c156 preliminary tension test pile t1 t2 rev 0

8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0

1/103

METHODSTATEMENTFOR

PRELIMINARYTENSIONTESTPILET1ANDT2BY

REACTIONPILE

METHOD

PreparedBy:

CONTRACT156:DESIGN,CONSTRUCTIONANDCOMPLETIONOFSTATIONANDASSOCIATEDTUNNELSATMARINASOUTHFORNORTHSOUTH

LINE

EXTENSION


2/103

METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND

T2BYREACTIONPILEMETHOD

CONTRACT156:NORTHEASTLINE

EXTENSION

For Approval

REV 0

TableofContents

1. Introduction1.1 SummaryOverviewforPreliminaryPileT1andT2

2. References2.1 References

3. SiteOrganisationChartforPreliminaryTestPileConstructionandTesting

4. MethodologyofPreliminaryTestPileConstructionandInstallation

4.1 ListofPlantandEquipmentforPreliminaryTestPileConstruction

4.2 BoringandInstallationofPreliminaryTestPile

4.2.1 SettingOut

4.2.1.1 PileLocationbySurvey

4.2.1.2

Set

boring

unit

4.2.2 InstallationofTemporaryCasing

4.2.3 DebondingofPreliminaryTestPileT1andT2

4.2.3.1 PreparationofDebondingCasing

4.2.3.2 InstallationofDebondingCasing

4.2.4 BoringofPreliminaryTestPile

4.2.5 CleaningandDesandingofBoreholes

4.2.5.1 BaseCleaningbyBucket

4.2.5.2 DesandingofBentoniteSlurry4.2.6

Independent

Verticality

and

Depth

Monitoring

4.2.7 InstallationMonitoringInstrumentationforPreliminaryTestPile4.2.7.1 VibratingWireStrainGauge(VWSG)

4.2.7.2 Tell-TaleRodExtensometer

4.2.8 PreliminaryTestPileSteelReinforcementCage4.2.8.1 FabricationofReinforcementCage

4.2.8.2 SiteDeliveryofReinforcementCage

4.2.8.3 InstallationofReinforcementCage

4.2.9Concrete

Installation

4.2.9 H-BeamInstallationbyPlunge-InMethod

5. TensionLoadTestMethodology

5.1 ListofPlantandEquipmentforTensionTestSettingUp

5.2 MethodologyofTensionLoadTestAssemblyandSettingUp

5 2 1 I ll i f R i Pil


3/103




EXTENSION

For Approval

REV 0

TableofContents,contd

9. Records

10. LoadingSequence

11. ScheduleforPreliminaryTestPileT1andT2Construction

12. SafeWorkProcedures

Appendix

Appendix A Location and Reference Borehole for Preliminary Test Pile T1 and T2

Appendix B Site Organisation Chart for Preliminary Test Pile Construction and

TestingAppendix C Debonding Casing Detail and Debonding Material Bituthene 3000 Product

Detail and Specification

Appendix D Illustrated Sequence for the Debonding Casing Installation

Appendix E Type of Bentonite Test and Procedures

Appendix F Koden Drilling Monitor Brochures and Photo

Appendix G Preliminary Test Pile T1 and T2 Instrumentation and Reinforcement DetailDrawing

Appendix H Vibrating Wire Strain Gauges Technical Specification

Appendix I Sequence of Bored Pile Reinforcement Cage Tandem Lifting

Appendix J Recording Sheet

Appendix K HBeam Column Design Calculation

Appendix L Diagrammatic Sequence for HBeam Column InstallationAppendix M Reaction Pile Design Calculation

Appendix N Tension Test Settting Up Layout Drawing for Preliminary Test Pile T1 and T2

Appendix O Loading Sequence for Preliminary Test Pile T1 and T2

Appendix P Tentative Schedule for Preliminary Test Pile Construction and Testing


4/103




EXTENSION

For Approval

REV 0

1. Introduction

Contract 156 North East Line Extension comprises of design, construction and completion of a1.6km long, fully underground rail transit system with one non civil defence MRT station andassociated tunnels. The C 156 project site interface with Marina Coastal Expressway project 482and 483 project.

This method statement presents the methodology of tension test for the Preliminary Test Pile on

T1 and T2 by using Reaction Pile Method.

