hdb si tc33 wi 022_final report _woodlands n7c34

7/29/2019 HDB SI TC33 WI 022_Final Report _Woodlands N7C34

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SSooii ll IInnvveesstt iiggaatt iioonn RReeppoorrtt

Soil Investigation Works for Woodlands N7C34

WWII NNoo.. :: WWII--002222 WWOO NNoo.. :: 22220000000033333377

Term Contract No.33 for Site Investigation Works

for a Period of 30 Months

PPrreeppaarreedd ffoorr

BBuuiillddiinngg && IInnffrraassttrruuccttuurree DDeeppaarrttmmeenntt

HHDDBB HHuubb 448800 LLoorroonngg 66 TTooaa PPaayyoohh

SSiinnggaappoorree 331100448800

07 DECEMBER 2012

PPrreeppaarreedd bbyy::

FOSTA PTE LTD

215 Kaki Bukit Avenue 1, Shun Li Industrial Park, SINGAPORE 416042Tel: 67442661(3 Lines) Fax: 65613766,

WEBSITE: WWW.FOS-TA.COM


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Term Contract No.33 for Site Investigation Worksfor a Period of 30 Months

Work Instruction No. :WI-022

Works Order No. : 2200003337

Location : Woodlands Drive 70

Owner : Housing & Development BoardEngineer : Mott MacDonald Singapore Pte Ltd

Contractor : FOSTA Pte Ltd

Document No. : FOSTA/HDB/SI/TC33/WI-022 Revision No. : 0 Date : 07 December 2012

Prepared by :

Moe Ko Ko

Aung Myo Zaw

Khin San Lwin

Reviewed by :

Tun Myat

SOIL INVESTIGATION REPORT

FOSTA Pte Ltd

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

SPECIALISTS IN:

Structural Health Monitoring & DTS Structural and Geotechnical

Instrumentation & Monitoring

FRP Wrap


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Certification by Professional Engineerfor Soil Investigation Report

1. I, _Er. Ng Chen Sing_ the Professional Engineer, PERegistration No.___1989__certify the Soil Investigation Report forSoil Investigation Works for Woodlands N7C34 comprising allfield and laboratory data, tests and results therein has been carriedout by me or under my supervision or direction, and I have verifiedthe 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 BuildingControl Act and Regulations, relevant Codes and Practice andStandards.

2. I further certify that I have the appropriate qualifications andexperience, and I am familiar with the purpose of the investigationfor which this Soil Investigation Report is prepared in reference toProject Ref. No. FOSTA/HDB/SI/TC33/WI-022.

3. Total number of pages in the Soil Investigation Report is 215 .

__________________ 07/12/2012_Professional Engineer DateSignature and Stamp


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FACTUALREPORT

SOIL INVESTIGATIONWORKSFOR WOODLANDSN7C34

iFOSTA Pte Ltd

CONTENTS

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

2.0 LOCATIONOFSITE..................................................................................................................................... 2

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

3.0 SCOPEOFWORK........................................................................................................................................ 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......................................................................................... 4

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

3.2.5 Rock Coring (Diamond Drilling) .........................................................................4

3.2.6 In-situ Testing.............................................................................................................. 4

3.2.7 Soil Sampling............................................................................................................... 5

3.2.8 Groundwater Observation.......................................................................................... 5

3.2.9 Water Standpipe Installation..................................................................................... 8

3.2.10 Termination of Boring................................................................................................. 9

3.3 Description of Laboratory Testing...................................................................................... 10

3.3.1 General......................................................................................................................... 10

3.3.2 Code of Practice.......................................................................................................... 10

3.3.3 Physical Properties Tests.......................................................................................... 10

3.3.4 Strength and Compressibility Properties................................................................. 11

4.0 SITEGEOLOGY&SOILPROFILE.................................................................................................................. 12

4.1 General Geology of site......................................................................................................... 12

4.2 Soil & Rock Classification.................................................................................................... 13

4.3

Borehole Logs..........................................................................................................................

15

4.4 Subsoil description................................................................................................................. 15

4.4.1 FILL................................................................................................................................. 15

4.4.2 KALLANGFORMATION................................................................................................. 16

4.4.3 BUKITTIMAHGRANITE................................................................................................. 18


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FACTUALREPORT

SOIL INVESTIGATIONWORKSFOR WOODLANDSN7C34

iiFOSTA Pte Ltd

APPENDICES

TABLE1 SummaryofTotalQuantityofFieldInvestigationWorksAndLaboratoryTests

24

FIGURES Figure5.1 SPTNValueVsDepth

Figure5.2 MoistureContentVsDepth

Figure5.3 BulkDensityVsDepth Figure5.4 DryDensityVsDepth

Figure5.5 ParticleDensityVsDepth

Figure5.6 AtterbergLimitsSummary

Figure5.7 UndrainedShearStrengthVsDepth

26

27

28

29

30

31

32

APPENDIX A WaterStandpipeInstallation&MonitoringData 3536

APPENDIX B BoreholeLocationPlan,

AsbuildCoordinates&ReducedLevelofBoreholes

38 40

APPENDIX C GeologicalCrossSectionandBoreholeLogs 4279

APPENDIXD LaboratoryTestsResults

SummaryofLaboratoryTestResults

Moisture Content / Bulk & Dry Density / Particle Density

Determination

IndexTest(AtterbergLimits)

GrainSizeAnalysis

UnconsolidatedUndrained(UU)Traixialcompressiontest

UnconfinedCompression(UC)TestonRockCore

82 190

APPENDIXE

SPT

Photograph

192202

APPENDIX F CorePhotograph 204 215


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FACTUALREPORTSOIL INVESTIGATIONWORKSFORWOODLANDSN7C34

FOSTA Pte Ltd

1.0 INTRODUCTION

FOSTA Pte Ltd has been appointed by the client, House & Development Board to provide soil

investigation works for Woodlands N7C34.

The works described here in this report has been carried out as per specification and under the

technical direction of the client appointed Engineer, Mott MacDonald Singapore Pte Ltd.

The particulars of this project are as follows.

Project Title : Soil Investigation Works for Woodlands N7C34

Location : Woodlands Drive 70

Contract No. : D/118/12 (Term Contract No.33 for Site Investigation Works for

a Period of 30 Months)

WI No. : 022

WO No. : 2200003337

Client : HOUSING & DEVELOPMENT BOARD

Engineer : Mott MacDonald Singapore Pte Ltd

Contractor : FOSTA Pte Ltd

Period of Work : Field Works

15 October 2012 to 09 November 2012

Scope of Work : Soil Drilling (11 Boreholes)

In-situ Testing

Standard Penetration Test

Sampling

Undisturbed Sampling

Disturbed Sampling

Laboratory Testing

Reporting

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2.0 LOCATIONOFSITE

The project site is located at the Northern part of Singapore, Woodlands Area.

The location of site is shown below in Figure 1.1.

Figure1.1SITELOCATIONMAP

SITE

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2.1 LOCATION OF BOREHOLES

The Eleven (11) boreholes 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)

BH-1 47014.5456 24116.7195 118.3121

BH-2 47005.6350 24145.3592 118.1624

BH-3 46985.2818 24123.3410 118.3812

BH-4 46988.0172 24166.0389 118.6038

BH-5 46965.6873 24146.0379 118.7479

BH-6 46957.9184 24119.7398 118.5381

BH-7 46956.9320 24170.3836 118.6817

BH-8 46937.7084 24150.5276 118.6363BH-9 46918.8167 24127.2358 118.1396

BH-10 46926.9703 24178.5391 118.5044

BH-11 46908.0789 24155.2351 118.2070

3.0 SCOPEOFWORK

3.1 GENERALThe scope of work for the soil investigation service of this project is summarized as follows:

Drilling a total eleven (11) exploratory boreholes including standard penetration test at every

3.0m interval and undisturbed soil sampling at 2.0m & 4.0m below ground level.

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

Install water standpipes at BH-2 & BH-9. Installation depth is 12.0m.

Conducting laboratory tests on soil samples and rock samples.

