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3 URBAN REDEVELOPMENT AUTHORITY TERM CONTRACT FOR SOIL INVESTIGATION (URA/T/13/010) Soil Investigation Works At Paya Lebar Road/Sims Avenue CONTENTS VOLUME I Page No. 1.0 INTRODUCTION General FIELD WORKS General Description of Field Investigation Drilling Undisturbed Sampling Standard Penetration Testing LABORATORY TESTING General Code of Practice Physical Properties Moisture Content Bulk and Dry Density Particle Density Atterberg Limit Grain Size Analysis Mechanical Properties Unconsolidated Undrained (UU) Triaxial Test SOIL CLASSIFICATION LIST OF GEOLOGICAL CROSS-SECTIONS DESCRIPTION OF SOIL STRATA 009 REFERENCES 011 LIST OF TABLES Table 1.1 Quantity of Field Works and Laboratory Tests 012 Table 2.1 Classification / Symbol of Soil and Rock Type 013 Report No: ECGP 2531 URA ECON GEOTECH PTE LTD 3

4 4 URBAN REDEVELOPMENT AUTHORITY TERM CONTRACT FOR SOIL INVESTIGATION (URA/T/13/010) Soil Investigation Works At Paya Lebar Road/Sims Avenue Table 2.2 Geological Stratigraphy of Singapore 014 Table 2.3 Identification and Description of Soils 015 Table 2.4 Weathering Classification of Soils / Rocks 017 Table 2.5 Plasticity Chart 018 Table Classification of Clays/Silts from Shear Strength 019 Table Classification of Clays/Silts from SPT results 019 Table Classification of Sands from SPT Results 019 LIST OF FIGURES LIST OF FIGURES Fig. 1 Illustration of Boring Work 020 Fig. 2 Illustration of Standard Penetration Test 021 APPENDICES APPENDIX A Location Plan 023 Borehole Location Plan 024 As-built Borehole Locations 025 Cross-Sections 026 Legends for different soil and rock types 027 Borehole Logs APPENDIX B Laboratory Test Results of Physical & Mechanical Properties of Soil Samples Certificate of Accreditations 174 aõb Report No: ECGP 2531 URA ECON GEOTECH PTE LTD

5 5 1.0 INTRODUCTION 1.1 General On behalf of Urban Redevelopment Authority, Econ Geotech Pte Ltd has performed the Term Contract for Soil Investigation (URA/T/13/010). This report presents the factual results of Soil Investigation Works At Paya Lebar Road/Sims Avenue. The field investigation for this project was carried out between 12 th Sep 2014 and 30 th Sep The works described in this report have been carried out as per the specifications and under the technical direction of the client. This report covers 6 boreholes. The particulars of this project are as follows: (a) Name of Project Soil Investigation Works At Paya Lebar Road/Sims Avenue (b) Location Paya Lebar Road/Sims Avenue (c) Client Urban Redevelopment Authority (d) Main Contractor ECON Geotech Pte. Ltd. (e) Director Steven Ih Yeo (f) Project Manager Aung Moe (g) Period of Work Field Works v 12 th Sep th Sep 2014 Laboratory Works and Report v 14 th Sep th Sep 2014 (h) Scope of Work Field Works Boreholes 6 Locations Laboratory Tests Moisture Content, Bulk & Dry Density, Grain Size Analysis, Atterberg Limit Tests and Triaxial (UU) Tests of Soil Samples. (Refer Table 1.1 for Quantities of Field and Laboratory Works)