1.1 SummaryOverviewforPreliminaryPileT1andT2

Preliminary test pile T1 and T2 which have being selected and approved by the Engineer andAuthority for the tension test. The intention test load for the preliminary test pile will be 3xWL,WorkingLoad, and, Table 1 shows the tabulated test load for T1 and T2 piles.

PileRefPileDia.(mm)

PileLength

(m)

BoreholeRef

WorkingLoad,WL

(kN)

PSF(kN)

TestLoad,

3xWL+PSF

(kN)

T1 1200 45.21 NS/023 4,035 Debonded 12,105

T2 1200 50.6 NS/015 4,049 Debonded 12,147

Table 1. T1 and T2 pile summary table

The objective of the test are to establish the ultimate skin friction due to uplift force imposed on thepile based on the design load at established socketing depth on Old Alluvium layer. The proposedlocation for the Preliminary Test Pile T1 and T2 installation will be on the reference boreholes, and,the aforesaid location and boreholes details can be referred in AppendixA.3. References2.1 References

WSH (Construction) Regulations 2007 Project Safety Manual Risk Assessment Singapore Code of Practice, CP4 LTAs Material & Workmanship Specification Clause 5.7 Civil Design Criteria For Road and Rail Transit Systems Clause 6 5 1~6 5 5


5/103




EXTENSION

For Approval

REV 0

i. List of Plant and Equipmentii. Boring and Installation of Preliminary Test Pile

iii. Tension Test Assembly and Testing Methodology

4.1 ListofPlantandEquipmentforPreliminaryTestPileConstruction

The plant and equipment to be deployed for the Preliminary Test Pile T1 and T2 construction arelisted in the Table 2.

No EquipmentDescription Capacity Units

1 Boring Rig BG 30 1

2 Hydraulic Crawler Crane 100 tons 1

3 Hydraulic Excavator 7m 1

4 Bentonite Silo 75m 3

5 Desander 100m/hr 16 Welding Machine 500 Amp 2

7 Sand Pump 15hp 2

8 Tremie Pipe 100 meter 1

9 Vibrohammer 10 tons 1

Table 2. List of Plant and Machineries for Preliminary Test Pile Construction.

4.2 BoringandInstallationofPreliminaryTestPile

The installation procedures for the Preliminary Test Pile cover on the following;

i. Setting Out of Pile Location by Surveyii. Installation of Temporary Casing

iii. Installation of Debonding Casingiv. Boring of Preliminary Test Pile

v. Cleaning and Desanding of Boreholesvi. Installation of Monitoring Instruments for Preliminary Test Pile

vii. Verticality Checkviii. Steel Reinforcement Cage Installation

ix. Concrete Installationx. HBeam Installation by PlungeIn Method


6/103

4.2.1.2Prior to

i. Oa

c

i

ii. Liii. C

b

Position

the settin

4.2.2 Ii. P

df

ii. Ic

Setborinoring, the fo

ffset survey

propriate

sing. The o

stallation p

evel the platheck the ver

oring.

he boring ri

g out bored

stallation

rebored to

epth of 1.5

om existing

stall tempo

sing install

PR

unitllowing step

ed pile posit

istances fro

ffset distan

ocess.

form for theticality of th

g at the desi

pile position

Figur

ofTempothe size of o

to 2m wh

ground leve

ary casing i

tion.

MET

LIMINAR

T2BYCONTRA

s will be car

ion in two p

the pile p

e will be s

boring rig be Kelly Bar

gnated locat

prior com

1. Setting

aryCasinuter diamet

ichever co

.

to ground

ODSTATTENSIONEACTIONT156:NO

EXTENS

ried out:

erpendicula

sition, to fa

ch that the

placing stef a boring r

ion to comm

encement o

ut pile posit

r temporar

es first gov

y vibroha

MENTFOTESTPILEILEMETH

RTHEASTION

directions

cilitate the i

se markers

el plates.g, by banks

ence boring

f boring wor

ion by surve

casing at t

rned by the

mer, and, Fi

T1ANDODLINE

y placing 2

stallation o

ill not be

man prior c

works, and,

ks.

y.

e set out pi

existing gro

gure 2 show

For App

REV

offset mark

f temporary

disturbed d

mmencem

Figure 1 sho

le position t

und water l

s the tempo

roval

0

rs at

steel

ring

nt of

w

o the

vel

ary


7/103




EXTENSION

For Approval

REV 0

iii. In control the verticality of Preliminary Test pile during boring works, a temporary casingwill be driven into the ground at minimum to a depth of exceeding the Fill layer or more ifrequires.

iv. The top of temporary casing will be raised above the ground at required level to attain thetrench stability at Factor of Safety 1.4. The trench stability calculation for every test pile willbe submitted in separate submission.

