Soil Report Tuas Bay Close

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SSooiill IInnvveessttiiggaattiioonn RReeppoorrtt Soil Investigation Work and Laboratory Testing Services at Woodlands Industrial Park E9, Tuas South Street 11/13 and Tuas Bay Close

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FOSTA PTE LTD215 Kaki Bukit Avenue 1, Shun Li Industrial Park, SINGAPORE 416042

Tel: 67442661(3 Lines) Fax: 65613766,WEBSITE: WWW.FOS-TA.COM

Soil Investigation Work and Laboratory Testing Services at Woodlands Industrial Park E9, Tuas

South Street 11/13 and Tuas Bay Close

Contract No. : JTC000ECO13000232

Location : Tuas Bay Close

Client : JTC Corporation

Contractor : FOSTA Pte Ltd

Contract No. : JTC000ECO13000232 Revision No. : 0 Date : 26 August 2013

Prepared by :

Aung Myo Zaw Khin San Lwin

Reviewed by :

Tun Myat

SOIL INVESTIGATION REPORT

FOSTA Pte Ltd

215 Kaki Bukit Avenue 1 Shun Li Industrial Park, Singapore 416042 Tel: 67442661 (3 Lines) Fax: 65613766 Email: [email protected]; www.fos-ta.com

SPECIALISTS IN:

• Structural Health Monitoring & DTS • Structural and Geotechnical • Instrumentation & Monitoring

• FRP Wrap

Certification by Professional Engineer

for Soil Investigation Report

1. I, _Er. Ng Chen Sing_ the Professional Engineer, PE Registration No.___1989__ certify the Soil Investigation Report for Soil Investigation Work and Laboratory Testing Services at Woodlands Industrial Park E9, Tuas South Street 11/13 and Tuas Bay Close comprising all field and laboratory data, tests and results therein has been carried out by me or under my supervision or direction, and I have verified the accuracy of the information given in the soil investigation report, and to the best of my knowledge and belief, all have been prepared in compliance in all respects with the provisions of the Building Control Act and Regulations, relevant Codes and Practice and Standards.

2. I further certify that I have the appropriate qualifications and experience, and I am familiar with the purpose of the investigation for which this Soil Investigation Report is prepared in reference to Project Ref. No. JTC000ECO13000232.

3. Total number of pages in the Soil Investigation Report is 69.

__________________ 26/08/2013_ Professional Engineer Date Signature and Stamp

FACTUAL REPORT

SOIL INVESTIGATION WORK AND LABORATORY TESTING SERVICES AT WOODLANDS INDUSTRIAL PARK E9,

TUAS SOUTH STREET 11/13 AND TUAS BAY CLOSE

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CONTENTS

1.0 INTRODUCTION .......................................................................................................................................... 1

2.0 LOCATION OF SITE ..................................................................................................................................... 2

2.1 Location of Boreholes ........................................................................................................... 3

3.0 SCOPE OF WORK ........................................................................................................................................ 3

3.1 General ....................................................................................................................................... 3

3.2 Description of Field Investigation ....................................................................................... 3

3.2.1 Positions of Boreholes ................................................................................................ 3

3.2.2 Cable & Services Detection and Trial Pit ................................................................ 3

3.2.3 Machinery and Equipment ......................................................................................... 3

3.2.4 Drilling ........................................................................................................................... 4

3.2.5 In-situ Testing .............................................................................................................. 4

3.2.6 Soil Sampling ............................................................................................................... 4

3.2.7 Groundwater Observation .......................................................................................... 4

3.2.8 Water Standpipe Installation ..................................................................................... 5

3.2.9 Termination of Boring ................................................................................................. 5

3.3 Description of Laboratory Testing ...................................................................................... 6

3.3.1 General ......................................................................................................................... 6

3.3.2 Code of Practice .......................................................................................................... 6

3.3.3 Physical Properties Tests .......................................................................................... 6

3.3.4 Strength and Compressibility Properties ................................................................. 7

4.0 SITE GEOLOGY & SOIL PROFILE .................................................................................................................. 8

4.1 General Geology of site ......................................................................................................... 8

4.2 Soil & Rock Classification .................................................................................................... 9

4.3 Borehole Logs .......................................................................................................................... 11

4.4 Subsoil description ................................................................................................................. 11

4.4.1 FILL ............................................................................................................................... 11

4.4.2 KALLANG FORMATION ............................................................................................ 11

4.4.3 JURONG FORMATION ............................................................................................. 12

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APPENDICES

TABLE 1 ‐ Summary of Total Quantity of Field Investigation Works And Laboratory Tests

15

APPENDIX A ‐ Water Standpipe Installtion & Monitoring Data 18

APPENDIX B ‐ Borehole Location Plan 20 ‐ 21

APPENDIX C ‐ Geological Cross Section and Borehole Logs 23 ‐ 27

APPENDIX D ‐ Laboratory Tests Results

∗ Summary of Laboratory Test Results

∗ Moisture Content / Bulk & Dry Density / Particle Density

Determination

∗ Index Test (Atterberg Limits)

∗ Grain Size Analysis

∗ Unconsolidated Undrained (UU) Traixial Compression Test

∗ Consolidated Undrained (CU) Triaxial Test

∗ Oedometer Consolidation Test

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1.0 INTRODUCTION FOSTA Pte Ltd has been appointed by the JTC Corporation to provide soil investigation work and Laboratory Testing Services at Woodlands Industrial Park E9, Tuas South Street 11/13 and Tuas Bay Close.