6 6 2.0 FIELD WORKS 2.1 General The field works were generally carried out in accordance with BS 5930: 1999 Code of Practice for Site Investigation and as directed by the client. The Borehole Location Plan for proposed site investigation works is shown in Appendix-A. The co-ordinates and reduced levels of the boreholes are also presented in respective borelogs in Appendix-A. 2.2 Description of Field Investigation Drilling This investigation was performed using rotary drilling rig. A cutting tool was attached to the drilling rod to drill through the soils, which produces 100mm diameter borehole. Circulated mud water was pumped through the hollow rods into the hole to stabilize the borehole and to wash out the soil debris (resulted due to drilling) to the ground surface by pressure. Partial casing was used to stabilize the borehole side apart from using mud circulation. Trial pits of size 1.0 x 1.0 x 3.0 m depth was generally excavated at every borehole location. The boreholes were terminated at the depths as suggested by the client. Illustration of Boring works is shown in (Fig.2.1). During the investigation, a site log was kept by the Geotechnical site supervisor to record soil descriptions, stratum changes, SPT and coring field records Undisturbed Sampling Undisturbed samples were generally collected at the depth of 3 m intervals in Kallang Formation, unless otherwise specified by the client. Before a sample was taken, the bottom of the borehole was cleaned. Each sample was then collected using a 75 mm diameter by 1000 mm long 'Shelby' type thin wall sample tube driven by hydraulic push. Samples of very stiff to hard soil were collected by using Mazier sampler. Thin wall piston samplers were used for very soft to soft soil. After a sample was retrieved from borehole, it was immediately labeled and sealed with wax at both ends before sending to laboratory Standard Penetration Testing Standard Penetration Tests (SPT) is generally performed at 3m interval in all soil layers, as it is shown in (Fig.2.2). Once the borehole reached the required test depth, the borehole was cleaned by flushing with water/mud before starting the test. The test was performed by using a split barrel type sampler with a 50.8 mm external and 34.9 mm internal diameter. The test was conducted in six stages, where each stage consisted of driving the sampler 75 mm into the soil by the use of a free fall 63.5 kg hammer (or monkey). The hammer was dropped from a height of 760 mm on to an anvil connected to the sampler by rods. The number of blows required for each 75mm penetration was noted and the final N-value is reported as the total number of blows required to achieve the last 300 mm of penetration, the initial 150 mm of penetration being to seat the sampler and bypass any disturbance. If, however, 100 blows were reached before a penetration of 300 mm was achieved, the test was stopped and the penetration achieved recorded.

7 7 3.0 LABORATORY TESTING 3.1 General The various laboratory tests were performed on undisturbed samples based on the testing schedule approved by the consultant. The tests related to mechanical properties were performed in Econ Geotech Laboratory. The quantities of laboratory tests are summarized in Table Code of Practice The laboratory tests were performed in accordance with the British Standard Code of Practice BS 1377 (1990) and as per terms of accreditation under the Singapore Accreditation Council Singapore Laboratory Accreditation Scheme. The summaries and detailed test results are presented in Appendix-B. The results are also presented in respective borehole logs in Appendix-A. 3.3 Physical Properties Moisture Content To measure moisture content, a weighed specimen is taken from an undisturbed sample and placed in a tin, where it is oven dried at C for hours. The soil is weighted after the drying and the weight of water is calculated simply by subtracting the two values. The moisture content is then defined as the percentage of the weight of water over weight of dry soil Bulk and Dry Density The bulk density is the measured weight of a solid cylindrical soil specimen taken from an undisturbed sample divided by its volume. The dry density was calculated from bulk density and moisture content Particle Density The particle density of a specimen is determined in accordance to BS 1377 using an oven dried representative portion of the undisturbed sample. The particle density is defined as the ratio of the weight of soil to the water needed to displace the soil particles Atterberg Limit The liquid limit of a specimen is derived using the cone penetrometer method as to BS The plastic limit is defined as the moisture content of a specimen at the point where it can be satisfactorily rolled into a 3mm diameter thread with just starting to crumble. The soils plasticity index is then derived by subtracting the plastic limit from the liquid limit Grain Size Analysis The grain size analysis has been carried out utilizing both sieve and hydrometer analysis.the sieve analysis was carried out by wet sieving method in which the material was first washed through a 2 mm test sieve nested in a 63 mm test sieve. The soils retained in the sieves were then dried in an oven. The dried soils were then sieved by dry sieving by passing the soils through a series of square mesh sieves, which become progressively finer down to 63 mm mesh. Each fraction