Submission of five (5) copies of final report (including five (5) CD containing the report,AGS format and one (1) CD containing Digitally Endorsed) duly endorsed by ProfessionalEngineer.

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 BOREHOLESPositions 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 ANDTRIAL P IT

Cables and services detection works at all borehole locations carried out by Licensed Cable DetectionWorker, Nasharudin Bin J umary L/No.97-0871. Trial pit size (1m x 0.6m x 1.2m) and hand augering

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from 1.2m to 2.0m was done at each borehole location for all (11) boreholes to check undetectableunderground services.

3.2.3 MACHINERY AND EQUIPMENT

Six (6) Rotary Drilling Rigs were deployed in this project.

3.2.4 DRILLINGThe 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 inAPPENDIX C.

3.2.5 ROCKCORING (DIAMOND DRILLING)

An NMLC (triple tube) diamond annular bit, fixed to the bottom of the outer rotating tube of a rotary core

barrel cuts 52mm diameter cores, which is retained within the inner stationary tube of the core barrel

and brought to the surface for examination and testing.

All description and logging is in general accordance with BS 5930:1999. Besides linear core recovery, a

determination of Rock Quality Designation (RQD, which is defined as percentage of rock recovered as

sound lengths which are 100mm or more in length) as a quantitative measure of the fracture state of the

rock is given. It is to be noted that the RQD is not the only criteria to assess the strength of the rock

mass.

Rock cores recovered were logged and subsequently delivered to geotechnical contractors office to be

photographed. Upon completion of the photography and testing, the core samples were properly placed

in a store. Core Photographs are presented inAPPENDIX F.

3.2.6 IN-SITUTESTING

3.2.6.1 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:

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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 fallof 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 and SPT Photograph in APPENDIX E.

3.2.7 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.

3.2.7.1 THIN-WAL L SAMPL ER

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.

3.2.7.2 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.

3.2.8 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.

BoreholeNo.. Date&Time HoleDepth

(m)

CasingDepth(m)

WaterDepth(m)