The works described here in this report has been carried out as per specification and under the technical direction of the client.

The particulars of this project are as follows.

Project Title : Soil Investigation Work and Laboratory Testing Services at

Woodlands Industrial Park E9, Tuas South Street 11/13 and

Tuas Bay Close

Location : Tuas Bay Close

Contract No. : JTC000ECO13000232

Client : JTC Corporation

Contractor : FOSTA Pte Ltd

Period of Work : Field Works

02 August 2013 to 05 August 2013

Scope of Work : Soil Drilling (1 Borehole)

In-situ Testing

Standard Penetration Test

Sampling

Undisturbed Sampling

Disturbed Sampling

Laboratory Testing

Reporting

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2.0 LOCATION OF SITE The project site is located at the Western part of Singapore, Tuas Area.

The location of site is shown below in Figure 1.1.

Figure 1.1 SITE LOCATION MAP

SITE

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2.1 LOCATION OF BOREHOLES The One (1) borehole location shown in APPENDIX B, Boreholes and coordinates and ground levels are summarized below in Table 2.1.

Table 2.1 Boreholes Location Details

Borehole No. Coordinates (SVY 21) Ground Level

Northing (m) Easting (m) (m RL) BH1 32883.126 5518.514 103.504

3.0 SCOPE OF WORK 3.1 GENERAL The scope of work for the soil investigation service of this project is summarized as follows:

Drilling a total One (1) exploratory borehole including standard penetration test at every 3.0m interval and undisturbed soil sampling at 12.0m, 15.0m, 18.0m, 21.0m & 24.0m below ground level.

All boreholes terminate at as instruction given by the client on site.

Install water standpipe at BH1. Installation depth is 8.0m.

Conducting laboratory tests on soil samples.

Submission of three (3) copies of final report (including two (2) CD containing the report and AGS format) duly endorsed by Professional Engineer.

The field works were generally carried out in accordance with BS 5930:1999 “Code of Practice for Site Investigation” and as per direction of the Client.

3.2 DESCRIPTION OF FIELD INVESTIGATION

3.2.1 POSITIONS OF BOREHOLES Positions of the borehole locations were done by Singapore registered Surveyor.

All the positions and reduced level of borehole location were referenced to SLA SVY21 datum.

3.2.2 CABLE & SERVICES DETECTION AND TRIAL PIT Cables and services detection works at all borehole locations carried out by Licensed Cable Detection Worker, Nasharudin Bin Jumary L/No.97-0871. Trial pit size (1m x 0.6m x 1.2m) and hand augering from 1.2m to 2.0m was done at each borehole location for all (1) borehole to check undetectable underground services.

3.2.3 MACHINERY AND EQUIPMENT One (1) Rotary Drilling Rig was deployed in this project.

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3.2.4 DRILLING The boreholes were drilled by rotary method. Drilling fluid was pumped down via the hollow drilling rods and cutting bit to wash out the soil remnants. The diameter of the borehole is 100mm.

All boreholes were backfilled with cement / bentonite grout upon completion of drilling.

A summary of the field investigation works and laboratory tests is listed in Table 1. Detailed boring logs are presented in APPENDIX C.

3.2.5 IN-SITU TESTING

3.2.5.1 STANDARD PENETRATION TESTING Standard penetration tests were carried out at intervals of 3.0m and the test was carry out in accordance to BS 1337:1990. The SPT test service for the following purposes:

a) to determine the relative density or consistency of soils, and

b) to recover disturbed samples for visual inspection.

This empirical dynamic penetration test determines the resistance of soils to the penetration of a split barrel sampler of 50mm external diameter, driven by a 65 kg automatic drop hammer, allowing a free fall of 760mm. The penetration resistance, N is the number of blows required to effect a 300mm penetration below the seating drive which is, for this project, taken as completed at 25 blows or 150mm penetration.

The values of N obtained in this investigation are recorded in borehole logs attached in the APPENDIX C.

3.2.6 SOIL SAMPLING All undisturbed samples were taken at depths indicated by the client's Engineer, waxed at both ends and labelled properly before transporting to the laboratory for testing.

3.2.6.1 THIN-WALL SAMPLER Thin-walled, open tube of 75mm diameter, having a sharp cutting edge at its lower end was pushed into the soil at the bottom of the boring by hydraulic means. Thin-Wall sampler is generally used for sampling soft to stiff soils.

3.2.6.2 DISTURBED SAMPLES Disturbed samples were taken from the drill tools or from a split tube sampler for identification purpose, and were stored in sealed plastic containers.

3.2.7 GROUNDWATER OBSERVATION Daily readings of the groundwater level in the boreholes were taken during the progress of the work, usually before work commences in the morning, and after completion of work in the evening. These are recorded in the log of boring. However, this method does not reflect the true groundwater level in the locality.

Groundwater observation during operation detail is summarized below in Table 3.1.

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Borehole No..