8 8 thus collected was then weighed and the percentage retained on each sieve was calculated by dividing individual weights by the total sample weight. The soils passing through 63 mm mesh was analyzed by sedimentation using hydrometer method. The hydrometer method involves measuring the rate of settlement of fine particles suspended in a solution. Utilizing the principle of Stokes law, particle size can be directly related to its rate of settlement in a fluid such as water. From this process, the particle diameter and percentage finer is calculated. 3.4 Mechanical Properties Unconsolidated Undrained (UU) Triaxial Test This test is generally performed as a set of three single stage tests (UU). However, if the sample is not enough, the test is conducted using two or single (multistage) specimen. The general testing procedure is as explained below.with the three single stage tests, three specimens were extracted from a single undisturbed sample, and was trimmed and cut to a length to diameter ratio is about two. The specimens were then weighed before putting the rubber membrane and placing into triaxial cell. Cell pressures of 0.5s v, s v, and 2s v (where s v is total overburden pressure at the sampling depth) were applied to the three specimens followed by shearing under undrained conditions at a constant rate of strain (usually 2% per minute). Axial load and displacement were recorded at regular intervals until a maximum deviator stress, or 20% of strain is reached. For tests with two specimens, cell pressure of s v and 2s v were used. 3.5 Summary of Laboratory Test Results for Soils Laboratory tests were generally performed in accordance with the British Standards Code of Practice BS 1377 (1990). The tests were carried out on undisturbed samples to determine the physical, mechanical and chemical properties.details results of physical and mechanical properties of soil for each geological classification are presented in Appendix-B. Summaries of test results are also presented respectively. 4.0 SOIL CLASSIFICATION The soil classification is based on the geological classification and British classification system as given in Appendix-A. The consistencies of clay/silt and relative densities of sand have been classified according to the (BS5930: 1999). Classification of sand, clay and silt from SPT and Shear Strength are presented in (Table to 2.9.3).

9 9 5.0 LIST OF GEOLOGICAL CROSS-SECTIONS Geological cross-sections showing the soil strata profile at the borehole locations are presented in Appendix-A. SECTION BOREHOLES 1 BH1 BH2 BH3 BH4 BH5 BH6 6.0 DESCRIPTION OF SOIL STRATA The geologic material encountered during site investigation can be briefly described as follows. Based on the borehole data in-situ tests results obtained from the boreholes, the underlying sub-soils can be sub-divided into the following layers: - BACKFILL - KALLANG FORMATION - OLD ALLUVIUM BACKFILL Backfilled soils are manmade deposits of natural earth materials. The backfill were found as the topmost layer in every borehole. Backfill consisted heterogeneous soils of very to stiff, brownish yellow and yellowish grey and grey, slightly gravelly fine to coarse sandy SILT/CLAY with rock fragments with concrete and rock fragments. KALLANG FORMATION The Kallang Formation includes the sedimentary deposits found along the coast line and extends to the head waters of river draining in Singapore. The deposits are generally low lying and are seldom recognized more than 4 m above sea level except in the more inland areas. Three members are recognized within the formation referred to informally as the, Alluvial Member, Marine Member and Transitional Member. Fluvial Cohesive Soils (F2) This soil type was encountered in four boreholes, BH2, BH3, BH5 and BH6. This soils observed in the present investigation consist of very soft to stiff, slightly sandy CLAY with traces of sand and CLAY. The colour of these soil layers greenish grey and reddish brown and dark brown. Marine Member (M) This soil type was encountered in all boreholes. The stratum consists of very soft to soft, greenish grey, marine CLAY with traces of sand.

