved D - Disturbed Sample N - Natural Moisture Content C - Consolidation the number of blows for the quoted penetration SS -SPT Sample L - Atterberg Limit Test UCT-Unconfined Compression Dilupa is given (not N-value) W - Water Sample G - Grain Size Analysis CU - Consolidated Undrained Existing Supervised By: GWL : Ground Water Level observed inside the WS-Wash Sample SG -Specific Gravity Test UU-Unconsolidated Undrained ground level Borehole, after the saturation UD- Undisturbed Sample B - Bulk Density pH - Chemical considered as Kamalasiri CS- Core Sample V - Vane Shear TestO - Organic content the zero level Drilled By: 2- HB -Hammer Bounce Cr - Core Recovery (%) SO4 - Sulphate Content FD - Free Down RQD-Rock Quality Designation (%) Cl- - Cloride Content Dhanushka Made Ground Silt Gravel Laterite Nodules Completely Weathered Rock Clay Sand Organic Matter Silty Sand Highly Weathered Rock Fresh Rock ELS & AMIN International (Pvt) Ltd Geotechnical Investigation for Proposed Water Supply Project in Project Borehole No BH-06 Hinnavaru Island, Lhaviyani Atoll, Maldives - Site No.05 Client M/s. United Nations Office for Project Services (UNOPS) Sheet 2 of 2 Location Hinnavaru Island Rig Tony Core Diameter Ground Water Level 0.82m Date of Started 24.07.2014 Drilling Method Percussion Cased Depth 11.00m 0324086 N Casing Diameter 82mm Elevation Coordinates 0607120 E Date of Finished 25.07.2014 4.5

Moisture Content - % 4 Field Records 3.5 2 Soil Description Undrained Shear Strength - t/m3 (SPT) 10 20 30 40 6050 70 802.5

SPT Resistance - Blows/ft 1.5 Depth (m) Depth Cond Sa. Sa.Type (m) Depth Legend Sa.NO. Reduced Level

N 1 1 1.2 1.4 1.6 1.8

10.00 Continued from Page 1 15cm 15cm 15cm 5 10 15 20 2530 35 40

CS Same as previous description

11.00 D9 SS 11.00 22 30 45 >50 CORAL FRAGMENTS >50 11.45 The borehole was terminated at a depth of 12.00 11.45m

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00 Sample Key / Test Key Remarks Logged By : SPT Where full 0.3m penetration has not been achieved D - Disturbed Sample N - Natural Moisture Content C - Consolidation the number of blows for the quoted penetration SS -SPT Sample L - Atterberg Limit Test UCT-Unconfined Compression Dilupa is given (not N-value) W - Water Sample G - Grain Size Analysis CU - Consolidated Undrained Existing Supervised By: GWL : Ground Water Level observed inside the WS-Wash Sample SG -Specific Gravity Test UU-Unconsolidated Undrained ground level Borehole, after the saturation UD- Undisturbed Sample B - Bulk Density pH - Chemical considered as Kamalasiri CS- Core Sample V - Vane Shear Test O - Organic content the zero level Drilled By: 2- HB -Hammer Bounce Cr - Core Recovery (%) SO4 - Sulphate Content FD - Free Down RQD-Rock Quality Designation (%) Cl- - Cloride Content Dhanushka Made Ground Silt Gravel Laterite Nodules Completely Weathered Rock Clay Sand Organic Matter Silty Sand Highly Weathered Rock Fresh Rock ELS & AMIN International (Pvt) Ltd Geotechnical Investigation for Proposed Rain Water Collecting Tanks Project Borehole No BH-07 in Hinnavaru Island, Lhaviyani Atoll, Maldives - Site No.02 Client M/s. United Nations Office for Project Services (UNOPS) Sheet 1 of 2 Location Hinnavaru Island Rig Tony Core Diameter Ground Water Level 0.90m Date of Started 26.07.2014 Drilling Method Percussion Cased Depth 12.00m 0324339 N

Coordinates 4.5 Date of Finished 26.07.2014 Casing Diameter 82mm Elevation 0607294 E Moisture Content - % 4 3.5 Field Records 2 Soil Description Undrained Shear Strength - t/m3 (SPT) 10 20 30 40 50 60 70 802.5 90 SPT Resistance - Blows/ft 2 Depth (m) Depth Cond Sa. Sa.Type (m) Depth Legend Sa.NO. Reduced Level N 1.5

0.00 Ground level 15cm 15cm 15cm 5210 15 02530 35 4540 1 1 1.2 1.4 1.6 1.8 2 WS Washed sample: Light brown, offwhite fine angular to subrounded CORAL SAND 1.00 TOP SOIL D1 SS 1.00 34610 GWL at 10 0.90m WS 2.00 D2 SS 10 11 10 21