Remark

BH1 15/10/20126:00:00PM 20.00 12.00 2.20

BH1 16/10/20128:30:00AM 20.00 12.00 2.70

BH1 16/10/20126:00:00PM 39.45 12.00 3.80

BH1 17/10/20128:30:00AM 39.45 12.00 2.60

BH1 17/10/20126:00:00PM 43.50 12.00 2.10

BH1 19/10/20128:30:00AM 43.50 43.50 4.80

BH1 19/10/20126:00:00PM 48.50 43.50 5.00

BH2

22/10/2012

6:00:00

PM

21.45

9.00

1.30

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(m)CasingDepth

(m)WaterDepth

(m)Remark

BH2

23/10/2012

8:30:00

AM

21.45

9.00

1.80

BH2 23/10/20126:00:00PM 33.00 33.00 1.70

BH2 24/10/20128:30:00AM 33.00 33.00 2.80

BH2 24/10/20126:00:00PM 37.00 33.00 2.40

BH2 25/10/20128:30:00AM 37.00 33.00 2.10

BH2 25/10/20126:00:00PM 39.00 33.00 2.00

BH2 27/10/20128:30:00AM 39.00 33.00 2.10

BH2 27/10/20126:00:00PM 40.00 33.00 2.05

BH2

29/10/2012

8:30:00

AM

40.00

33.00

2.20

BH2 29/10/20126:00:00PM 40.70 33.00 1.80

BH3 23/10/20126:00:00PM 19.00 18.00 0.00

BH3 25/10/20128:30:00AM 19.00 18.00 2.80

BH3 25/10/20126:00:00PM 34.00 18.00 0.00 FULL

BH3 27/10/20128:30:00AM 34.00 18.00 3.00

BH3 27/10/20126:00:00PM 39.00 39.00 0.00 FULL

BH3 29/10/20128:30:00AM 39.00 39.00 3.20

BH3

29/10/2012

6:00:00

PM

44.00

39.00

0.00

FULL

BH4 30/10/20126:00:00PM 19.00 12.00 0.00 FULL

BH4 31/10/20128:30:00AM 19.00 12.00 2.70

BH4 31/10/20126:00:00PM 36.38 15.00 2.55

BH4 1/11/20128:30:00AM 36.38 15.00 3.20

BH4 1/11/20126:00:00PM 42.19 15.00 3.15

BH5 1/11/20126:00:00PM 9.45 9.00 0.00 FULL

BH5 2/11/20128:30:00AM 9.45 9.00 1.70

BH5

2/11/2012

6:00:00

PM

21.45

12.00

1.65

BH5 3/11/20128:30:00AM 21.45 12.00 2.20

BH5 3/11/20126:00:00PM 33.45 12.00 2.10

BH5 5/11/20128:30:00AM 33.45 12.00 2.10

BH5 5/11/20126:00:00PM 39.45 12.00 2.00

BH5 6/11/20128:30:00AM 39.45 12.00 2.70

BH5 6/11/20126:00:00PM 43.70 12.00 2.85

BH5 9/11/20128:30:00AM 43.70 43.70 2.90

BH5

9/11/2012

6:00:00

PM

44.70

43.70

2.80

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(m)CasingDepth

(m)WaterDepth

(m)Remark

BH6

15/10/2012

6:00:00

PM

20.00

15.00

2.00

BH6 16/10/20128:30:00AM 20.00 15.00 2.80

BH6 16/10/20126:00:00PM 36.00 36.00 2.70

BH6 17/10/20128:30:00AM 36.00 36.00 4.40

BH6 17/10/20126:00:00PM 38.00 36.00 4.30

BH6 18/10/20128:30:00AM 38.00 36.00 5.90

BH6 18/10/20126:00:00PM 42.50 36.00 5.80

BH6 20/10/20128:30:00AM 42.50 35.00 7.10

BH6

20/10/2012

6:00:00

PM

45.50

36.00

0.00

FULL

BH6 22/10/20128:30:00AM 45.50 41.50 7.90

BH6 22/10/20126:00:00PM 45.91 41.50 7.80

BH7 30/10/20126:00:00PM 9.45 9.00 0.00 FULL

BH7 31/10/20128:30:00AM 9.45 9.00 2.30

BH7 31/10/20126:00:00PM 32.00 12.00 2.10

BH7 1/11/20128:30:00AM 32.00 12.00 2.80

BH7 1/11/20126:00:00PM 38.00 12.00 2.65

BH7

2/11/2012

8:30:00

AM

38.00

12.00

2.75

BH7 2/11/20126:00:00PM 43.00 12.00 2.10

BH7 3/11/20128:30:00AM 43.00 12.00 2.85

BH7 3/11/20126:00:00PM 44.00 43.00 2.95

BH7 5/11/20128:30:00AM 44.00 43.00 3.80

BH7 5/11/20126:00:00PM 48.00 43.00 3.90

BH8 31/10/20126:00:00PM 15.45 9.00 0.00 FULL

BH8 1/11/20128:30:00AM 15.45 9.00 2.80

BH8

1/11/2012

6:00:00

PM

33.45

12.00

2.10

BH8 2/11/20128:30:00AM 33.45 12.00 3.20

BH8 2/11/20126:00:00PM 35.50 35.50 2.70

BH8 3/11/20128:30:00AM 35.50 35.50 2.50

BH8 3/11/20126:00:00PM 37.50 35.50 2.80

BH8 5/11/20128:30:00AM 37.50 35.50 2.50

BH8 5/11/20126:00:00PM 40.50 35.50 3.40

BH9 23/10/20126:00:00PM 9.45 9.00 0.70

BH9

25/10/2012

8:30:00

AM

9.45

9.00

1.90

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(m)CasingDepth

(m)WaterDepth

(m)Remark

BH9

25/10/2012

6:00:00

PM

30.45

12.00

1.80

BH9 27/10/20128:30:00AM 30.45 12.00 2.20

BH9 27/10/20126:00:00PM 47.00 12.00 2.05

BH9 29/10/20128:30:00AM 47.00 12.00 2.10

BH9 29/10/20126:00:00PM 49.00 49.00 2.05

BH9 30/10/20128:30:00AM 49.00 49.00 4.00

BH9 30/10/20126:00:00PM 51.00 49.00 4.20

BH9 31/10/20128:30:00AM 51.00 49.00 4.60

BH9

31/10/2012

6:00:00

PM

54.00

49.00

4.40

BH10 3/11/20126:00:00PM 21.45 12.00 0.00 FULL

BH10 5/11/20128:30:00AM 21.45 12.00 2.20

BH10 5/11/20126:00:00PM 38.00 12.00 2.00

BH10 6/11/20128:30:00AM 38.00 12.00 2.90

BH10 6/11/20126:00:00PM 43.50 40.50 2.50

BH10 7/11/20128:30:00AM 43.50 40.50 3.10

BH10 7/11/20126:00:00PM 46.70 40.50 2.90

BH11

27/10/2012

6:00:00

PM

9.45

9.00

0.80

BH11 29/10/20128:30:00AM 9.45 9.00 1.00

BH11 29/10/20126:00:00PM 33.45 12.00 2.10

BH11 30/10/20128:30:00AM 33.45 12.00 2.20

BH11 30/10/20126:00:00PM 45.45 12.00 2.10

BH11 31/10/20128:30:00AM 45.45 12.00 2.20

BH11 31/10/20126:00:00PM 49.00 30.00 2.40

BH11 1/11/20128:30:00AM 49.00 30.00 3.20

BH11

1/11/2012

6:00:00

PM

50.00

49.00

3.10

3.2.9 WATER STANDPIPE INSTALLATION

Total two (2) numbers of Water Standpipe was installed in borehole BH-2 & BH-9.

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.

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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 theAPPENDIX A.

3.2.10 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.TerminationDepth (m)

Final SPT N Value

(blow count/cm)

Remarks

BH-1 48.50 1000/0 @ 43.50m Encountered rock @ 43.50m ( 5.0m Coring)



BH-4 42.19 100/140 @ 42.00m -


BH-6 45.91 100/0 @ 41.50mEncountered rock @ 36.00m & 41.50m

( 5.0m Coring)


BH-8 40.50 1000/ @ 35.50m Encountered rock @ 35.50m ( 5.0m Coring)




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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

Unconfined Compression (UC) Test on Rock Core

The testing program aimed towards the evaluation of shear strength, compressibility characteristics and

for classification purposes.

The summary and results of tests are provided inAPPENDIX 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 PROPERTIESTESTS

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 L IMITS

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 soils 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 SIZEANALYSIS

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 m 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 m 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 m 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 UNCONFINED COMPRESSION (UC)TEST ON ROCK CORE SAMPLE

Unconfined compression test was conducted on selected rock core sample to assess the strength

characteristic. This is determined by statically loading the cylinder of rock to tailure, the load being applied

across the upper and lower faces of the sample. The test was conducted in accordance with ASTM D2938-

95.

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4.0 SITEGEOLOGY& SOIL PROFILE

4.1 GENERAL GEOLOGY OF SITE

The investigation site area lies within the geological formation ofKALLANG FORMATION & BUKITTIMAH GRANITE.

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 4.1The Approximate site location on the Geological Map extracted from theGeology 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

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

30 Hard

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

Approximate Relation of Relati ve Density to SPT

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

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: Classi fication For Uni form Materials

Grade Classifier Typical Characteristics

I Fresh Unchanged from original state

II Slightly Weathered Slight discoloration, slight weakening

III Moderately WeatheredConsiderably weakened, penetrative discolorationLarge pieces cannot be broken by hand

IV Highly WeatheredLarge pieces cannot be broken by handDoes not readily disaggregate (slake) when dry sample immersed in water

V Completely WeatheredConsiderably weakenedSlakesOriginal texture apparent

VI Residual SoilSoil derived by in situ weathering butretaining 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

IIntact strength, unaffected by weathering. Not broken easily by hammer-rings when struck. No visiblediscoloration.

IINot broken easily by hammer-rings when struck. Fresh rock colors generally retained but stained near jointsurfaces.

IIICannot be broken by hand. Easily broken by hammer. Makes a dull or slight ringing sound when struck withhammer. 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.

VIOriginal rock structure completely degraded to a soil, with none of the original fabric remains. Can be crumbledby 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, butRQD 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, butmajority of sample consist of litho relics. (RQD generally=0; but RQD should not be used as a major guide forassessment). For siltstone, shale, sandstone, quartzite and conglomerate, the slake test can be used todifferentiate 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 si te 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

- BUKIT TIMAH GRANITE

4.4.1 FILLFill is made by man. The fill layer consists of soft to very stiff multi-colour sandy SILT/sandy

CLAY/gravelly sandy SILT and very loose to loose silty SAND/gravelly silty SAND mixed with foreign

debris such as woods, concrete, aggregates, hardcore and dumped materials. The Fill layer was

observed in all (11) boreholes with thickness varies from 10.00m (BH-3, BH-5 & BH-11) to 19.00m

(BH-10). SPT N value range in this layer is from 1 to 23.

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 14.00 14.00 2 8

SandySILT,gravellysandySILT,silty

SAND,reddishbrownandyellowish

brown,lightgrey,grey

BH2 0.00 14.00 14.00 2 15SandySILT,gravellysandySILT,reddish

brownandyellowishbrown,lightgrey

BH3 0.00 10.00 10.00 4 20

sandySILT,gravellysandySILT,sandy

CLAY,yellowishgrey,reddishbrownand

lightgrey,reddishgreymottledwith

yellowandbrown

BH

4

0.00

13.00

13.00

2

5

SandySILT,gravellysandySILT,yellowish

grey,palered,darkreddishbrownand

lightgrey,

reddish

brown

mottled

with

yellowandwhite

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BOREHOLE


SOIL DESCRIPTIONTop

(m)

Bottom

(m) (m)minimum maximum

BH5 0.00 10.00 10.00 5 6 SandySILT,gravellysandySILT,reddishbrown

BH6 0.00 12.00 12.00 2 23

SandySILT,gravellysandySILT,gravelly

siltySAND,reddishbrown,yellowish

brownandlightgrey

BH7 0.00 15.00 15.00 2 10

SandySILT,sandyCLAY,gravellysilty

SAND,yellowishbrown,reddishbrown,

redandpink

BH8 0.00 18.00 18.00 4 6GravellysandySILT,reddishbrown,

yellowishbrownandlightgrey

BH9 0.00 15.00 15.00 1 11SandySILT,gravellysandySILT,yellowish

brownandreddishbrown

BH

10

0.00

19.00

19.00

2

12

SandySILT/CLAY,gravellysandyCLAY,

silty

SAND,

reddish

brown,

yellowish

brown,pink,lightgreyandgrey

BH11 0.00 10.00 10.00 3 11SandySILT,gravellysandySILT,reddish

brownandyellowishbrown

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 Alluvial Member was encountered in most of the boreholes. Itsthickness ranges from2.70m to 6.00m. It is composed of transitional and alluvial sediments such as:

- Fluvial SAND

- Fluvial CLAY / SILT

- Marine Member

4.4.2.1 PEATY CLAY(E)

Peaty CLAY was found in boreholes (BH-2, BH-3, BH-5, BH-6 & BH-11). Thickness of the layer is

3.00m (BH-2) to 6.00m (BH-3). SPT N value range in this layer is 0 to 5.


BOREHOLE


SOIL DESCRIPTIONTop

(m)

Bottom


BH2 14.00 17.00 3.00 4 4 PeatyCLAY,black

BH3 10.00 16.00 6.00 2 4 PeatyCLAY,brownishgrey

BH5 10.00 15.00 5.00 3 3 PeatyCLAY,darkbrown

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BOREHOLE


SOIL DESCRIPTIONTop

(m)

Bottom


BH6 12.00 15.30 3.30 0 2 PeatyCLAY,darkbrown

BH11 10.00 15.00 5.00 5 5 PeatyCLAY,greyandyellowishbrown

4.4.2.2 MARINE CLAY(M)

Marine CLAY layer was only found in borehole (BH-7) with thickness of the layer is 3.00m. SPT N

value in this layer is 2.