10 10 Estuarine (E) Peaty CLAY with traces of sand and decomposed wood was observed in two boreholes. The color of soil is generally brown to dark brown to dark grey. OLD ALLUVIUM ( O ) The Old Alluvium is alluvial deposit that has been variably cemented and has the strength of very weak to weak rock. The upper zone of the Old Alluvium has been affected by weathering. Over-consolidation, compaction and lithification of sediments in Old Alluvium can be differentiated from those of Kallang Formation. The Old Alluvium mainly consists of Sandy SILT/CLAY and Clayey/Silty/Gravelly fine to coarse SAND. The color of soil is generally light bluish grey, light greenish grey, yellowish/reddish brown, and brownish grey. Residual (O (E), SPT-N<10) was observed in only one borehole, BH6 consists of stiff, greenish grey and reddish brown CLAY. Destructured (O (D), SPT-N 10 to 30) was observed in five boreholes. It consists of gravelly stiff to hard, yellowish brown, reddish brown and grey slightly gravelly slightly sandy SILT & CLAY and medium dense, greenish grey silty fine to coarse SAND. Distinctly Weathered (O (C), SPT-N 30 to 50) was also observed at five boreholes, BH1, BH3, BH4, BH5 and BH6. This layer consists of stiff to hard CLAY/SILT and dense greenish grey, silty fine to coarse SAND Color varies from greenish grey and brown to reddish brown. Partially Weathered (O (B), SPT-N > 50) was observed at four boreholes, consists of very dense, greenish grey and yellowish brown and light greenish grey slightly gravelly silty fine to coarse SAND and hard, reddish brown and greenish grey slightly sandy CLAY Unweathered (O (A), SPT-N >50) was found in all boreholes, color was greenish grey and brown, hard CLAY and greenish grey, very dense silty fine to medium SAND.

11 11 REFERENCES 1. BS 5930: Code of Practice for Site Investigation, British Standard Institution. 2. Braja M. Das, Principles of Geotechnical Engineering, Third Edition. PWS Publishing Company, Boston 3. Coduto, Donald P, Foundation Design: Principles and Practices. Pentice-Hall, New Jersey. 4. Karl Terzaghi, Ralph B. Peck and Gholamreza Mesri, Soil Mechanics in Engineering Practice, Third Edition. 5. Michael Carter and Stephen P Bentley, Correlations of Soil Properties. Pentech Press, London. 6. P.W.D., The Geology of the Republic of Singapore, Public Works Department, Singapore. 7. DSTA, Geology of Singapore, 2 nd ed., Defense Science and Technology Agency, Singapore.

12 Starting Date Finished Date Trial Pit Size Total Drilling Depth Soil Drilling Rock Coring SPT TW PS MZ Water Content Bulk Density Dry Density Particle Density Soil Laboratory Test Grain Size (Hydro) Grain Size (Sieve) LL/PL UU CU BH3 23-Sep Sep x1.0x BH4 14-Sep Sep x1.0x BH5 13-Sep Sep x1.0x BH6 17-Sep Sep x1.0x Total Consolidation SOIL INVESTIGATION WORKS AT PAYA LEBAR ROAD/SIMS AVENUE TABLE 1.1 QUANTITY OF FIELD WORKS AND LABORATORY TESTS Soil Drilling Work In Situ Test & Sampling Borehole No. (mxmxm) (m) (m) (m) 12 BH1 23-Sep Sep x1.0x BH2 27-Sep Sep x1.0x Trial Pit ~ Hand auger from GL-1.0 to 2.0m SPT = Standard Penetration Test TW= Thin Wall Soil Sample, PS= Piston Soil Sample, MZ= Mazier Sample LL/PL= Atterberg Limits Test

13 13 REFERENCE SOIL & ROCK TYPE GENERAL DESCRIPTION GEOLOGICAL FORMATION (PWD, 1976) B BEACH (Littoral) Sandy, sometimes silty, with gravels, coral and shells KALLANG Littoral, possibly also part of all other members & TEKONG E ESTUARINE (Transitional) Peats, peaty and organic clays, organic sands KALLANG Transitional, possibly part of Alluvial and Marine. F FLUVIAL (Alluvial) Sands, silty sands, silts and clays KALLANG Alluvial, possibly part of all other members and TEKONG. F1 Predominantly granular soils including silty sands, clayey sands and sandy silts Bed of Alluvial Member of KALLANG F2 Cohesive soils including silty clays, sandy clays and clayey silts Bed of Alluvial Member of KALLANG M MARINE Very soft to soft blue or grey clay KALLANG Marine Member O OLD ALLUVIUM Very weak to weak beds of sandstone and mudstone. See C-5 for weathering classification OLD ALLUVIUM FC FORT CANNING BOULDER BED (also known as S3, Bouldery Clay or Boulder Bed) A colluvial deposit of boulders in a soil matrix. Not shown in PWD (1976) The matrix is typically a hard silty clay, but can be granular. The material is largely derived from the rocks and weathered rocks of the Jurong Formation S SEDIMENTARIE S (Rocks & associated soils) Sandstones, siltstones mudstones, conglomerate and limestone. The rock has been subjected to a varying degree of metamorphism. JURONG Tengah, Rimau, Ayer Chawan and Queenstown Facies (plus the Pandan Limestone, which was not identified in PWD (1976) G GRANITE (Rock and associated Residual soils) Granitic rocks, including granodiorite, adamellite and granite. BUKIT TIMAH GRANITE C-3 Classificatiion/ Symbol of Soil and Rock Type