Date & Time

Hole

Depth

(m)

Casing Depth

(m)

Water Depth

(m)

Remark

BH1 2/8/2013 11:00:00 AM 12.00 12.00 0.00 FULL

BH1 2/8/2013 3:00:00 PM 24.00 24.00 0.00 FULL

BH1 2/8/2013 6:00:00 PM 30.00 24.00 0.30

3.2.8 WATER STANDPIPE INSTALLATION Total One (1) number of Water Standpipe was installed in borehole BH1.

After the borehole was terminated and filled with grout up to approximately 50cm below the required installation depth of the water standpipe. Clean sand filter of 50cm was placed directly above this backfill and the standpipe complete with PVC cap and Nylon mesh was lowered into the borehole. Clean sand filter was again backfilled into the borehole, so as to completely cover the perforated section of the standpipe. And then cement mortar plug was placed over this up to the ground level.

The water standpipes were monitored two times a week for 4 weeks. A Sinco water level indicator was used to measure the water level. The water standpipe installation data and monitoring results are shown in the APPENDIX A.

3.2.9 TERMINATION OF BORING All the boreholes were terminated at as instruction given by the client. Termination depth of boreholes are summarized below in Table 3.2.

Table 3.2 Boreholes Termination Depth & SPT

Borehole No. Termination Depth (m)

Final SPT ‘N’ Value (blow count/cm)

Remarks

BH1 30.00 100/0 @ 30.0m -

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3.3 DESCRIPTION OF LABORATORY TESTING

3.3.1 GENERAL

The laboratory test program is to evaluate the soil properties as scheduled by the Client’ Engineer. All soil tests were carried out at SAC-SINGLAS accredited laboratory Geo Lab (S) Pte Ltd (Cert No. LA-2011-0501-B). Chemical Test were carried out at SAC-SINGLAS accredited laboratory ALS Technichem (S0 Pte Ltd (Cert No. LA-1993-0064-A & Cert No. LA-2000-0178-F). The following laboratory tests were conducted on the undisturbed samples recovered from the boreholes:

∗ Moisture Content / Bulk & Dry Density Determination ∗ Particle Density ∗ Index Test (Atterberg Limits) ∗ Grain Size Analysis ∗ Unconsolidated Undrained (UU) Traixial compression Test ∗ Consolidated Undrained (CU) Triaxial Test ∗ Oedometer Consolidation Test

The testing program aimed towards the evaluation of shear strength, compressibility characteristics and for classification purposes.

The summary and results of tests are provided in APPENDIX D.

3.3.2 CODE OF PRACTICE Unless mentioned otherwise, the following tests were carried out in accordance with BS1377:1990 - “Methods of Test for Civil Engineering Purposes”.

3.3.3 PHYSICAL PROPERTIES TESTS

3.3.3.1 MOISTURE CONTENT To measure moisture content, a specimen is taken from an undisturbed sample, weighed and placed in a tin, where it is over dried at 105-110 °C for 18-24 hours. The soil is weighted after the drying and the weight of water content 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.

3.3.3.2 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.

3.3.3.3 PARTICLE DENSITY The particle density of specimen is determined in accordance to BS 1377 using an over 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.

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3.3.3.4 ATTERBERG LIMITS The liquid limit of a specimen is derived using the Cone penetrometer method as to BS 1377. Four readings are taken in order to determine liquid limit graphically. 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 without cracking. The soil’s plasticity index is then derived by subtracting the plastic limit from the liquid limit. Two tests are done on a given sample.

3.3.3.5 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 2mm test sieve nested in 63 µm 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 µm test mesh. Each fraction thus collected was then weighed and the percentage retained on each sieve was calculated by dividing individual weights by the total sample weight.

The soil passing through 63 µm 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.

3.3.4 STRENGTH AND COMPRESSIBILITY PROPERTIES

3.3.4.1 UNCONSOLIDATED UNDRAINED (UU) TRIAXIAL COMPRESSION TEST Unconsolidated undrained triaxial compression test was conducted to determine the undrained shear strength of the soil. The soil specimen is subjected to a constant confining pressure and to strain-controlled axial loading, when no change in total moisture content is allowed. The axial load is increased by applying a constant rate of strain until the specimen fails.

3.3.4.2 CONSOLIDATED UNDRAINED (CU) TRIAXIAL TEST Consolidated Undrained Triaxial Compression test was conducted to determine the effective parameters of the soil. Drainage of the soil specimen is permitted under a specified all-round pressure until consolidation is complete; the principal stress difference is then applied with no drainage being permitted. Pore water pressure measurements are made during the undrained part of the test.

3.3.4.3 OEDOMETER CONSOLIDATION TEST Consolidation tests were performed to assess the compressibility characteristics of the strata encountered. One dimensional oedometer test was conducted and the results presented as plots of void ratio, e vs. pressure, P. The tests were carried out in accordance with BS 1377:Part 5 : 1990, and obtained the Cv results in accordance with item 3.6.3.3 Square root time curve-fitting method.

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4.0 SITE GEOLOGY & SOIL PROFILE

4.1 GENERAL GEOLOGY OF SITE The investigation site area lies within the geological formation of KALLANG FORMATION & JURONG FORMATION.