BOREHOLE


SOIL DESCRIPTIONTop

(m)

Bottom


BH7 15.00 18.00 3.00 2 2 MarineCLAY,bluishgrey

4.4.2.3 FLUVIAL SAND(F1)

This layer was found in boreholes (BH-1, BH-2, BH-4, BH-5 & BH-6). Thickness of the layer is 2.70m

(BH-6) to 6.00 (BH-4). SPT N value range in this layer is 8 to 35.


BOREHOLE


SOIL DESCRIPTIONTop

(m)

Bottom


BH1 14.00 18.00 4.00 14 14 SAND,lightgrey

BH2 17.00 20.00 3.00 17 17 ClayeySAND,lightgrey

BH4 13.00 19.00 6.00 32 35 SAND,brownishgrey,yellowishbrown

BH5

15.00

18.00

3.00

8

8

SAND,

light

grey

to

grey

BH6 15.30 18.00 2.70 ClayeySAND,lightgrey

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4.4.2.4 FLUVIAL CLAY/SILT(F2)

This layer was only found in borehole (BH-6). Thickness of the layer is 2.00m. SPT N value in this layer

is 3.


BOREHOLE


SOIL DESCRIPTIONTop

(m)

Bottom


BH6 18.00 20.00 2.00 3 3SandyCLAY,reddishbrownmottled

withyellow

4.4.3 BUKITTIMAH GRANITE

The logs of rock-cores retrieved from boreholes of the investigated, indicated the occurrence of BukitTimah Granite rocks, Biotite/Hornblende Granite and strongly foliated Granite (or Granite Gneiss).

The foliation and old joint sets system appeared to be controlled by the same set of tectonic stresses at

the time of faulting activity that had taken place in the batholith rock-mass.

4.4.3.1 RESIDUAL SOIL (G VI)

The Residual Soils (G VI) are composed of soft to hard sandy SILT and medium dense to very dense

silty SAND. Texture of the granite is not obvious in these soils. This layer was observed in all boreholes

with thickness varies from 11.00m (BH-4) to 27.00m (BH-11). SPT N value range in this layer is from

2 to 100.


BOREHOLE


SOIL DESCRIPTIONTop

(m)

Bottom


BH1 18.00 39.00 21.00 7 21SandySILT,whitishgrey,pinkspotted

withwhite,reddishbrownandlight

grey,yellowishbrown

BH2 20.00 33.00 13.00 20 35Sandy

SILT,

silty

SAND,

yellowish

brownspottedandmottledwithlight

greyandblack,

BH3 16.00 34.00 18.00 10 40SandySILT,reddishbrown/yellowish

brownspottedwithwhiteandmottled

withlightgrey

BH4 19.00 30.00 11.00 24 42

SiltySAND,sandySILT,lightgrey,

yellowgreymottledwithlightgreyand

black,yellowishbrownspottedwith

white

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BOREHOLE


SOIL DESCRIPTIONTop

(m)

Bottom


BH5 18.00 34.00 16.00 7 73SandySILT,siltySAND,lightyellow,

lightgreyandyellowishbrown,black

andwhitishgrey

BH6 20.00 36.00 16.00 4 100

SandySILT,reddishbrownspotted

withwhite,pinkandwhitishgrey,

yellowishbrownspottedwithlight

grey

BH7 18.00 43.00 25.00 2 100SandySILT,siltySAND,whitishgrey,

reddishbrown,yellowishbrown,light

grey

BH8 18.00 33.00 15.00 17 66SiltySAND,yellowishbrownand

purplish red,yellowandlightgrey

BH9 15.00 41.00 26.00 8 23SandySILT,siltySAND,reddishbrown

andyellowishbrown,whitishgreyand

lightgrey

BH10 19.00 40.50 21.50 4 100

SandySILT,siltySAND,reddishbrown,

yellowishbrownmottledwithlight

grey,lightgreenishgreyspottedwith

yellowishbrown

BH11 15.00 42.00 27.00 10 41SandySILT,reddishbrown/yellowish

brownmottledwithwhitishgreyand

lightgrey

4.4.3.2 COMPLETELY WEATHERED GRANITE (G V)

The Completely Weathered Granite (G V) are composed of hard sandy SILT and dense to very dense

silty SAND. The relic texture of granite is very obviously in these soils. This layer was observed in all

boreholes except (BH-2, BH-7 & BH-10) with thickness range from 2.50m (BH-8) to 12.19m (BH-4).

SPT N value range from 48 to100.


BOREHOLE


SOIL DESCRIPTIONTop

(m)

Bottom


BH1 39.00 43.50 4.50 54 100SiltySAND,yellowishbrownspotted

withwhiteandlightgrey

BH3

34.00

39.00

5.00

58

100

Sandy

SILT,

yellowish

grey

mottled

withlightgrey

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BOREHOLE


SOIL DESCRIPTIONTop

(m)

Bottom


BH4 30.00 42.19 12.19 68 100Silty

SAND,

whitish

grey,

light

grey,

lightgreenishgreyandyellowish

brown

BH5 34.00 43.70 9.70 78 100SiltySAND,yellowishbrown,whitish

grey, lightgrey

BH637.00to

41.50

45.50to

45.914.91 100 100 SiltySAND,lightgreytodarkgrey

BH8 33.00 35.50 2.50 67 100 SiltySAND,lightgrey

BH9

41.00

49.00

8.00

73

100

SandySILT,siltySAND,yellowish

brownmottled

with

white

and

spotted

withlightgrey

BH11 42.00 49.00 7.00 48 100SiltySAND,yellowishbrownmottled

withwhitishgreyandblack,lightgrey

4.4.3.3 HIGHLY WEATHERED GRANITE (G IV)

The Highly Weathered Granite (G IV) are encountered as GRANITE layer in all boreholes except

(BH-3 & BH-4). This layer was encountered depth at 34.00m bgl (BH-2) and at 49.00m bgl (BH-9 &

BH-11).


BOREHOLE

DEPTH (m) THICKNESS RQD

ROCK DESCRIPTIONTop

(m)

Bottom

(m)(m)

(%)

BH1 43.50 45.50 2.00 010Highlyweathered,greenishgrey,lightgreyto

greyspottedwithblack,GRANITE

BH234.00to

35.00

36.00to

37.002.00 010

Highlyweathered,lightgreytogreyspotted

withblack,greenishgrey,GRANITE

BH5

43.70

44.70

1.00

0

Highly

weathered,

light

grey

and

yellowish

brownspottedwithblack,GRANITE

BH636.00to

37.00

41.50to

43.50

&

44.50to

45.50

4.00 047Highlyweathered,greenishgrey,yellowish

brown,lightgreytogrey,GRANITE

BH7 43.00 44.00 1.00 20 Highlyweathered,greenishgrey,GRANITE

BH8 35.50 40.50 5.00 0Highlyweathered,lightgreyandyellowish

brown,GRANITE

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BOREHOLE


ROCK DESCRIPTIONTop

(m)

Bottom

(m)(m)

(%)

BH9 49.00 50.00 1.00 16Highly

weathered,

light

grey

and

white,

GRANITE

BH10 40.50 42.50 2.00 016Highlyweathered,greenishgreyandwhite,

GRANITE

BH11 49.00 50.00 1.00 0Highlyweathered,lightgreytogreyspotted

withblack,GRANITE

4.4.3.4 MODERATELY WEATHERED GRANITE (G III)

The Moderately Weathered Granite (G III) are encountered as GRANITE layer in boreholes (BH-1,

BH-2, BH-3, BH-6, BH-7, BH-9 & BH-10). This layer was encountered depth at 33.00m bgl (BH-2) and

at50.00m bgl (BH-9).


BOREHOLE


ROCK DESCRIPTIONTop

(m)

Bottom

(m)(m)

(%)

BH1 45.50 48.50 3.00 2545 Moderatelyweathered,greenishgrey,GRANITE

BH2

33.00to

34.00

&

35.00to

36.00

37.00to

40.705.70 3966 Moderatelyweathered,greenishgrey,GRANITE





BH10 42.50 46.70 4.20 020Moderately

weathered,

greenish

grey,

light

greytogreyspottedwithblack,GRANITE

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.