4.2.3Debonding

of

Preliminary

Test

Pile

T1

and

T2

In the proposed Preliminary Test Pile T1 and T2 design consideration, the piles requires to bedebonded from Fill Layer up to Top of Old Alluvium Layer. The main objective of debonding is toeliminate any shaft resistance contribution from soil parameter layer during the loading of the testpile by tension other than from Old Alluvium layer only. The general sequence for the debondingworks entails are as follows;

i. Preparation of Debonding Casingii. Installation of Debonding Casing

4.2.3.1 PreparationofDebondingCasing

The method proposed for the debonding of Preliminary Test Pile T1 and T2 is by debonding casingmethod. The material and preparation works involved prior installation of the debonding casingare as follows;

i. Provide 1200mm internal diameter casing with 10mm thick and the debonding length willbe provided up to the top of OA layer.

ii. The casing will be wrapped all round with proposed Bituthene 3000 debonding membranethat provides smooth surface that creates a debonding effect for the pile.

iii. In additional measures to prevent the inflow of concrete into the annular space duringconcrete placing, 5 layers of 1200mm x 25mm thick polystyrene plug will be installed at500mm above the bottom of the debonding casing. The polystyrene will be continuously

wrapped with the debonding membrane to prevent any damage to the polystyrene duringdebonding casing installation.

The debonding casing detail and the proposed debonding material, Bituthene 3000 product detailand specification can be referred inAppendixC.4 2 3 2 I t ll ti f D b di C i


8/103




EXTENSION

For Approval

REV 0

iii. Installed the 1200mm internal diameter debonding casing up to the final 1500mmdiameter borehole.

iv. Gradually press down the debonding casing with kelly bar by applying control pressureuntil the toe of the debonding casing reach the top or at minimum 300mm above the top ofOld Alluvium layer.

v. The 1200mm diameter debonding casing will be securely welded on to the outer temporary

casing.

vi. Change the drilling tools from 1500mm diameter to 1200mm diameter and continue boringto the required design toe level.

vii. The illustrated sequence for the debonding casing installation can be referred in AppendixD.

4.2.4 BoringofPreliminaryTestPile

The boring works procedure for the preliminary test pile T1 and T2 will be in accordance to theApproved Method Statement for Bored Pile Construction. Bentonite slurry will be used as thestabiliser fluid for the whole boring process. In addition to the works, various suitable types ofboring tools will be used, and, soil bucket or cleaning bucket will be deployed as the general soilcondition in C156 are primarily consists of clay and sand.

The general guidelines for the boring works for the Preliminary Test Pile are as follows;

i. The bentonite slurry level will be maintained at the recommended level tabulated and PEendorsed Trench Stability Calculation during the boring works.

ii. Soil sampling for the borehole will be collected at 2m interval from existing ground level upto the final founding level. The soil sample collected will be stored in soil sampling bag withclearly labelled by indicating the pile reference no, date and depth of the sample collected,The complete set of soil sample of individual bored pile will be kept in the proper soilsample storage area prepared.

iii. The bored hole will be measured with graduated measuring reinforced nylon Million tape.

4.2.5 CleaningandDesandingofBoreholes

The cleaning of the completed Preliminary Test Pile will be the combination of;


9/103




EXTENSION

For Approval

REV 0

iii. Confirm the depth of the borehole with QPSs site representative.

4.2.5.2 DesandingofBentoniteSlurry

The bentonite in the borehole which contains soil particles in suspension is pumped from thebottom of the trench by lowering of tremie pipe with submersible pump for desanding. Thisprocess will carry out after the final founding level has being achieved and counter check by QPSssite representative.

The submersible pump which securely is attached to the tremie pipes is lowered to the depth atinterval 30m depth. This method is to sequence the bentonite replacement every 30m depth byreplacing the first 30m bentonite with contains heavy suspended sand particles withfresh/treated bentonite. This preference method is to reduce the overload pumping effect to thesubmersible pump. Increased of the pump depth next 30m will be taken effect after the sand or soilparticles coming out from the desander mesh screen is minimal. This process will continue byextending the tremie pipe further until the submersible pumps toe base is 500mm above the finalfounding toe level.