CORAL FRAGMENTS 21 WS 3.00 D3 SS 7347 07

WS 4.00 D4 SS 4.00 88614 14

WS Medium dense light brown coarse angular 5.00 to subrounded CORAL SAND with coral D5 SS 11 10 8 18 fragments 18

WS 6.00

D6 SS 6.00 85611 11 CORAL FRAGMENTS WS 7.00 D7 SS 7.00 Washed sample: 1112 02 NO SAMPLE WS 8.00 Very loose light brown fine CORAL D8 SS 4022 SAND 02 NO SAMPLE WS 9.00 D9 SS 9.00 10 10 9 19 19 Medium dense light brown coarse angular to subrounded CORAL SAND with coral WS fragments 10.00 Sample Key / Test Key Remarks Logged By : SPT Where full 0.3m penetration has not been achieved D - Disturbed Sample N - Natural Moisture Content C - Consolidation the number of blows for the quoted penetration SS -SPT Sample L - Atterberg Limit Test UCT-Unconfined Compression Dilupa is given (not N-value) W - Water Sample G - Grain Size Analysis CU - Consolidated Undrained Existing Supervised By: GWL : Ground Water Level observed inside the WS-Wash Sample SG -Specific Gravity Test UU-Unconsolidated Undrained ground level Borehole, after the saturation UD- Undisturbed Sample B - Bulk Density pH - Chemical considered as Kamalasiri CS- Core Sample V - Vane Shear Test O - Organic content the zero level Drilled By: 2- HB -Hammer Bounce Cr - Core Recovery (%) SO4 - Sulphate Content FD - Free Down RQD-Rock Quality Designation (%) Cl- - Cloride Content Dhanushka Made Ground Silt Gravel Laterite Nodules Completely Weathered Rock Clay Sand Organic Matter Silty Sand Highly Weathered Rock Fresh Rock ELS & AMIN International (Pvt) Ltd Geotechnical Investigation for Proposed Water Supply Project in Project Borehole No BH-07 Hinnavaru Island, Lhaviyani Atoll, Maldives - Site No.02 Client M/s. United Nations Office for Project Services (UNOPS) Sheet 2 of 2 Location Hinnavaru Island Rig Tony Core Diameter Ground Water Level 0.90m Date of Started 26.07.2014 Drilling Method Percussion Cased Depth 12.00m 0324339 N Casing Diameter 82mm Elevation Coordinates 0607294 E Date of Finished 26.07.2014 4.5

Moisture Content - % 4 Field Records 3.5 2 Soil Description Undrained Shear Strength - t/m3 (SPT) 10 20 30 40 6050 70 802.5

SPT Resistance - Blows/ft 1.5 Depth (m) Depth Cond Sa. Sa.Type (m) Depth Legend Sa.NO. Reduced Level

N 1 1 1.2 1.4 1.6 1.8

10.00 Continued from Page 1 15cm 15cm 15cm 5 10 15 20 2530 35 40 D10 SS 10.00 25 32 30 >50 >50 CORAL FRAGMENTS WS 11.00 D11 SS 11.00 12 24 29 >50 Very dense coasre angular to subrounded >50 WS CORAL SAND and coral fragments 12.00 D12 SS 12.00 29 40 HB >50 CORAL FRAGMENTS >50 WS 13.00 12.45 The borehole was terminated at a depth of 12.45m

14.00

15.00

16.00

17.00

18.00

19.00

20.00 Sample Key / Test Key Remarks Logged By : SPT Where full 0.3m penetration has not been achieved D - Disturbed Sample N - Natural Moisture Content C - Consolidation the number of blows for the quoted penetration SS -SPT Sample L - Atterberg Limit Test UCT-Unconfined Compression Dilupa is given (not N-value) W - Water Sample G - Grain Size Analysis CU - Consolidated Undrained Existing Supervised By: GWL : Ground Water Level observed inside the WS-Wash Sample SG -Specific Gravity Test UU-Unconsolidated Undrained ground level Borehole, after the saturation UD- Undisturbed Sample B - Bulk Density pH - Chemical considered as Kamalasiri CS- Core Sample V - Vane Shear Test O - Organic content the zero level Drilled By: 2- HB -Hammer Bounce Cr - Core Recovery (%) SO4 - Sulphate Content FD - Free Down RQD-Rock Quality Designation (%) Cl- - Cloride Content Dhanushka Made Ground Silt Gravel Laterite Nodules Completely Weathered Rock Clay Sand Organic Matter Silty Sand Highly Weathered Rock Fresh Rock