The following (Figure 4.1) shows the approximate site location on the Geological Map extracted from the “Geology Map of Singapore” published by Defence Science & Technology Agency (DSTA), Singapore (2009).

Figure 4.1 The Approximate site location on the Geological Map extracted from the “Geology Map of Singapore” published by DSTA, 2009

SITE

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4.2 SOIL & ROCK CLASSIFICATION The soil classification is based on the geological classification and British classification system. The consistencies of clay / silt and relative densities of sand have been classified according to the following criteria:

Table 4.1 Classification of Clays/Silts from Shear Strength (BS5930:1999)

Undrained Shear Strength (kPa) Consistency

< 20 Very Soft

20 – 40 Soft

40 – 75 Firm

75 – 150 Stiff

150 – 300 Very Stiff

> 300 Hard

Table 4.2 Classification of Clays/Silts from SPT results (Terzaghi and Peck)

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

15 – 30 Very Stiff

> 30 Hard

Table 4.3 Classification of Sands from SPT results (BS5930:1999)

Approximate Relation of Relative Density to SPT

N-Value (blows/300mm of penetration) Consistency

< 4 Very Loose

4 – 10 Loose

10 – 30 Medium Dense

30 – 50 Dense

> 50 Very Dense

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Weathering grade of rock have been classified according to the following criteria:

Table 4.4 Classification of Weathered Rock for Engineering Purposes (BS5930:1999)

Approach 2: Classification For Uniform Materials

Grade Classifier Typical Characteristics

I Fresh Unchanged from original state

II Slightly Weathered Slight discoloration, slight weakening

III Moderately Weathered Considerably weakened, penetrative discoloration Large pieces cannot be broken by hand

IV Highly Weathered Large pieces cannot be broken by hand Does not readily disaggregate (slake) when dry sample immersed in water

V Completely Weathered Considerably weakened Slakes Original texture apparent

VI Residual Soil Soil derived by in situ weathering but retaining none of the original texture or fabric

Table 4.5 Weathering classification for BUKIT TIMAH GRANITE and GOMBAK NORITE (Rail & Engineering Groups, Civil Design Criteria, Revision A6, 2008)

Grade Basic for Assessment

I Intact strength, unaffected by weathering. Not broken easily by hammer-rings when struck. No visible discoloration.

II Not broken easily by hammer-rings when struck. Fresh rock colors generally retained but stained near joint surfaces.

III Cannot be broken by hand. Easily broken by hammer. Makes a dull or slight ringing sound when struck with hammer. Stained throughout.

IV Core can be broken by hand. Does not slake in water. Completely discolored.

V Original rock structure preserved can be crumbled by hand. Slakes in water. Completely discolored.

VI Original rock structure completely degraded to a soil, with none of the original fabric remains. Can be crumbled by hand.

Table 4.6 Weathering Classification for JURONG FORMATION (Rail & Engineering Groups, Civil Design Criteria, Revision A6, 2008)

Grade Basic for Assessment

I Intact Strength, unaffected by weathering

II Slightly weakened, slightly discoloration, partially along joints

III Considerably weakened and discolored, but larger pieces cannot be broken by hand (RQD is generally >0, but RQD should not be used as a major criteria for assessment).

IV Core can be broken by hand or consist of gravel size pieces. Generally highly to very highly fractured, but majority of sample consist of litho relics. (RQD generally=0; but RQD should not be used as a major guide for assessment). For siltstone, shale, sandstone, quartzite and conglomerate, the slake test can be used to differentiate between Grade V (slake) and Grade IV (does not slake).

V Rock weathered down to soil-like material, but bedding intact. Material slakes in water.

VI Rock degraded to a soil in which none of the original bedding remains.

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4.3 BOREHOLE LOGS Borehole logs, presented in APPENDIX C, give a general indication of the soil conditions at each borehole location. The borehole logs show:

Soil description Stratum changes SPT results General information such as borehole coordination, level, sample reference, etc.

In the borehole logs, the consistency/ density of the subsoil were based on SPT N-values of soils.

4.4 SUBSOIL DESCRIPTION The present site investigation report is mainly based on the “Code of practice for site investigations”, British Standard BS5930:1999, “Civil Design Criteria for Road and Rail Transit Systems”, Revision A6, Rail & Engineering groups, LTA, Singapore and “Geology of Singapore”, 2nd Edition, DSTA, Singapore.

In the borehole logs, the consistency/ density of the subsoils were based on SPT N-values and laboratory test results of soils.

Based on the borehole data, visual classification and lab tests results obtained, the underlying sub-soils can be sub-divided into the following layers:

- FILL

- KALLANG FORMATION

- JURONG FORMATION

4.4.1 FILL Fill is made by man. The fill layer consists of medium dense silty SAND mixed with foreign debris such as woods, concrete, aggregates, hardcore and dumped materials. The Fill layer was observed in present borehole (BH1) with thickness of this layer was 5.00m. SPT ‘N’ value range in this layer was 13.

Details are summarizes below in table.