Upon completion of the desanding works, the bentonite slurry will be extracted out from theboreholes by using bentonite sampler which is shown below in Figure 3.

Figure 3. Bentonite sampler

The type bentonite tests that should be carried out on to determine the bentonite slurry extractedfrom boreholes are;

i. Viscosityii Density


10/103




EXTENSION

For Approval

REV 0

Properties RangeofResults(at Singapore Temperature)

TestMethod

Viscosity 30 90 sec Marsh cone methodDensity 1.02 ~ 1.35 g/cm3 Mud density balance

PH 9.0 12.0 PH indicator paper stripsSand Content Less than 5 % Sand Content Kit

Table 3. Bentonite Test Criteria.

4.2.5 IndependentVerticalityandDepthMonitoring

It is utmost important the verticality of pile to be maintain within the tolerance during the boring fromground level up to the final founding level. At the end of desanding works, the Koden drilling monitorDM 682 or 684 will be utilised to provide an additional and independent quality assurance on pileverticality. The technical brochure and photos of Koden drilling monitor is enclosed in AppendixF.4.2.6 InstallationMonitoringInstrumentationforPreliminaryTestPile

Monitoring instrumentation will be installed on Preliminary Test Pile T1 and T2. The type ofmonitoring instruments that will be installed on preliminary test pile T1 and T2 are;

i. Vibrating Wire Strain Gauges, and,ii. Telltale rods.

TellTale rods and Vibrating Wire Strain Gauges will be installed in T1 and T2 at predeterminedlevels based on the approved design. As requires, the telltale rods will be assembled at;

i. Top of Old Alluvium.ii. Pile Toe

In the Preliminary Test Pile T1, The detail layout for the position and level for the two mentionedmonitoring instruments, with inclusive of reinforcement detail for the Preliminary Test Pile T1 andT2, can be clearly referred in AppendixG.4.2.6.1 VibratingWireStrainGauge(VWSG)

The vibrating wire principle of measuring the strain is based on the fact that the natural frequencyof vibration of the taut wire, restrained at both ends, varies with the square root of the tension inthe wire. Each of the VWSG will be installed by tying to the T13x1000mm reinforcement bar andsecurely spot welded to the main reinforcement bar. The wire sensor is placed on top of the VWSGbefore potting the assembly in epoxy in a rubber hose. The signal cables for all the VWSG will be


11/103




EXTENSION

For Approval

REV 0

4.2.6.2 Tell-TaleRodExtensometer

Telltale rod extensometer assembly consists of a 6mm diameter stainless steel rod which attachedto a fixed anchor point in the pile, and, placed within a protective 13mm internal diameter GI pipes.As the pile undergoing tension during loading, the inner steel rod remains free in the protectivesteel pipe. Two Linear Vertical Displacement transducers will be used will to monitor themovement of the telltale extensometers. The GI pipes will be securely tied in position to the steelreinforcement cage with galvanised wire or cable tie. The GI pipes will be further sealed from

cement inclusion at the bottom with end cap and masking tape on the top.

4.2.7 PreliminaryTestPileSteelReinforcementCage

4.2.7.1 FabricationofReinforcementCage

The Contract C 486 Bored Piles reinforcement cage will be prefabricated in the factory and will beclearly marked for identification prior concreting works. The reinforcement cage will be fabricatedin accordance to the Approved Construction Drawing. Internal transfer will be provided if deemed

necessary.

4.2.7.2 SiteDeliveryofReinforcementCage

The delivery of reinforcement cage to site will be 5 days in advance prior the boring of thePreliminary Test Pile. This lag time is for the monitoring instrumentation VWSG and Telltale installation works. The reinforcement cage will be stored at the nearest location to the boredlocation, provided, the reinforcement cage is raised above the ground by placing 4x4 timberbelow. A stopper should be provided by means of chamfered timber to prevent the reinforcementcage from rollover.