* * * * * * * * *

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References:

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

2. DSTA, 2009, Geology of Singapore, 2

nd

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 AndLaboratory Tests

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CLIENT : HOUSING AND DEVELOPMENT BOARDPROJ ECT : SOIL INVESTIGATION WORKS FOR WOODLANDS N7C34LOCATIONCONTRACT NO. :D/118/12WO NO. : 2200003337WI NO.

TABLE 1 SUMMARY OF TOTAL QUANTITY OF FIELD INVESTIGATION WORKS AND LABOR

:WOODLANDS DRIVE 70

: 022

Sampling & In-situ TestsDimond Coring (52mm dia.)Period of Fieldwork

Total

In

InDrilling in Soil

FOSTAPteLtd

0-15 m 15-30 m >30m

BH-1 15-Oct-12 19-Oct-12 47014.5456 24116.7195 118.3121 48.50 15.00 15.00 13.50 - - 1.50 3.50 2 14 4 5 6

BH-2 22-Oct-12 29-Oct-1247005.635 24145.3592 118.1624

40.70 15.00 15.00 3.00 - - 7.70 - 2 10 4 5 2

BH-3 23-Oct-12 29-Oct-12 4 69 85 .2 81 8 2 41 23 .3 41 1 18 .3 81 2 44.00 15.00 15.00 9.00 - - 5.00 - 2 12 4 5 4

BH-4 30-Oct-12 1-Nov-12 46988.0172 24166.0389 118.6038 42.19 15.00 15.00 12.19 - - - - 2 14 4 5 5

BH-5 1-Nov-12 9-Nov-12 46965.6873 24146.0379 118.7479 44.70 15.00 15.00 13.70 - - 1.00 - 2 14 4 5 6

BH-6 15-Oct-12 22-Oct-12 46957.9184 24119.7398 118.5381 45.91 15.00 15.00 10.91 - - 4.50 0.50 2 14 4 5 7

BH-7 30-Oct-12 5-Nov-12 46956.932 24170.3836 118.6817 48.00 15.00 15.00 13.00 - - 2.00 3.00 2 14 4 5 6

BH-8 31-Oct-12 5-Nov-12 46937.7084 24150.5276 118.6363 40.50 15.00 15.00 5.50 - - 5.00 - 2 11 4 5 3

Woodlands Drive 70

TW

(no.)

DisturbedSample

(no.)

0-15 m 15-30m >30m

SPT (no.)

0-15 m 15-30m 30-45m 45-60m

SiteBorehole

No.

Borehole

Depth(m)

Northing EastingReduce

LevelSt

Commenced

Date

Completed

Date

BH-9 23-Oct-12 31-Oct-12 46918.8167 24127.2358 118.1396 54.00 15.00 15.00 19.00 - - - 5.00 1 16 4 5 8

BH-10 3-Nov-12 7-Nov-12 46926.9703 24178.5391 118.5044 46.70 15.00 15.00 10.50 - - 4.50 1.70 2 13 4 5 5

BH-11 27-Oct-12 1-Nov-12 4 69 08 .0 78 9 2 41 55 .2 35 1 1 18 .2 07 50.00 15.00 15.00 19.00 - - - 1.00 2 16 4 5 8

Total 11 505.20 165.00 165.00 129.30 0.00 0.00 31.20 14.70 21 148 44 55 60


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FIGURES

Figure 5.1 -SPT N Value Vs Depth

Figure 5.2 -Moisture Content Vs Depth

Figure 5.3 -Bulk Density Vs Depth

Figure 5.4 -Dry Density Vs Depth

Figure 5.5 - Particle Density Vs Depth

Figure 5.6 - Atterberg Limits Summary

Figure 5.7 - Undrained Shear Strength Vs Depth

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0

5

10

15

20

25

30

35

40

45

500 20 40 60 80 100

SPT N Value

Depth(m)

SPT N Value versus Depth

A4215 Kaki Bukit Avenue 1Shun Li Industrial Park

Singapore 416042Tel: 67442661 (3 Lines) Fax:65613766

Email: [email protected];Website:www.fos-ta.com

PointID LegendBH-1BH-10BH-11BH-2BH-3BH-4BH-5

BH-6BH-7BH-8BH-9

FIGURE NoPROJECT No

SCALE

CHECKED DATE

DATEDRAWNTITLE

KSL

MOE KO KO

27/11/2012

27/11/2012

WI-022 Fig 5.1

Not to Scale

Housing & Development Board


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0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.50 20 40 60 80 100

Depth(m)

Moisture Content (%)

Moisture Content versus Depth





BH-6BH-7BH-8BH-9

FIGURE NoPROJECT No

SCALE

CHECKED DATE

DATEDRAWNTITLE

KSL

MOE KO KO

27/11/2012

27/11/2012

WI-022 Fig 5.2

Not to Scale



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0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.50.5 1.0 1.5 2.0 2.5 3.0

Depth(m)

Wet/Bulk Density (Mg/m3)

Bulk Density versus Depth





BH-6BH-7BH-8BH-9

FIGURE NoPROJECT No

SCALE

CHECKED DATE

DATEDRAWNTITLE

KSL

MOE KO KO

27/11/2012

27/11/2012

WI-022 Fig 5.3

Not to Scale



28


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0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.50.5 1.0 1.5 2.0 2.5 3.0

Depth(m)

Dry Density (Mg/m3)

Dry Density versus Depth





BH-6BH-7BH-8BH-9

FIGURE NoPROJECT No

SCALE

CHECKED DATE

DATEDRAWNTITLE

KSL

MOE KO KO

27/11/2012

27/11/2012

WI-022 Fig 5.4

Not to Scale



29


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0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.52.4 2.5 2.6 2.7 2.8 2.9 3.0

Depth(m)

Particle Density (Mg/m3)

Particle Density versus Depth





BH-6BH-7BH-8BH-9

FIGURE NoPROJECT No

SCALE

CHECKED DATE

DATEDRAWNTITLE

KSL

MOE KO KO

27/11/2012

27/11/2012

WI-022 Fig 5.5

Not to Scale



30


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0

10

20

30

40

50

60

0 20 40 60 80 100

Liquid Limit (%)

PlasticityIndex(%)

Atterberg Limits Summary





BH-6BH-7BH-8BH-9

FIGURE NoPROJECT No

SCALE

CHECKED DATE

DATEDRAWNTITLE

KSL

MOE KO KO

27/11/2012

27/11/2012

WI-022 Fig 5.6

Not to Scale

CL CI CVCH

MH MV MEML MI

CE



31


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0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.50 100 200 300 400

Depth(m)

Undrained Shear Strength (kPa)

Undrained Shear Strength versus Depth





BH-6BH-7BH-8BH-9

FIGURE NoPROJECT No

SCALE

CHECKED DATE

DATEDRAWNTITLE

KSL

MOE KO KO

27/11/2012

27/11/2012

WI-022 Fig 5.7

Not to Scale



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APPENDICES

APPENDIX A - Water Standpipe Installation & Monitoring Data

APPENXIX B - Borehole Location Plan,As-build Coordinates & Reduced Level of Boreholes

APPENXIX C - Geological Cross Section and Borehole Logs

APPENDIX D - Laboratory Tests Results SummaryofLaboratoryTestResults

MoistureContent

/Bulk

&

Dry

Density

/Particle

Density

Determination

IndexTest(AtterbergLimits)

GrainSizeAnalysis

UnconsolidatedUndrained(UU)Triaxialcompressiontest

UnconfinedCompression(UC)TestonRockCore

APPENXIX E - SPT Photograph

APPENXIX F - Core Photograph

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APPENDIX A

Water Standpipe Installation &Monitoring Data

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CLIENT HOUSING AND DEVELOPMENT BOARD (HDB) INSTRUMENT NO. BH2/ WSP1

WI No. 022 WO No. 2200003337 BOREHOLE NO. BH-2

PROJECT REDUCE LEVEL 118.162 m RL

TOP OF PIPE LEVEL 118.412 m RL

LOCATION WOODLANDS DRIVE 70 DATE INSTALLED 29-Oct-12

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)