BOREHOLE

DEPTH (m) THICKNESS SPT ‘N’ Value

SOIL DESCRIPTION Top

(m)

Bottom

(m)

(m) minimum maximum

BH1 0.00 5.00 5.00 13 13 Silty SAND, yellowish grey

4.4.2 KALLANG FORMATION The KALLANG FORMATION consists of marine, alluvial, littoral, transitional and reef members. This was formed from the erosion of basic formation and further deposition of soft clays, organic clays, peaty clays, etc. This formation covers one quarter of the Singapore Island and can be found mainly at the coastal plain and immediate offshore in Singapore.

The KALLANG FORMATION – Marine and alluvial member was encountered in borehole (BH1). Its thickness ranges from 2.10m to 11.40m. It is composed of marine and alluvial sediments such as:

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- Marine Member

- Fluvial SAND

- Fluvial CLAY / SILT

4.4.2.1 MARINE CLAY (M) Marine CLAY layer was found in present borehole (BH1). Thickness of the layer was 11.40m and SPT ‘N’ value was 0.


BOREHOLE



(m)

Bottom

(m)

(m) minimum maximum

BH1 10.50 21.90 11.40 0 0 Marine CLAY, bluish grey, dark

greenish grey

4.4.2.2 FLUVIAL SAND (F1) This layer was found in borehole (BH1) with thickness of this layer was 5.50m. SPT ‘N’ value in this layer was range from 7 to 9.


BOREHOLE



(m)

Bottom

(m)

(m) minimum maximum

BH1 5.00 10.50 5.50 7 9 SAND, grey

4.4.2.3 FLUVIAL CLAY / SILT (F2) This layer was found in present borehole and thickness of this layer was 2.10m (BH1). SPT ‘N’ value in this layer was 2.


BOREHOLE



(m)

Bottom

(m)

(m) minimum maximum

BH1 21.90 24.00 2.10 2 2 Sandy CLAY, brownish grey

4.4.3 JURONG FORMATION The JURONG FORMATION is sedimentary rock that is commonly found in the western and south-western parts of Singapore. Its greatest development is in the Queenstown - Bukit Merah area. It is

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made up of a sequence of sedimentary rocks such as sandstone, siltstone, mudstone, shale, tuff and conglomerate. The degree of weathering of the JURONG FORMATION depends on the rock types and most of the upper portions of JURONG FORMATION has been weathered and decomposed into residual soils.

Weathered Sedimentary rocks are found in present borehole which is below KALLANG FORMATION Layer. The retrieved SPT samples from those boreholes indicated the occurrence of weathered Siltstone, Sandstone of Jurong Formation. Limestone is not found these investigated boreholes.

4.4.3.1 RESIDUAL SOIL (S VI) The Residual Soils (S VI) are composed of very stiff sandy SILT and dense silty SAND soils depending on the fact that original rock is either Siltstone or Sandstone. Sedimentary texture of the original rock is not obvious in these soils. This layer was observed in present borehole (BH1) with thickness of this layer was 6.00m. SPT ‘N’ value was range from 32 to 100.


BOREHOLE



(m)

Bottom

(m)

(m) minimum maximum

BH1 24.00 30.00 6.00 32 100 Sandy SILT, silty SAND, dark grey and dark grey spotted with white

For further details of soil and rock strata, please refer to the borehole logs, in- situ test results, laboratory test results and logs of the profile.

* * * * * * * * *

References:

1. BS 5930: 1999, “Code of Practice for Site Investigations”, British Standard Institution.

2. DSTA, 2009, Geology of Singapore, 2nd Edition, Defence Science & Technology Agency, Singapore.

3. LTA, 2008, Civil Design Criteria for Road and Rail Transit Systems, Revision A6, Rail & Engineering groups, Land Transport Authority, Singapore.

4. PWD, 1976, Geology of Singapore, Public Work Department, Singapore.

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TABLE 1

Summary of Total Quantity of Field Investigation Works And

Laboratory Tests

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CLIENT : JTC CORPORATIONPROJECT : SOIL INVESTIGATION WORK AND LABORATORY TESTING SERVICES AT WOODLANDS INDUSTRIAL PARK E9, TUAS SOUTH STREET 11/13 AND TUAS BAY CLOSELOCATIONCONTRACT NO. : JTC000ECO13000232

Mech-(no.)

Hydro-(no.)

TABLE 1 SUMMARY OF TOTAL QUANTITY OF FIELD INVESTIGATION WORKS AND LABORATORY TESTS

: TUAS BAY CLOSE

Specific Gravity(no.)

TW(no.)

Instrument Installation

Completed Date

Sampling & In-situ TestsChemical TestStrength Test

Grain Size Analysis UU

(no.)CU

(no.) Conso

Tota

l SO

4 (s

oil)

Chl

orid

e co

nten

t (So

il)

Org

anic

co

nten

tMoisture Content

(no.) PH V

alue

(S

oil)

0-20 m

Easting Reduce Level

Drilling in Soil

SPT (no.)

Physical TestTotal Borehole

Depth (m)

Water Standpipe

(no.)

Commenced Date

Bulk/Dry Density

(no.)

Atterberg Limit(no.)

Site

Period of Fieldwork

DisturbedSample

(no.)

Northing

20-30m

Borehole No.