4.2.7.3 InstallationofReinforcementCage

The installation of the Bored Pile reinforcement cage is explained as follows;

i. Weld main bars with main links at the top of the reinforcement cage and use Uclips to holdthe main bars and main links together for lifting purposes during installation.

ii. Hook the wire sling with shackles onto the main links.

iii. Use the spreader beams (with wire sling) to hoist the reinforcement cage and lower into theborehole.

iv. The bored pile reinforcement cage will tandem lifted by single crane. AppendixIshows the


12/103




EXTENSION

For Approval

REV 0

viii. Hoist the subsequent reinforcement cage and lap the reinforcement cages using Uclips atalternate main bars.

ix. Place additional Uclips at the section of the reinforcement cages where the main liftingpoint is located, if necessary.

x. Repeat the above procedure for other reinforcement cages.

xi. Forlastreinforcementcage,xii. Support the reinforcement cage on the temporary steel casing with the short rebar (same

procedure as lapping).

xiii. Dislodge the wire sling with shackles from the main links.xiv. Hoist the hangers (made up of a hook at the top and different lengths of the reinforcement

depending on depth of the cutoff level of the bored pile) to the reinforcement cage.

xv. Use uclips or weld the hangers to the starter bar of the reinforcement cage.xvi. Hoist and lower the hangers together with the reinforcement cages to the designated depth.

xvii. Suspend the reinforcement cages at the minimum of 100mm above the final founding depthby hooking the hanger onto the temporary steel casing at the top. This is to secure thereinforcement cage in position and maintain the verticality of the reinforcement cageduring concreting works.

4.2.8 ConcreteInstallation

The concrete placing for the bored pile will conform to the M&W Specification Clause 5.2.2.6. Theprocedures and sequence of concrete placement are summarised as follows;

i. Use a tremie pipe of diameter of minimum 250mm and for concreting bored pile.

ii. Join the sections of the tremie pipe prior to lowering it into the borehole.

iii. Lower the tremie pipe into the borehole until 300 mm above the level to facilitate flow ofconcrete.

iv. Place the amount of vermiculite required to have an approximate height of 400mm in thetremie pipe.

v. Place the vermiculite in the tremie pipe prior to discharging the concrete. This is to


13/103




EXTENSION

For Approval

REV 0

viii. The actual concrete level measured will be plotted in the depth versus concrete volumegraph which attached in AppendixJ, and, the actual concrete volume lines shall compareswith the theoretical concrete volume line.

ix. Tremie pipe will be withdrawn from the borehole as the concrete level rises. This is tofacilitate the flow of concrete. However, it is important to note that the tremie pipe is to beembedded not less than 3m below the concrete level.

x. Dismantle the tremie pipe from the top, section by section.xi. Pump the bentonite slurry back to the storage silos by a submersible pump when the

bentonite slurry is displaced by the volume of concrete. However, it is important to notethat the pumping rate of the bentonite slurry shall not be exceeding extensively from thedischarging rate of the concrete. The level of stabilizing fluid, bentonite slurry shall bemaintained at an appropriate level to prevent collapse of the borehole during concretingworks.

xii. Terminate the concreting works when the concrete level in the Preliminary Test Pile once

fresh good quality concrete overflows from casing top. Topping up of concrete shouldfollows after the temporary casing extraction as the concrete level might drop at depthbelow the casing top.

xiii. The temporary casing will be extracted out by using vibrohammer until the remaining 2meter length casing sink into the ground. It is important that the leftin casing is keptwithin tolerance during the process.

xiv. Any vibration or boring works is to be avoided at minimum distance of 5 times pile

diameter from a newly casted pile within 24 hours after casting.

4.2.9 H-BeamInstallationbyPlunge-InMethod

In the proposed Preliminary Tension Test Pile, HBeam will be casted into the preliminary test pileto provide an anchoring to the pile during increment of load. The HBeam is design with sufficientbonding length with additional shear studs installed to withstand the ultimate testing load. Thenumbers and coverage length requires for the shear stud will based on the endorsed design

calculation as attached inAppendixK.

The sequences for the HBeam installation by plungein method are as follows;

i. The concrete casting will proceed continuously until good quality fresh concreteoverflows out from the casing top.