14 14 Geological Time Series/Stage Description of stratum Era Period Epoch Formation Cenozoic Quarter nary Holocene Pleistocene Upper Alluvium Lower Alluvium Old Alluvium Stratum Zone First Organic Clay First Sand Marine Clay First Cohesive soil Second Organic Clay Second Sand Brown Clay Third Sand Lower Marine Clay Second Cohesive Soil Third Organic Clay Fourth Sand Symbol Particular Origin Au (O1) Au(S1) Au(M) Au(C) Au(O2) Consists mainly decomposed organic material. Very soft & high water content. Poor graded medium grain loose sand with some shell fragments. Very soft high water content and high plasticity clay. Very soft high water content clayey silt with sand. Very soft decomposed organic matter with clay. Deposit of limnetic brackish water Deposited at beach and shallow water depth of sea. Seabed deposit at 5-30m depth drowned valley. Deposit of limnetic-half brackish water. Deposit of limnetic-half Brackish water. Au(S2) Well graded sand with some organic. Deposit at shallow water depth.. AL(B) Lower water content stiff clay. Thickness varies at each location. Alteration by weathering oxidation. AL(S1) Medium dense fine to medium grained sand Deposit at shallow sea water depth or beach. AL(M) AL(C) Soft and high plasticity homogeneous clay with shell fragments. Soft to firm high plasticity clayey silt with fine sand. Seabed deposit at 5-30m depth drowned valley. Deposit of limnetic-half brackish water. AL(O) Soft low water content organic clay. Deposit at shallow water depth. AL(S2) Well graded sand with some gravel and organic material Shallow seabed deposit. Weathered Zone OA(W) Irregular alternating layers of well graded sandy soil and clayey silt. Very Dense and Weaken and alteration by weathering/ oxidation. Cemented Zone OA(C) hard by cementation. Materials is very hard & dense by chemical/ diagenesis. Time Bpyear Approx x 10 4 Boulder Tertiary Unknown Clay Weathered Zone Cemented Zone Bc(W) Bc(C) Very hard reddish brown clay with various sizes of strong sandstone boulder. Size of boulder ranges from 10-45cm. Produce of fault as fault clay and fault breccia and cemented during some geological period. Mesozoic Jurassic- Initial Late Jurong Formation Residual Soil Completely Weathered Zone Highly Weathered Zone Moderately Weathered Zone Slightly Weathered Zone Fresh Zone J(R) J(C) J(H) J(M) J(S) J(F) Constituted of alternating sandstone, mudstone and conglomerate. Limestone developed as thin layers. Many fault zones are found and material near the granite area is disturbed. Thermal metamorphism occurs near the granite zone. Wholly decomposed material by weathering. Decomposed material by weathering. Weak and friable material by weathering Materials weakened near joint surface by weathering. Many joints developed with some weathering at joint surface. Strong massive rock. Approx 2.0x x10 8 Triassic Middle Initial Bukit Timah Granite Residual Soil Completely Weathered Zone Highly Weathered Zone Moderately Weathered Zone Slightly Weathered Zone G(R G(C) G(H) G(M) G(S) Coarse-grained granodiorite and biotite granite. Contains porphyrite and lamprophyre as dike. Two types of fault system are found to develop. Wholly decomposed material to soil. Decomposed weak material by weathering. Weak and friable material by weathering. Material is weak near the joint. Joints developed with some weathering at joint surfaces. Approx 2.1x x10 8 Fresh Zone G(F) Strong massive rock. C-2 Geological Stratigraphy of Singapore (M.W. TAN & A.WADA, 11 TH S.E ASIAN GEOTECH. CONF., 4-8 MAY, 1993)