LABOATORY TESTS

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Tuas Bay Close BH1 2-Aug-13 5-Aug-13 32883.126 5518.514 103.5040 30.00 20.00 10.00 5 9 10 1 5 5 5 5 5 4 3 2 2

TOTAL 1 30.00 20.00 10.00 5 9 10 1 5 5 5 5 5 4 3 2 2 0 0 0 0

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APPENDICES

APPENDIX A - Water Standpipe Installation & Monitoring Data

APPENXIX B - Borehole Location Plan

APPENXIX C - Geological Cross Section and Borehole Logs

APPENDIX D - Laboratory Tests Results ∗ Summary of Laboratory Test Results ∗ Moisture Content / Bulk & Dry Density / Particle Density

Determination ∗ Index Test (Atterberg Limits) ∗ Grain Size Analysis ∗ Unconsolidated Undrained (UU) Triaxial compression test ∗ Consolidated Undrained (CU) Triaxial Test ∗ Oedometer Consolidation Test

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APPENDIX A

Water Standpipe Installation & Monitoring Data

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CLIENT JURONG TOWN CORPORATION (JTC) INSTRUMENT NO. BH1/ WSP1

BOREHOLE NO. BH1

REDUCE LEVEL 103.504 m RLTOP OF PIPE LEVEL 103.954 m RL

LOCATION TUAS BAY CLOSE DATE INSTALLED 5-Aug-13

Date Ground Top of Pipe Depth of Ground Water Remarks SKETCH OF WATER STANDPIPE(dd-mmm-yy) Level Level Water Level (not to scale)

(m RL) (m RL) (m BGL) (m RL)

7-Aug-13 103.504 103.954 3.250 100.704 Initial14-Aug-13 103.504 103.954 3.220 100.734 Ground Level21-Aug-13 103.504 103.954 3.270 100.684

1.00 m bgl

WATER STAND PIPEGROUND WATER LEVEL MONITORING DATA AND GRAPH

SOIL INVESTIGATION WORK AND LABORATORY TESTING SERVICES AT WOODLANDS INDUSTRIAL PARK E9, TUAS SOUTH STREET 11/13 AND TUAS BAY CLOSE

PROJECT

PVC Pipe50mm diameter

Compacted Sealof Local Soil

Top Cap

:

:

:

:

:

:

:

:

100 diameter Borehole

1.50 m bgl

8.00 m bglBottom Cap

97.00

98.00

99.00

100.00

101.00

102.00

103.00

104.00

105.00

106.00

107.00

07-A

ug-1

3

10-A

ug-1

3

13-A

ug-1

3

16-A

ug-1

3

19-A

ug-1

3

22-A

ug-1

3

25-A

ug-1

3

28-A

ug-1

3

31-A

ug-1

3

03-S

ep-1

3

06-S

ep-1

3

Gro

und

Wat

er L

evel

(m R

L)

Date

Ground Water Level Monitoring

Ground Level 103.504 m RL

50mm dia.Perforated PVC pipeWrapped all round with Green Nylon Net

Graded FilterMateral of Clean Sand and Gravels Mix

Graded Filter Material Of Clean Sand Gravels Mix

5mm Hole Staggered At 100mm (Both Direction)

FOSTA PTE LTDFOSTA PTE LTD

18

FOSTA Pte Ltd

APPENDIX B

Borehole Location Plan

19

Proj

ect:

SOIL

INVE

STIG

ATI

ON

WO

RK

S A

ND

LA

BO

RA

TOR

Y TE

STIN

G S

ERVI

CES

AT

WO

OD

LAN

DS

IND

UST

RIA

L PA

RK

E9, T

UA

S SO

UTH

STR

EET

11/1

3 A

ND

TU

AS

BA

Y C

LOSE

Clie

nt:

JTC

CO

RPO

RA

TIO

N

Loca

tion:

TU

AS

BA

Y C

LOSE

FO

STA

Pte

Ltd

SITE

LO

CA

TIO

N P

LAN

SITE

20

Proj

ect:

SOIL

INVE

STIG

ATI

ON

WO

RK

S A

ND

LA

BO

RA

TOR

Y TE

STIN

G S

ERVI

CES

AT

WO

OD

LAN

DS

IND

UST

RIA

L PA

RK

E9, T

UA

S SO

UTH

STR

EET

11/1

3 A

ND

TU

AS

BA

Y C

LOSE

Clie

nt:

JTC

CO

RPO

RA

TIO

N

Loca

tion

: TU

AS

BA

Y C

LOSE

FO

STA

Pte

Ltd

BH

LO

CA

TIO

N P

LAN

Boreho

le Location

LEGEN

D

BH1/WSP

21

FOSTA Pte Ltd

APPENDIX C

Geological Cross Section and

Borehole Logs

22

24

User

Text Box

LEGEND OF GEOLOGICAL CLASSIFICATION

25

User

Text Box

LEGEND OF SOIL PATTERN

D2

D3

TW1

TW2

TW3

6.00

6.45

9.00

9.45

12.00

15.00

18.00

Medium dense, yellowish grey, siltySAND mixed with hard cores anddamped materials (FILL)

Loose, grey, SAND mixed with shellfragments (KALLANG FORMATION)

Very soft, bluish grey, marine CLAYmixed with shell fragments (KALLANGFORMATION)

Soft, dark greenish grey, marine CLAYwith sand and seashell fragments(KALLANG FORMATION)