14/103




EXTENSION

For Approval

REV 0

v. Once the temporary outer casing had being removed, HBeam will be lifted up by tandemlifting and plunge into the Preliminary Test Pile and embedded into the required depthbased on the submitted Engineers design calculation.

vi. During the HBeam installation, the verticality and positioning of the HBeam will besolely control by the HBeam casing guide which have preinstalled into the top of thesteel cage. The detail of the HBeam guide casing can be referred in AppendixGandI.

vii. The Hbeam will securely support and welded to the temporary supporting beam.

viii. Proper barricades surrounding the test pile shall be provided to prevent any interferenceto the test pile.

ix. The diagrammatic sequence for the Hbeam installation can be referred in AppendixL.5. TensionLoadTestMethodology

5.1List

of

Plant

and

Equipment

for

Tension

Test

Setting

Up

Table 2 shows the list of Plant and Equipment for Tension Test Setting Up Works.


1 Hydraulic Crawler Crane 80 tons 1

2 Welding Machine 500 Amp 2

3 Generator Set 50kVA 2

4 Hydraulic Jack 1000 2

5 Load Cell 1000 2

6 Dial Gauge Mitoyo 2


7 Dumpy Level Sokkia 1

8 Hydraulic Pump Enerpac 1

9 Linear Vertical Displacement Transducers 2

10 Main Girder Beam 2 nos

11 Bearing Plate 4 pcs


15/103




EXTENSION

For Approval

REV 0

loading process, and, the reaction piles installed at each opposite sides will resist the resultantcompression load from the main girder beam during loading.

The main general preparation works for the Tension Load Test Assembly are as follows;

i. Installation of Reaction Pilesii. Assembling Works for Tension Load Test

5.2.1Installation

of

Reaction

Piles

Two reaction piles of sufficient capacity will be installed either side of the test pile to resist theresultant compression loads. These piles will be concreted up to minimum 1m above the groundlevel and will bear against the reaction beam. The reaction piles will be installed at distance of 3times the preliminary test pile diameter.

At final preparation, a steel bearing plate will be set centrally on top of the reaction pile and themain girder will be placed on top of the bearing plate.

The required pile diameter size, reinforcement detail and pile length for the reaction pile can bereferred inAppendixM.5.2.2 AssemblingWorksforTensionLoadTest

The sequences of assembling tension load test setup are as follows;

i. A suitable platform will be prepared over the working area of the test. This will aid thestability and accurate assembly of the test setup.

ii. The main reaction beam(s) are then carefully aligned and levelled to ensure that thebeampile head loading points are in the same vertical axis.

iii. Placed the two main reaction beams parallel each at opposite position with a space of minimum100mm from edge of the main reaction beams to the edge of the HBeam, and, securely lay onthe Reaction Pile which overlain with 4 steel bearing plate.

iv. Transfer frame will be welded to the HBeam based on the proposed Professional Engineerdesign.

v. Place hydraulic jack under the transfer frame with an allowance for load cell installation.

vi. Tilting plates will be placed on top of the load cells to provide equilibrium balance during the


16/103




EXTENSION

For Approval

REV 0

without leakage. All measuring instruments used in the test shall be calibrated andcertified.

Figure 4. Dual Jack methods for the Preliminary Tension Test Pile.

Figure 5. Plan view of dual jack arrangements for Preliminary Tension Test Pile

i. The pump unit shall be connected to the Hydraulic Jacks.

ii. As the same pump unit is used, the pressure applied to the two jacks should beequal.

iii. The load applied to the test pile is therefore the sum of the product of the Jack RamArea and the pressure applied.

Hydraulic

Jack


17/103




EXTENSION

For Approval

REV 0

Figure 6. Ruler installed for measuring the pile head movement

Dial Gauge Method

Two dial gauges will be supported by rebar that welded to the preliminary test pile casingas in Figure 7.

Figure 7. Installation of dial gauges on pile head


18/103




EXTENSION

For Approval

REV 0

9. Records

The settlement data collected during the testing period will be recorded in the SettlementRecording sheet which is attached in AppendixJ.10. LoadingSequence

Loading Sequence for the Preliminary Test Pile shall be complied with LTAs M&WSpecification clause 5.7.14 5.1.18.3, and, the loading sequence for Preliminary Test pileT1 and T2 can be referred at AppendixO.11. ScheduleforPreliminaryTestPileT1andT2Construction

The tentative schedule for the Preliminary Test Pile Construction and Testing is attachedinAppendixP.

12. SafeWorkProcedures

Ensured that Daily Tool Box Meeting with related topics concerning the works isconducted for all the workers involved on the works.