15 15 Organic Soil Fine Soils (over about 35 % silt and clay sizes) Coarse soils (over about 65% sand and gravel sizes) Very coarse soils C-4 Identification and Description of Soil (BS 5930, 1999)

16 16 Table 3.2 Identification and description of soils (continued) PRINCIPAL SOIL TYPE Visual identification Minor constituents Stratum name BOULDERS Only seen complete in pits or exposures Shell fragments, RECENT COBBLES Often difficult to recover whole from boreholes pockets of peal, DEPOSITS, GRAVEL gypsum crystals, flint Easily visible to naked eye: particle shape can gravel, fragments of be described: grading can be described. brick, rootlets, plastic ALLUVIUM, bags etc SAND SILT Visible to naked eye: no cohesion when dry: grading can be described. Only coarse silt visible with hand lens; exhibits little plasticity and marked dilatancy: slightly granular or silky to the touch; disintegrates in water; lumps dry quickly; possesses cohesion but can be powdered easily between fingers using terms such as; with rare with occasional with abundant/frequent/ numerous WEATHERED BRACKLESHAM CLAY, LIAS CLAY, Example descriptions Loose brown very sandy subangular fine to coarse flint GRAVEL with small pockets(up to 30mm)of clay. (TERRACE GRAVELS) Medium dense light brown gravelly clayey fine SAND, Gravel is fine (GLACIAL DEPOSITS) Stiff very closely sheared orange mottled brown slighlty gravelly CLAY. Gravel is fine and medium of rounded quartzite. (REWORKED WEATHERED LONDON CLAY) CLAY/SILT Intermediate in behaviour between clay and silt. Slightly dilatant EMBANKMENT FILL, %defined on a site or material specific basis or subjective TOPSOIL, Firm thinly laminated grey CLAY with closely spaced thick laminae of sand (ALLUVIUM) CLAY Dry lumps can be broken but not powdered between the fingers; they also disintegrate under water but more slowly than silt; smooth to the touch; exhibits plasticity but no dilatancy; sticks to the fingers and dries slowly; shrinks appreciably on drying usually showing cracks. MADE GROUND OR GLACIAL DEPOSITS? etc. Plastic brown clayey amorphous PEAT (RECENT DEPOSITS) Notes a) Or described as coarse soil depending on mass behaviour d) Gravelly sandy and/or silty or clayey b) Or described as fine soil depending on mass behaviour e) Gravelly and/ or sandy c) %coarse or fine soil type assessed excluding cobbles and boulders f) Gravelly of sandy