Annexure II: Field Permeability Test Results

FIELD PERMEABILITY TEST Variable Head Client: M/s. United Nations Office for Project Services (UNOPS) Job ref. OVE-092 Client ref. Geotechnical Investigation for Proposed Water Supply Project in Hinnavaru BH-01 Project.: Island, Lhaviyani Atoll, Maldives-Site No.01 Hole No. Test-01 Depth(m): 3.00m Location: Site - 01 Date of test 17.07.2014 Soil description: Coral Sand Date of report 07.08.2014 Diameter of Casing: 8.2 cm A = 52.8103 L = -cm F = 22.55

Time Elapse Mesured

Time level H H / H0 Sec cm cm

0.00 0 160 1.000

10.00 20 140 0.875

20.00 40 120 0.750

30.00 55 105 0.656

40.00 70 90 0.563

50.00 80 80 0.500

60.00 100 60 0.375

90.00 140 20 0.125 120.00 160 0 0.000

BASIC TIME LAG

1.00 Head Ratio H / H0

0.10 0 102030405060708090100110120

Elapse Time t in Sec

T = 67.50 Sec k = 0.00034695 m / sec -4 k = 3.47x10 m / sec

Tested by Checked by Approved by ………………… …………………… …………………….. ELS & Amin International ( PVT ) LTD Head office :52, Boduhakurufaanu magu,Male 20-01 ,Maldives Tel/Fex:+960 334 6000,Mobole hotlin: 790 6000 FIELD PERMEABILITY TEST Variable Head Client: M/s. United Nations Office for Project Services (UNOPS) Job ref. OVE-092 Client ref. Geotechnical Investigation for Proposed Water Supply Project in Hinnavaru BH-07 Project.: Island, Lhaviyani Atoll, Maldives-Site No.02 Hole No. Test-01 Depth(m): 3.00m Location: Site - 02 Date of test 26.07.2014 Soil description: Coral Sand Date of report 07.08.2014 Diameter of Casing: 8.2 cm A = 52.8103 L = -cm F = 22.55

Time Elapse Mesured

Time level H H / H0 Sec cm cm

0.00 0 190 1.000

10.00 25 165 0.868

20.00 40 150 0.789

30.00 55 135 0.711

40.00 75 115 0.605

50.00 90 100 0.526

60.00 105 85 0.447

90.00 120 70 0.368

120.00 150 40 0.211

180.00 190

BASIC TIME LAG

1.00 Head Ratio Head H / H0

0.10 0 10 20 30 40 50 60 70 80 90 100110120130140150160170180

Elapse Time t in Sec

T = 77.50 Sec k = 0.00030218 m / sec k = 3.02x10-4 m / sec

Tested by Checked by Approved by ………………… ………………… …………………….. ELS & Amin International ( PVT ) LTD Head office :52, Boduhakurufaanu magu,Male 20-01 ,Maldives Tel/Fex:+960 334 6000,Mobole hotlin: 790 6000 FIELD PERMEABILITY TEST Variable Head Client: M/s. United Nations Office for Project Services (UNOPS) Job ref. OVE-092 Client ref. Geotechnical Investigation for Proposed Water Supply Project in Hinnavaru BH-04 Project.: Island, Lhaviyani Atoll, Maldives-Site No.03 Hole No. Test-01 Depth(m): 3.00m Location: Site - 03 Date of test 22.07.2014 Soil description: Coral Sand Date of report 07.08.2014 Diameter of Casing: 8.2 cm A = 52.8103 L = -cm F = 22.55

Time Elapse Mesured

Time level H H / H0 Sec cm cm

0.00 0 170 1.000

10.00 15 155 0.912

20.00 25 145 0.853

30.00 35 135 0.794

40.00 50 120 0.706

50.00 60 110 0.647

60.00 70 100 0.588

90.00 85 85 0.500

120.00 120 50 0.294 180.00 170 0 0.000

BASIC TIME LAG

1.00 Head Ratio Head H / H0

0.10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180

Elapse Time t in Sec

T = 112.50 Sec k = 0.00020817 m / sec -4 k = 2.08x10 m / sec

Tested by Checked by Approved by ………………… ………………… …………………….. ELS & Amin International ( PVT ) LTD Head office :52, Boduhakurufaanu magu,Male 20-01 ,Maldives Tel/Fex:+960 334 6000,Mobole hotlin: 790 6000 FIELD PERMEABILITY TEST Variable Head Client: M/s. United Nations Office for Project Services (UNOPS) Job ref. OVE-092 Client ref. Geotechnical Investigation for Proposed Water Supply Project in Hinnavaru BH-05 Project.: Island, Lhaviyani Atoll, Maldives-Site No.04 Hole No. Test-01 Depth(m): 3.00m Location: Site - 04 Date of test 24.07.2014 Soil description: Coral Sand Date of report 07.08.2014 Diameter of Casing: 8.2 cm A = 52.8103 L = -cm F = 22.55