Ensured that all the workers are equipped with proper Personal Protective Equipmentor PPE (Safety Boots, Safety Vest, Safety Helmet, Safety Glass, and Ear Plug for

hacking works, Hand Glove, Dust Mask for hacking works, Safety Harness forworking at height more than 3 meter).

Ensured that the Site Engineers, Safety Supervisor and Site Foreman are informed onthe risk involved on the works and the necessary safety prevention to be taken asstated in the Risk Assessment which is attached inAppendixQ.

Ensured that proper working platforms and safety harness are provided securely fixedto the base and attached to lifeline at all the time during the works.

Ensured that the excavated trench/holes are properly barricaded and securely coverwhen deemed necessary.

Ensured that the Lifting Gears are check for any defects and colour coded inaccordance to the colours month.


19/103




EXTENSION

For Approval

REV 0

APPENDIX


20/103




EXTENSION

For Approval

REV 0

AppendixA

LocationandReferenceBoreholeforPreliminaryTestPileT1anT2


21/103


22/103


23/103


24/103


25/103


26/103


27/103

METHOD STATEMENT FOR


28/103


T2BYREACTIONPILEMETHODCONTRACT156:NORTHEASTLINE

EXTENSION

For Approval

REV 0

AppendixB

SiteOrganisationChartforPreliminaryTestPileConstructionandTesting


29/103

CONTRACT156- NORTHEASTLINEEXTENSION

SITEORGANISATIONCHARTFORPRELIMINARYTESTPILECONSTRUCTION

MainContractor:

Construction Analysis

Design Manager

YounMan

Hyun

Construction Manager

HP: 92344499

SongTaeWon

HP: 92344488

HsanWynn

Geotechnical Engineer

AndyKangSenior Engineer

Sub- Contractor:

PhangKianKok

HP: 91683932Technical Manager

ConcretingTeam BoringTeam Setting-Up

GeoEngConsultantsDR Ng Tion Guan

P: 65466318

HP: 81688954

Senior Engineer Safety Supervisor

HP: 92439604

TinAungTun

Team

HP: 91738975

SongJuHunProject Manager

TestPile

Ramasamy

HP: 91384320

ParkInHoConstruction Manager

HP: 83765209

METHOD STATEMENT FOR For Appro al


30/103



EXTENSION

For Approval

REV 0

AppendixC

DebondingCasingDetailandDebondingMaterialBituthene3000ProductDetailandTechnical

Specification


31/103


32/103

BITUTHENE

3000 ANDBITUTHENE LOW TEMPERATURE

Self-adhesive, rubberized asphalt/polyethylene water-

proofing membranes for basements and sub-structures

Grace Below Grade Waterproofing

Product Advantages

Waterproof

Ripcord

split release on demandfasterapplication in the straight-aways, ease of

membrane positioning in detailed areas

UseBituthene is ideal for waterproofing concrete,

masonry and wood surfaces where in-service

temperatures will not exceed 130F (54C). It can

be applied to foundation walls, tunnels, earth shel-

tered structures and split slab construction, bothabove and below grade. (For above grade applica-

tions, seeAbove Grade Waterproofing Bituthene

3000 and Bituthene Low Temperature.)

Bituthene is 116in. (1.5 mm) thick, 3 ft (0.9 m)

wide and 66.7 ft (20 m) long and is supplied in

rolls. It is unrolled sticky side down onto concrete

slabs or applied onto vertical concrete faces

primed with Bituthene Primer WP-3000, Primer

B2 or Primer B2 LVC. Continuity is achieved byoverlapping a minimum 2 in. (50 mm) and firmly

rolling the joint.

DescriptionBituthene 3000 and Bituthene Low Temperature

are self-adhesive, rubberized asphalt/polyethylene

waterproofing membranes used in basements and

sub-structures.