30-Oct-12 118.162 118.412 1.970 116.442 Initial

2-Nov-12 118.162 118.412 2.020 116.392 Ground Level

6-Nov-12 118.162 118.412 1.830 116.582

9-Nov-12 118.162 118.412 1.970 116.442

12-Nov-12 118.162 118.412 1.930 116.482

16-Nov-12 118.162 118.412 1.890 116.522

20-Nov-12 118.162 118.412 1.950 116.462

23-Nov-12 118.162 118.412 1.860 116.552

27-Nov-12 118.162 118.412 1.730 116.68230-Nov-12 118.162 118.412 1.680 116.732

3-Dec-12 118.162 118.412 1.560 116.852

6-Dec-12 118.162 118.412 1.510 116.902

2.50 m b l

WATER STAND PIPE

GROUND WATER LEVEL MONITORING DATA AND GRAPH

SOIL INVESTIGATION WORKS FOR WOODLANDS N7C34

PVC Pipe50mm diameter

Compacted Sealof Local Soil

Top Cap

:

:

:

:

:

:

:

:

:

:

100 diameterBorehole

.

3.00 m bgl

12.00 m bglBottom Cap

112.00

113.00

114.00

115.00

116.00

117.00118.00

119.00

120.00

121.00

122.00

30-Oct-12

02-Nov-12

05-Nov-12

08-Nov-12

11-Nov-12

14-Nov-12

17-Nov-12

20-Nov-12

23-Nov-12

26-Nov-12

29-Nov-12

02-Dec-12

05-Dec-12

08-Dec-12

GroundWaterLev

el(mRL)

Date

Ground Water Level Monitoring

Ground Level 118.162 m RL

50mm dia.Perforated PVC pipeWrapped all roundwith Green Nylon Net

Graded Filter

Materal ofClean Sand andGravels Mix

Graded FilterMaterial Of CleanSand Gravels Mix

5mm HoleStaggered At100mm (BothDirection)

FOSTAPTELTD35


41/220

CLIENT HOUSING AND DEVELOPMENT BOARD (HDB) INSTRUMENT NO. BH9/ WSP2

WI No. 022 WO No. 2200003337 BOREHOLE NO. BH-9

PROJECT REDUCE LEVEL 118.140 m RL

TOP OF PIPE LEVEL 118.460 m RL

LOCATION WOODLANDS DRIVE 70 DATE INSTALLED 1-Nov-12

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)

2-Nov-12 118.140 118.460 2.820 115.640 Initial

6-Nov-12 118.140 118.460 2.700 115.760 Ground Level

9-Nov-12 118.140 118.460 2.750 115.710

12-Nov-12 118.140 118.460 2.800 115.660

16-Nov-12 118.140 118.460 2.760 115.700

20-Nov-12 118.140 118.460 2.790 115.670

23-Nov-12 118.140 118.460 2.810 115.650

27-Nov-12 118.140 118.460 2.770 115.690

30-Nov-12 118.140 118.460 2.710 115.7503-Dec-12 118.140 118.460 2.680 115.780

6-Dec-12 118.140 118.460 2.560 115.900

2.50 m b l

WATER STAND PIPE

GROUND WATER LEVEL MONITORING DATA AND GRAPH

SOIL INVESTIGATION WORKS FOR WOODLANDS N7C34

PVC Pipe50mm diameter

Compacted Sealof Local Soil

Top Cap

:

:

:

:

:

:

:

:

:

:

100 diameterBorehole

.

3.00 m bgl

12.00 m bglBottom Cap

111.00

112.00

113.00

114.00

115.00

116.00117.00

118.00

119.00

120.00

121.00

02-Nov-12

05-Nov-12

08-Nov-12

11-Nov-12

14-Nov-12

17-Nov-12

20-Nov-12

23-Nov-12

26-Nov-12

29-Nov-12

02-Dec-12

05-Dec-12

08-Dec-12

GroundWaterLev

el(mRL)

Date

Ground Water Level Monitoring

Ground Level 118.140 m RL

50mm dia.Perforated PVC pipeWrapped all roundwith Green Nylon Net

Graded Filter

Materal ofClean Sand andGravels Mix

Graded FilterMaterial Of CleanSand Gravels Mix

5mm HoleStaggered At100mm (BothDirection)

FOSTAPTELTD36


42/220

FOSTA Pte Ltd

APPENDIX B

Borehole Location Plan,

As-build Coordinates & Reduced Level

of Boreholes

37


43/220

Project:SOI

Clie

nt:HOU

WIN

o.:022

WO

No.:22

Con

tractNo.

INVESTIGA

ING&DEVE

0003337

:D/118/12

ION

FORW

OPMENTB

ODLANDSN

ARD

ITEL

C3

4

C

ATI

SITE

NPLAN

FOT

APteLtd

38


44/220

Project:SOI

Clie

nt:HOU

WIN

o.:022

WO

No.:22

Con

tractNo.

INVESTIGA

ING&DEVE

0003337

:D/118/12

ION

FORW

OPMENTB

ODLANDSN

ARDB

HL

BH1

BH2

BH3

BH6

BH9/WS

C3

4

C

ATI

WSP B

H4

H5

BH7

BH8

BH10

BH11

NPLN

FO

LEGEN

Bore

T

APteLtd

ole

Loca

tion

39


45/220

40


46/220

FOSTA Pte Ltd

APPENDIX C

Geological Cross Section and

Borehole Logs

41


47/220


48/220


49/220


50/22045

LEGEND OF GEOLOGICAL CLASSIFICATION


51/22046

LEGEND OF SOIL PATTERN


52/220

UD1

UD2

D2SPT2

D3SPT3

D4SPT4

D5SPT5

D6SPT6

3/36/45/16

3/41/48/8

36.01(UU)

36.7(UU)

Leg

end

SPT N blows / 300 mm

D1

12.00

20 40 60 80

2.00

2.903.00

3.45

4.00

4.90

6.00

6.45

9.00

9.45

12.45

15.45

18.45

Reddish brown, sandy SILT mixed withgravels (FILL)

Soft, reddish brown and yellowishbrown, slightly gravelly sandy SILT(FILL)

Soft, reddish brown and light grey,slightly gravelly sandy SILT (FILL)

Soft, reddish brown mottled withyellow, sandy SILT (FILL)

Firm, reddish brown, sandy SILTmixed with gravels (FILL)

Very loose to loose, grey, silty SAND(FILL)

Medium dense, light grey, SAND(KALLANG FORMATION)

Firm, whitish grey, sandy SILT mixedwith gravels, Residual soil (BUKITTIMAH GRANITE)

15.00

18.00

3/300

2/300

8/300

4/300

14/300

7/300

FILL

FILL

FILL

FILL

FILL

FILL

F1

G(VI)

BF

BF

BF

BF

BF

BF

S

MS

116.81

115.31

112.31

109.31

106.31

104.31

100.31

98.31

(1.50)

1.50

(1.50)

3.00

(3.00)

6.00

(3.00)

9.00

(3.00)

12.00

(2.00)

14.00

(4.00)

18.00

(2.00)

20.00

Gra

phic

Log

NORTHING: 47014.5456 m

EASTING: 24116.7195 m

PROJECT: Soil Investigation Works for Woodlands N7C34

CLIENT: Housing & Development Board

CONSULTANTS: Mott MacDonald Singapore Pte Ltd

LOCATION: Woodlands Drive 70

LOGGED BY: KSL

CHECKED BY: MOE KO KO

WI NO: WI-022

REDUCED LEVEL: 118.3121 m

BOREHOLE DIA: 100mm

CORE DIA: 52 mm

DRILLING METHOD: RO

DRILLED BY: Khun Aung/Mizanun

DRILLING RIG: HANJ IN-1

Terminated

Shear Strength

Undrained Shear StrengthkPa

20 40 60 80

DescriptionType

&No.