Time Elapse Mesured

Time level H H / H0 Sec cm cm

0.00 0 175 1.000

10.00 20 155 0.886

20.00 40 135 0.771

30.00 50 125 0.714

40.00 65 110 0.629

50.00 70 105 0.600

60.00 85 90 0.514

90.00 105 70 0.400

120.00 130 45 0.257 180.00 175 0 0.000

BASIC TIME LAG

1.00 Head Ratio Head H / H0

0.10 0 10 20 30 40 50 60 70 80 90 100110120130140150160170180

Elapse Time t in Sec

T = 85.00 Sec k = 0.00027552 m / sec -4 k = 2.75x10 m / sec

Tested by Checked by Approved by ………………… ………………… …………………….. ELS & Amin International ( PVT ) LTD Head office :52, Boduhakurufaanu magu,Male 20-01 ,Maldives Tel/Fex:+960 334 6000,Mobole hotlin: 790 6000 FIELD PERMEABILITY TEST Variable Head Client: M/s. United Nations Office for Project Services (UNOPS) Job ref. OVE-092 Client ref. Geotechnical Investigation for Proposed Water Supply Project in Hinnavaru BH-06 Project.: Island, Lhaviyani Atoll, Maldives-Site No.04 Hole No. Test-01 Depth(m): 3.00m Location: Site - 05 Date of test 24.07.2014 Soil description: Coral Sand Date of report 07.08.2014 Diameter of Casing: 8.2 cm A = 52.8103 L = -cm F = 22.55

Time Elapse Mesured

Time level H H / H0 Sec cm cm

0.00 0 180 1.000

10.00 35 145 0.806

20.00 60 120 0.667

30.00 80 100 0.556

40.00 95 85 0.472

50.00 120 60 0.333

60.00 150 30 0.167

90.00 180 0 0.000

BASIC TIME LAG

1.00 Head Ratio Head H / H0

0.10 0 102030405060708090

Elapse Time t in Sec

T = 52.50 Sec k = 0.00044608 m / sec -4 k = 4.46x10 m / sec

Annexure III: Chemical Analysis of Soil

Annexure IV: Details

A1 A B C D E F G H I J K L M N

N P01 Proposed Future Connection RHW Storage to Reclaimed Area 1 Location 3 7RWDO$UHD Pð

HINNAVARU SEWERAGE TREATMENT PLANT

Rain Water Storage Tank &DSDFLW\ Pñ 2

MASJIDHUL RAHUMATH

3 Rainwater Storage Tank &DSDFLW\ Pñ Rainwater Storage EDUCATION CENTRE Tank (10 BUILDINGS) Pñ HINNAVARU COUNCIL IDHAARAA

GRAND MOSQUE

FH Proposed Water ZUVAANUNGE Pumping Station 4

PROPOSED LAND FOR NEW RO PLANT BUILDING MARUKAZU FH

MASJIDHUL WAFAA FH

HINNAVARU COURT UTHURU AVASHU MISKIN Rainwater Tank &DSDFLW\ Pñ 5

HINNAVARU HEALTH CENTRE HINNAVARU INJEENUGE/

/POWER HOUSE

/STELCO HUNNAVARU HIYAA

FANNU PRE SCHOOL Key:-

Rainwater Storage Tanks - Rain Water Storage 7DQN&DSDFLW\ Pñ 7

- Rainwater Harvesting Sites

- Rainwater Pipe Flow

P01 22/07/14 ABH LZ PW - Rainwater Access Chamber Preliminary

Rev Date By Chkd Appd - Rainwater Storage Tank Lift Pump Chamber HINNAVARY FEN PLANT 80mm Dia Ring Main 8 - Rising Main

- Rainwater Pumping Station

- Primary Water Distribution Ring Main

- Secondary Pipework to Individual Properties Plan Layout Scale: 1:1000

Client

Project Title

Hinnavaru Water Supply

Drawing Title 10 General Arrangement for Rainwater Collection System & Distribution Mains

Scale at A1

Role As Shown

Suitability Civil - Water

11 Arup Job No - Rev 235878-00 P01 Name 235878-ARP-XX-XX-DR-CW-00007

$UXS Do not scale Created using CADplot http://www.oasys-software.com/cadplot/ CADplot using Created

Annexure V: Photographs of Core boxes

GEOTECHNICAL INVESTIGATION FOR PROPOSED WATER SUPPLY PROJECT IN HINNAVARU ISLAND, LHAVIYANI ATOLL, MALDIVES ‐ SITE NO.02