Soft, dark greenish grey, marine CLAY(KALLANG FORMATION)

3.45SPT1

TW-Attempt

TW-Attempt

SPT2

TW-Attempt

SPT3

SPT4D4

SPT5D5

15.90

SPT6D6

18.90

19.35

13/300

7/300

9/300

0/300

0/300

0/300

FILL

F1

M

M

M

BF

S

C

C

C

98.50

93.00

91.50

88.50

(5.00)

5.00

(5.50)

10.50

(1.50)

12.00

(3.00)

15.00

(6.90)

0/9/44/47

0/2/48/50

0/1/47/52

32.92(UU)

32.91(UU)

WSP at 8.0m installed

Shear Strength

Undrained Shear StrengthkPa

20 40 60 80

DescriptionTy

pe &

No.

SP

T N

blow

s/30

0mm

TCR

(%)

RQ

D (%

)

Geo

logi

cal

Cla

ssifi

catio

n

Brit

ish

Soi

lC

lass

ifica

tion

Sca

le

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

20 40 60 80

PL LLWC

Red

uced

Leve

l (m

)

REMARKS:

Sheet 1 of 2

Rock

GWL: m dated

DATA QUALITY RATING

Bulk DensityMg/m3

1.5 1.8 2.1 2.4

Dep

th (m

)(T

hick

ness

)

Grain SizeAnalysis

G/SA/S/C

Lege

nd

SPT N blows / 300 mm

20 40 60 80

Gra

phic

Log

NORTHING: 32883.126 mEASTING: 5518.514 mREDUCED LEVEL: 103.504 m

215 Kaki Bukit Avenue 1Shun Li Industrial Park, Singapore 416042Tel: 67442661/65619885 Fax: 65613766

E-mail.: [email protected] www.fos-ta.com

C

(kPa)

(°)

P

SPTLS - SPT Liner

Thick WallOpen Drive

- AttemptTW/P/MZ/U

-PZS

WSP

CassagrandePiezometerWaterStandpipe -

Permeability /Packer Test (PKT)Sample

Core Run -

PROJECT: Soil Investigation Work and Laboratory Testing Services at Woodlands Industrial Park E9,Tuas South Street 11/13 and Tuas Bay Close

LOCATION: Tuas Bay Close

Vane ShearTest (VST) -

Piston Sample -

- Thin Wall Push

-

SPT N Value

-

- PressuremeterTest (PRM)

TW

U -

W - Water

-C - Core Run

M - Mazier

CHECKED BY: TUN MYATLOGGED BY: KSLDRILLING DATE COMPLETED: 05/08/2013DRILLING DATE STARTED: 02/08/2013

CLIENT: JTC Corporation

DRILLED BY: Ye Maung Maung/ShakilDRILLING METHOD: ROCORE DIA:BOREHOLE DIA: 100mmDRILLING RIG: Hanjin-3

BORING LOG:BH1

CONTRACT NO: JTC000ECO13000232

3.00D1

12.90

13.35

16.35

2(CU)

24

6(CU)

25

26

TW4

TW5

D9SPT9

21.00

24.00

27.45

Soft, dark greenish grey, marine CLAY(KALLANG FORMATION) (continued)

Soft, brownish grey, sandy CLAYmixed with peat (KALLANGFORMATION)

Very stiff, dark grey, slightly sandySILT, Residual soil (JURONGFORMATION)

Dense, dark grey spotted with white,silty SAND, Residual soil (JURONGFORMATION)

Hole Terminated at 30.00 m

2/300

33/300

32/300

100/0

M

F2

SPT7

SPT8D8

27.00

SPT10

S(VI)

S(VI)

C

CS

MS

SM

81.60

79.50

78.60

73.50

21.90

(2.10)

24.00

(0.90)

24.90

(5.10)

30.00

0/2/45/53

0/24/76/0 218.78(UU)

WSP at 8.0m installed

Shear Strength

Undrained Shear StrengthkPa

20 40 60 80

DescriptionTy

pe &

No.

SP

T N

blow

s/30

0mm

PROJECT: Soil Investigation Work and Laboratory Testing Services at Woodlands Industrial Park E9,Tuas South Street 11/13 and Tuas Bay Close

LOCATION: Tuas Bay Close

BORING LOG:BH1

CONTRACT NO: JTC000ECO13000232

TCR

(%)

RQ

D (%

)

Geo

logi

cal

Cla

ssifi

catio

n

Brit

ish

Soi

lC

lass

ifica

tion

Sca

le

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

20 40 60 80

PL LLWC

Red

uced

Leve

l (m

)

REMARKS:

Sheet 2 of 2

Rock

GWL: m dated

DATA QUALITY RATING

Bulk DensityMg/m3

1.5 1.8 2.1 2.4

Dep

th (m

)(T

hick

ness

)

Grain SizeAnalysis

G/SA/S/C

Lege

nd

SPT N blows / 300 mm

20 40 60 80

Gra

phic

Log

NORTHING: 32883.126 mEASTING: 5518.514 mREDUCED LEVEL: 103.504 m

215 Kaki Bukit Avenue 1Shun Li Industrial Park, Singapore 416042Tel: 67442661/65619885 Fax: 65613766

E-mail.: [email protected] www.fos-ta.com

C

(kPa)