17 17 Table 2.4 WEATHERING CLASSIFICATION OF SOILS / ROCKS Weathering Classification (Bukit Timah Granite and Gombak Norite) Grade G(I) G(II) G(III) G(IV) G(V) G(VI) Basis for assessment Intact strength, unaffected by weathering. Not broken easily by hammer rings when struck. No visible discoloration. Not broken easily by hammer rings when struck. Fresh rock colors generally retained but stained near joint surfaces. Cannot be broken by hand. Easily broken by hammer. Makes a dull or sight ringing sound when struck with hammer. Stained throughout. Core can be broken by hand. Does not slake in water. Completely discolored. Original rock texture preserved can be crumbled by hand. Slakes in water. Completely discolored. Original rock structure completely degraded to a soil with none of the original fabric remains. Can be crumbled by hand. Weathering Classification for Jurong Formation (Except Pandan Limestone) Grade Basis for assessment S(I) S(II) S(III) S(IV) S(V) S(VI) Intact strength, unaffected by weathering Slightly weakened, slight discoloration, particularly along joints. Considerable weakened & discolored, but larger pieces cannot be broken by hand. RQD is generally >0, but RQD should not be used as the major criterion for assessment. Core can be broken by hand or consists of gravel size pieces. Generally highly to very highly fractured, but majority of sample consists of lithorelics. RQD generally = 0, but RQD should not be used as major guide for assessment. For siltstone, shale, sandstone, quartzite and conglomerate, the slake test can be used de differentiate between Grade IV (does not slake). Rock weathered down to soil-like material, but bedding intact. Material slakes in water Rock degraded to a soil in which none of the original bedding remains. Weathering Classification for Old Alluvium Class Classifier Characteristics A Unweathered Original strength B Partially Weathered Slightly reduced strength Indicative SPT, Blow/300mm* >50(cannot usually be penetrated by CPTs with 20t load capacity) C Distinctly weathered Further weakened 30 to 50 D Destructured Greatly weakened, often mottled, bedding disturbed E Residual No bedding remains <10 * The SPT result should not be used in isolation to assess weathering. 10 to 30

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19 19 Undrained Shear Strength (kpa) Consistency < 20 Very Soft Soft Firm Stiff Very Stiff > 300 Hard Table Classification of Clays/Silts from Shear Strength (BS5930: 1999) Approximate Relation of Consistency to SPT N-Value (blows/300mm of penetration) Consistency < 2 Very Soft 2 4 Soft 4 8 Firm 8 15 Stiff Very Stiff > 30 Hard Table Classification of Clays/Silts from SPT results (Terzaghi and Peck) Approximate Relation of Relative Density to SPT N-Value (blows/300mm of penetration) Relative Density < 4 Very Loose 4 10 Loose Medium Dense Dense > 50 Very Dense Table Classification of Sands from SPT results (BS5930: 1999)

20 Fig. 1. Illustration of Boring Work 20

21 21 Fig. 2. Illustration of Standard Penetration Test

22 22 APPENDIX - A BOREHOLE LOCATION PLAN, GEOLOGICAL INFROMATION AND BOREHOLE DATA LOCATION PLAN BOREHOLE LOCATION PLAN AS BUILT BOREHOLE COORDINATES CROSS - SECTIONS LEGENDS FOR DIFFERENT SOIL AND ROCK TYPES BOREHOLE LOGS

23 EUNOS ROAD 5 LAND PARCEL L O C A T I O N P L A N S C A L E : 1 :

24 PAYA EUNOS ROAD 8 TANJONG KATONG ROAD LEBAR ROAD SIMS AVENUE B O R E H O L E L O C A T I O N P L A N S C A L E : 1 :

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26 26 GEOLOGICAL CLASSIFICATION SECTION: BH1 - BH2 - BH3 - BH4 - BH5 & BH6 KALLANG FORMATION OLD ALLUVIUM VERTICAL SCALE - 1:300 HORIZONTAL SCALE - NOT TO SCALE Drawn By: Checked By: Date: Date:

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42 42 APPENDIX B LABORATORY TEST RESULTS SUMMARY OF LAB TEST RESULTS OF PHYSICAL AND MECHANICAL PROPERTIES OF SOIL SAMPLES DETAIL TEST RESULTS OF PHYSICAL AND MECHANICAL PROPERTIES OF SOIL SAMPLES Results of Moisture Content & Bulk/Dry Density Results of Sieve Analysis Tests Results of Atterberg Limit Tests Results of Triaxial (UU) Tests CERTIFICATE OF ACCREDIATIONS

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175 SOIL INVESTIGATION REPORT Project : Soil Investigation Work At Paya Lebar Road/Sims Avenue Date : 10 October 2014 IMPORTANT: DISCLAIMER NOTICE The Authority shall not be held responsible in any way for the accuracy or completeness of the soil investigation report and shall not be liable for any loss or damages suffered or expenses incurred by any parties as a result of any use of or reliance on the information in the said report. The successful tenderer/purchaser is to conduct his own soil investigation for the purpose of his planning and development of the Land Parcel.