SP

TN

blows/300mm

TCR(%

)

RQD(%)

Geological

Classification

Britis

hSoil

Classification

Sc

ale

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)

DRILLING DATE COMPLETED: 19/10/2012

DRILLING DATE STARTED: 15/10/2012

REMARKS:

Sheet 1 of 3

Rock

GWL: m dated

DATA QUALITY RATING

Bulk DensityMg/m

3

1.5 1.8 2.1 2.4Depth(m)

(Thickness)

Grain SizeAnalysis

G/SA/S/C

C

(kPa)

()

BOREHOLE NO:BH-1

BORELOG

215 Kaki Bukit Avenue 1Shun Li Industrial Park, Singapore 416042Tel: 67442661 (3 Lines) Fax: 65613766

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

P

SPTLS - SPT Liner

Thick WallOpen Drive

-AttemptTW/P/MZ/U

-PZS

WSP

CassagrandePiezometer

WaterStandpipe

-

Permeability /Packer Test (PKT)Sample

Core Run-

Vane ShearTest (VST)

-Piston Sample-

- Thin Wall Push

-

SPT N Value

-

-PressuremeterTest (PRM)

TW

U -

W - Water

-

C - Core Run

M - Mazier

SPT1

47


53/220

D7SPT7

D8SPT8

D9SPT9

D10SPT10

D11SPT11

D12SPT12

D13SPT13

21.45

24.45

27.45

30.45

33.45

36.45

39.45

Stiff, pink spotted with white, reddishbrown and light grey, sandy SILT,Residual soil (BUKIT TIMAHGRANITE)

Very stiff, yellowish brown and lightgrey, reddish brown spotted with pink,white and yellow, sandy SILT,Residual soil (BUKIT TIMAHGRANITE)

Very dense, yellowish brown spottedwith white and light grey, silty SAND,Completely weathered (BUKIT TIMAHGRANITE)

11/300

13/300

12/300

14/300

16/300

21/300

54/300

G(VI)

24.00

27.00

30.00

33.00

36.00

39.00

G(VI)

G(V)

MS

MS

SM

85.31

79.31

(13.00)

33.00

(6.00)

39.00

Leg

end


20 40 60 80

Gra

phic

Log


EASTING: 24116.7195 m





LOGGED BY: KSL


WI NO: WI-022


BOREHOLE DIA: 100mm

CORE DIA: 52 mm

DRILLING METHOD: RO



Terminated

Shear Strength


20 40 60 80

DescriptionType

&No.

SP

TN

blows/300mm

TCR(%

)

RQD(%)

Geological

Classification

Britis

hSoil

Classification

Sc

ale

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 3

Rock

GWL: m dated

DATA QUALITY RATING

Bulk DensityMg/m

3

1.5 1.8 2.1 2.4Depth(m)

(Thickness)

Grain SizeAnalysis

G/SA/S/C

C

(kPa)

()

BOREHOLE NO:BH-1

BORELOG



P

SPTLS - SPT Liner


-AttemptTW/P/MZ/U

-PZS

WSP


WaterStandpipe

-


Core Run-


-Piston Sample-

- Thin Wall Push

-

SPT N Value

-


TW

U -

W - Water

-

C - Core Run

M - Mazier

21.00

48


54/220

D14SPT14

CR1

CR2

SPT15

CR3

CR4

CR5

43.50

44.50

45.50

46.50

47.50

Very dense, yellowish brown spottedwith white and light grey, silty SAND,Completely weathered (BUKIT TIMAHGRANITE)(continued)

Moderately weak, greenish grey,GRANITE, highly weathered, highly tomoderately fractured, closely toextremely closely spaced (BUKIT

TIMAH GRANITE)Moderately weak to moderately strong,light grey to grey spotted with black,GRANITE, highly to moderatelyweathered, highly to moderatelyfractured, extremely closely to closelyspaced (BUKIT TIMAH GRANITE)

Moderately strong, greenish grey,GRANITE, moderately weathered,moderately fractured, very closely tomedium spaced (BUKIT TIMAHGRANITE)

Hole Terminated at 48.50 m

100/180

100/0

100

42.33

48.50

95

100

95

100

11

0

25

45

42

G(V)

G(IV)

G(IV)

G(III)

SM

GR

GR

GR

74.81

73.81

72.81

69.81

(4.50)

43.50

(1.00)

44.50

(1.00)

45.50

(3.00)

48.50

Leg

end


20 40 60 80

Gra

phic

Log


EASTING: 24116.7195 m





LOGGED BY: KSL


WI NO: WI-022


BOREHOLE DIA: 100mm

CORE DIA: 52 mm

DRILLING METHOD: RO



Terminated

Shear Strength


20 40 60 80

DescriptionType

&No.

SP

TN

blows/300mm

TCR(%

)

RQD(%)

Geological

Classification

Britis

hSoil

Classification

Sc

ale

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

20 40 60 80

PL LLWC

Red

uced

Leve

l(m)



REMARKS:

Sheet 3 of 3

Rock

GWL: m dated

DATA QUALITY RATING

Bulk DensityMg/m

3

1.5 1.8 2.1 2.4Depth(m)

(Thickness)

Grain SizeAnalysis

G/SA/S/C

C

(kPa)

()

BOREHOLE NO:BH-1

BORELOG



P

SPTLS - SPT Liner


-AttemptTW/P/MZ/U

-PZS

WSP


WaterStandpipe

-


Core Run-


-Piston Sample-

- Thin Wall Push

-

SPT N Value

-


TW

U -

W - Water

-

C - Core Run

M - Mazier

42.00

Date(dd/mm/yyyy)

Time(hh:mm)

BoreholeDepth (m)

CasingDepth (m)

WaterLevel (m)

Ground Water Level (Measured from Ground Level)

15/10/2012 18:00 20.00 12.00 2.20

16/10/2012 08:30 20.00 12.00 2.70

16/10/2012 18:00 39.45 12.00 3.80

17/10/2012 08:30 39.45 12.00 2.60

17/10/2012 18:00 43.50 12.00 2.10

19/10/2012 08:30 43.50 43.50 4.80

19/10/2012 18:00 48.50 43.50 5.00

49


55/220

UD1

UD2

D2SPT2

D3SPT3

D4SPT4

D5SPT5

D6SPT6

2.00

2.903.00

3.45

4.00

4.90

6.00

6.45

9.00

9.45

12.45

15.45

18.45

Reddish brown and yellowish brown,sandy SILT mixed with gravels (FILL)

Soft to firm, reddish brown and lightgrey, slightly gravelly sandy SILT(FILL)

Stiff, reddish brown, slightly gravellysandy SILT (FILL)

Stiff to very stiff, reddish brown, sandySILT mixed with gravels (FILL)

SPT1

15.00

18.00

Soft, black, peaty CLAY mixed withsand (KALLANG FORMATION)

Medium dense, light grey, clayeySAND (KALLANG FORMATION)

2/300

3/300

12/300

15/300

4/300

17/300

FILL

FILL

FILL

FILL

E

F1

BF

BF

BF

BF

CPt

SC

116.16

114.16

109.16

104.16

101.16

98.16

(2.00)

2.00

(2.00)

4.00

(5.00)

9.00

(5.00)

14.00

(3.00)

17.00

(3.00)

20.00

4/44/41/11

2/42/46/10

48.34(UU)

84.66(UU)

Leg

end


20 40 60 80

Gra

phic

Log


EASTING: 24145.3592 m





LOGGED BY: KSL


WI NO: WI-022


BOREHOLE DIA: 100mm

CORE DIA: 52 mm

DRILLING METHOD: RO

DRILLED BY: Khun Aung/Shakil

DRILLING RIG: D2K-2

WSP at 12.0m installed

Shear Strength


20 40 60 80

DescriptionType

&No.