(°)

P

SPTLS - SPT Liner

Thick WallOpen Drive

- AttemptTW/P/MZ/U

-PZS

WSP

CassagrandePiezometerWaterStandpipe -

Permeability /Packer Test (PKT)Sample

Core Run -

CHECKED BY: TUN MYAT

Vane ShearTest (VST) -

Piston Sample -

- Thin Wall Push

-

SPT N Value

-

- PressuremeterTest (PRM)

TW

U -

W - Water

-C - Core Run

M - Mazier

LOGGED BY: KSLDRILLING DATE COMPLETED: 05/08/2013DRILLING DATE STARTED: 02/08/2013

CLIENT: JTC Corporation

DRILLED BY: Ye Maung Maung/ShakilDRILLING METHOD: ROCORE DIA:BOREHOLE DIA: 100mmDRILLING RIG: Hanjin-3

D721.90

22.35

24.90

25.35

Date(dd/mm/yyyy)

Time(hh:mm)

BoreholeDepth (m)

CasingDepth (m)

WaterLevel (m)

Ground Water Level (Measured from Ground Level)

02/08/2013 11:00 12.00 12.00 FULL02/08/2013 15:00 24.00 24.00 FULL02/08/2013 18:00 30.00 24.00 0.30

27

FOSTA Pte Ltd

APPENDIX D

Laboratory Tests Results

∗ Summary of Laboratory Test Results

∗ Moisture Content / Bulk & Dry Density/ Particle Density Determination

∗ Index Test (Atterberg Limits)

∗ Grain Size Analysis

∗ Unconsolidated Undrained (UU) Triaxial Compression Test

∗ Consolidated Undrained (CU) Triaxial Test

∗ Oedometer Consolidation Test

28

FOSTA Pte Ltd

Summary of Laboratory Test Results

29

TW1 TW 12.00 - 12.90 44 2.65 1.19 1.72 0 0 9 44 47 70 31 39 0.314 100 CU,UU 32.92 2 24

TW2 TW 15.00 - 15.90 56 2.68 1.08 1.68 0 0 2 48 50 68 31 37

TW3 TW 18.00 - 18.90 60 2.69 1.03 1.65 0 0 1 47 52 72 32 40 0.700 125 CU,UU 32.91 6 25

TW4 TW 21.00 - 21.90 47 2.68 1.15 1.69 0 0 2 45 53 68 31 37

TW5 TW 24.00 - 24.90 25 2.72 1.58 1.98 0 0 24 76 0 43 30 13 UU 218.78

PointID

Sample Identification

Peak

Angleof

Friction '

(deg)

CohesionIntercept

c'(kPa)

InitialVoidRatio

eo

pHCobbles(%)

Gravel(%)

Sand(%)

Clay(%)

EModulus(MPa)

Chlorideas Cl(%)

OrganicMatter

Content(%)

Chlorideas Cl(%)

Sulphateas SO3

(%)

Total

Chlorideas Cl(%)

Sulphateas SO3

(%)Sample

TypeAxialIs(50)

(MPa)

DiametralIs(50)

(MPa)

Angleof

Friction '

(deg)

UnconfinedCompressive

Strength(kPa)

CohesionIntercept

c'(kPa)

PI(%)

PL(%)

Rock PropertiesMoisture Content

SHEET: 1 OF 1

TriaxialParticle Size Distribution Shear BoxChemical Analysis

Porosity(%)

Point Load Index

SampleNo.

Density

Depth(m)

BulkDensity(Mg/m3)

DryDensity(Mg/m3)

ParticleDensity(Mg/m3)

MoistureContent

(%)

NaturalMoistureContent

(%)

Acid Soluble Water Soluble

Sulphateas SO3

(%)

Oedometer Consolidation

Comp-ressionIndex

Cc

Precon-solidationPressure

'p(kPa)

LL(%)

Atterberg Limits

UCS(MPa)

Silt(%)

UndrainedShear

Strength(kPa)

TestType

215 Kaki Bukit Avenue 1Shun Li Industrial Park, Singapore 416042Tel: 67442661 (3 Lines) Fax: 65613766E-mail.: [email protected] www.fos-ta.com

Form

Num

ber:

DG

L41

RL

BH1

BH1

BH1

BH1

BH1

CLIENT : JTC CorporationPROJECT : Soil Investigation Work and Laboratory Testing Services at Woodlands Industrial Park E9, Tuas South Street 11/13 and Tuas Bay CloseLOCATION : Woodlands Industrial Park E9,Tuas South St 11/13 & Tuas Bay CloseCONTRACT No.: JTC000ECO13000232

30

FOSTA Pte Ltd

Moisture Content / Bulk & Dry Density / Particle Density Determination

31

FOSTA Pte Ltd

Index Test (Atterberg Limits)

33

FOSTA Pte Ltd

Grain Size Analysis

39

FOSTA Pte Ltd

Unconsolidated Undrained (UU) Triaxial Compression Test

45

FOSTA Pte Ltd

Consolidated Undrained (CU) Triaxial Test

52

FOSTA Pte Ltd

Oedometer Consolidation Test

65

Soil Report Tuas Bay Close

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