SP

TN

blows/300mm

TCR(%

)

RQD(%)

Geological

Classification

Britis

hSoil

Classification

Sc

ale

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 3

Rock

GWL: m dated

DATA QUALITY RATING

Bulk DensityMg/m

3

1.5 1.8 2.1 2.4Depth(m)

(Thickness)

Grain SizeAnalysis

G/SA/S/C

C

(kPa)

()

BOREHOLE NO:BH-2

BORELOG



P

SPTLS - SPT Liner


-AttemptTW/P/MZ/U

-PZS

WSP


WaterStandpipe

-


Core Run-


-Piston Sample-

- Thin Wall Push

-

SPT N Value

-


TW

U -

W - Water

-

C - Core Run

M - Mazier

D1

12.00

50


56/220

D7SPT7

D8SPT8

D9SPT9

D10SPT10

CR1

CR2

CR3

CR4

CR5

CR6

CR7

21.45

24.45

27.45

30.45

33.00

34.00

35.00

36.00

37.00

38.00

39.00

24.00

27.00

30.00

SPT11

Stiff, yellowish brown spotted with lightgrey, sandy SILT mixed with gravels,Residual soil (BUKIT TIMAHGRANITE)

Medium dense, yellowish brownspotted with black, silty SAND mixedwith gravels, Residual soil (BUKITTIMAH GRANITE)

Dense, yellowish brown mottled withblack and light grey, silty SAND,Residual soil (BUKIT TIMAH

GRANITE)

Moderately weak to moderately strong,greenish grey, GRANITE, moderatelyweathered, moderately fractured, veryclosely to closely spaced (BUKITTIMAH GRANITE)

Weak to moderately strong, light greyto grey spotted with black, GRANITE,highly to moderately weathered, highly

to moderately fractured, closely toextremely closely spaced (BUKITTIMAH GRANITE)

Moderately strong, greenish grey,GRANITE, moderately weathered,moderately fractured, medium to veryclosely spaced (BUKIT TIMAHGRANITE)

Weak to moderately strong, greenishgrey, GRANITE, highly to moderatelyweathered, highly to moderatelyfractured, extremely closely to closelyspaced (BUKIT TIMAH GRANITE)

Moderately strong, greenish grey,GRANITE, moderately weathered,moderately fractured, very closely tomedium spaced (BUKIT TIMAHGRANITE)

15/300

15/300

17/300

35/300

100/0

100

100

100

100

100

97

97

41

0

42

10

39

52

66

G(VI)

G(VI)

G(VI)

G(III)

G(IV)

G(III)

G(IV)

G(III)

G(III)

MS

SM

SM

GR

GR

GR

GR

GR

GR

91.16

89.16

85.16

84.16

83.16

82.16

81.16

80.16

(7.00)

27.00

(2.00)

29.00

(4.00)

33.00

(1.00)

34.00

(1.00)

35.00

(1.00)

36.00

(1.00)

37.00

(1.00)

38.00

(2.70)

Leg

end


20 40 60 80

Gra

phic

Log


EASTING: 24145.3592 m





LOGGED BY: KSL


WI NO: WI-022


BOREHOLE DIA: 100mm

CORE DIA: 52 mm

DRILLING METHOD: RO


DRILLING RIG: D2K-2


Shear Strength


20 40 60 80

DescriptionType

&No.

SP

TN

blows/300mm

TCR(%

)

RQD(%)

Geological

Classification

Britis

hSoil

Classification

Sc

ale

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 3

Rock

GWL: m dated

DATA QUALITY RATING

Bulk DensityMg/m

3

1.5 1.8 2.1 2.4Depth(m)

(Thickness)

Grain SizeAnalysis

G/SA/S/C

C

(kPa)

()

BOREHOLE NO:BH-2

BORELOG



P

SPTLS - SPT Liner


-AttemptTW/P/MZ/U

-PZS

WSP


WaterStandpipe

-


Core Run-


-Piston Sample-

- Thin Wall Push

-

SPT N Value

-


TW

U -

W - Water

-

C - Core Run

M - Mazier

21.00

51


57/220

CR8

40.00 Moderately strong to very strong,greenish grey, GRANITE, moderatelyweathered, slightly fractured, veryclosely to medium spaced (BUKITTIMAH GRANITE)(continued)

Hole Terminated at 40.70 m

100 61 G(III) GR77.46 40.70

Leg

end


20 40 60 80

Gra

phic

Log


EASTING: 24145.3592 m





LOGGED BY: KSL


WI NO: WI-022


BOREHOLE DIA: 100mm

CORE DIA: 52 mm

DRILLING METHOD: RO


DRILLING RIG: D2K-2


Shear Strength


20 40 60 80

DescriptionType

&No.

SP

TN

blows/300mm

TCR(%

)

RQD(%)

Geological

Classification

Britis

hSoil

Classification

Sc

ale

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

20 40 60 80

PL LLWC

Red

uced

Leve

l(m)



REMARKS:

Sheet 3 of 3

Rock

GWL: m dated

DATA QUALITY RATING

Bulk DensityMg/m

3

1.5 1.8 2.1 2.4Depth(m)

(Thickness)

Grain SizeAnalysis

G/SA/S/C

C

(kPa)

()

BOREHOLE NO:BH-2

BORELOG



P

SPTLS - SPT Liner


-AttemptTW/P/MZ/U

-PZS

WSP


WaterStandpipe

-


Core Run-


-Piston Sample-

- Thin Wall Push

-

SPT N Value

-


TW

U -

W - Water

-

C - Core Run

M - Mazier

40.70

Date(dd/mm/yyyy)

Time(hh:mm)

BoreholeDepth (m)

CasingDepth (m)

WaterLevel (m)

Ground Water Level (Measured from Ground Level)

22/10/2012 18:00 21.45 9.00 1.30

23/10/2012 08:30 21.45 9.00 1.80

23/10/2012 18:00 33.00 33.00 1.70

24/10/2012 08:30 33.00 33.00 2.80

24/10/2012 18:00 37.00 33.00 2.40

25/10/2012 08:30 37.00 33.00 2.10

25/10/2012 18:00 39.00 33.00 2.00

27/10/2012 08:30 39.00 33.00 2.1027/10/2012 18:00 40.00 33.00 2.05

29/10/2012 08:30 40.00 33.00 2.20

29/10/2012 18:00 40.70 33.00 1.80

52


58/220

UD1

UD2

D2SPT2

D3SPT3

D4SPT4

D5SPT5

D6SPT6

Leg

end


20 40 60 80

Gra

phic

Log


EASTING: 24123.341 m

D1

12.00





LOGGED BY: KSL


WI NO: WI-022

REDUCED L EVEL: 118.3812 m

BOREHOLE DIA: 100mm

CORE DIA: 52 mm

DRILLING METHOD: RO

DRILLED BY: Shanto/Zhenthi

DRILLING RIG: YBM-2

Terminated

Shear Strength

2.00

2.903.00

3.45

4.00

4.70

6.00

6.45

9.00

9.45

12.45

15.45

18.45

Stiff, yellowish grey, sandy SILT mixedwith gravels (FILL)

Stiff, reddish brown and light grey,slightly gravelly sandy SILT (FILL)

Soft to very stiff, reddish grey mottledwith yellow and brown, sandy CLAYmixed with peat (FILL)

15.00

18.00

Soft, brownish grey, peaty CLAYmixed with decomposed materials(KALLANG FORMATION)

Stiff, yellowish grey mottled with lightgrey, fine to medium grained sandySILT mixed with gravels, Residual soil(BUKIT TIMAH GRANITE)

Very stiff, reddish brown mottled withwhite, fine to medium grained sandySILT mixed with gravels, Residual soil(BUKIT TIMAH GRANITE)

9/300

4/300

20/300

4/300

2/300

10/300

FILL

FILL

FILL

E

G(VI)

G(VI)

BF

BF

BF

CPt

MS

MS

116.38

113.38

108.38

102.38

99.38

(2.00)

2.00

(3.00)

5.00

(5.00)

10.00

(6.00)

16.00

(3.00)

19.00

13/43/29/15

3/41/36/20

136.8(UU)

75.22(UU)


20 40 60 80

DescriptionType

&No.

SP

TN

blows/300mm

TCR(%

)

RQD(%)

Geological

Classification

Britis

hSoil

Classification

Sc

ale

1

hdb si tc33 wi 022_final report _woodlands n7c34

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