Advantages Waterproofhigh hydrostatic head resistance

Cross laminated filmprovides dimensional

stability, high tear strength, puncture and impact

resistance

Cold appliedno flame hazard; self-adhesive

overlaps ensure continuity

Chemically resistantprovides effective

external protection against aggressive soils and

ground water

Flexibleaccommodates minor settlement and

shrinkage movement

Controlled thicknessfactory made sheet

ensures constant, non-variable site application

Wide application window

Bituthene Low Temperaturesurface and

ambient temperatures between 25F (-4C)

and 60F (16C)

Bituthene 3000 surface and ambient temper-

atures at 40F (5C) or above

Hydroduct 220 onHydroduct Tape

Bituthene WP-3000,Primer B2 or PrimerB2 LVC

Bituthene 3000

Hydroduct

Bituthene is extremely flexible. It is capable of

b id i h i k k i h d ill

Apply Bituthene Primer B2 in dry weather

b ( ) ( d i f


33/103

bridging shrinkage cracks in the concrete and will

accommodate minor differential movement

throughout the service life of the structure.

Application ProceduresSafety, Storage and Handling Information

Bituthene products must be handled properly.

Vapors from solvent-based primers and mastic are

harmful and flammable. For these products, the

best available information on safe handling,

storage, personal protection, health and environ-

mental considerations has been gathered. Material

Safety Data Sheets (MSDS) are available at

graceconstruction.com and users should acquaint

themselves with this information. Carefully read

detailed precaution statements on product labels

and the MSDS before use.

Surface Preparation

Surfaces should be structurally sound and free of

voids, spalled areas, loose aggregate and sharp

protrusions. Remove contaminants such as grease,

oil and wax from exposed surfaces. Remove dust,

dirt, loose stone and debris. Concrete must be

properly dried (minimum 7 days for normalstructural concrete and 14 days for lightweight

structural concrete).

If time is critical, Bituthene Primer B2 or

Bituthene Primer B2 LVC may be used to allow

priming and installation of membrane on damp

surfaces or green concrete. Priming may begin

in this case as soon as the concrete will main-

tain structural integrity.Use form release agents

which will not transfer to the concrete. Removeforms as soon as possible from below horizontal

slabs to prevent entrapment of excess moisture.

Excess moisture may lead to blistering of the

membrane. Cure concrete with clear, resin-based

curing compounds which do not contain oil, wax

or pigment. Except with Primer B2 or Primer B2

LVC, allow concrete to thoroughly dry following

rain. Do not apply any products to frozen concrete.

Repair defects such as spalled or poorly consoli-

dated areas. Remove sharp protrusions and form

match lines. On masonry surfaces, apply a parge

coat to rough concrete block and brick walls or

trowel cut mortar joints flush to the face of the

concrete blocks

above 25F (-4C). (See separate product infor-

mation sheet.)

Priming

Apply Bituthene Primer WP-3000 by spray or

roller at a coverage rate of 500600 ft2/gal

(1215 m2/L). Allow to dry one hour or untilconcrete returns to original color.

Apply Bituthene Primer B2 by a lambs wool

roller at a coverage rate of 250350 ft2/gal

(68 m2/L). Allow primer to dry one hour or

until tack-free.

Apply Bituthene Primer B2 LVC by a lambs

wool roller at a coverage rate of 325425 ft2/gal

(7.510 m2/L). Allow primer to dry one hour or

until tack free.

Dry time may be longer in cold temperatures.

Reprime areas if contaminated by dust. If the

work area is dusty, apply membrane as soon as

the primer is dry.

Do not apply any primer to Bituthene

membrane.

Corner Details

The treatment of corners varies depending on thelocation of the corner. For detailed information on

Bituthene Liquid Membrane, see separate product

information sheet.

At wall to footing inside corners

Option 1: Apply membrane to within 1 in.

(25 mm) of base of wall. Treat the inside corner

by installing a 34in. (20 mm) fillet of Bituthene

Liquid Membrane. Extend Bituthene Liquid

Membrane at least 212in. (65 mm) onto footing,

and 212in. (65 mm) onto wall membrane.

Option 2:Treat the inside corner by installing a34in. (20 mm) fillet of Bituthene Liquid

Membrane. Apply 12 in. (300 mm) wide strip of

sheet membrane centered over fillet. Apply wall

membrane over inside corner and extend 6 in.

(150 mm) onto footing. Apply 1 in. (25 mm)

wide troweling of Bituthene Liquid Membraneover all terminations and seams within 12 in.

(300 mm) of corner.

At footings where the elevation of the floor slab

is 6 in. (150 mm) or more above the footing,

treat the inside corner either by the above two

Protection of Membrane

P t t Bit th b t id d

Application on Horizontal Surfaces

(N t P f li d b


34/103

Protect Bituthene membranes to avoid damage

from other trades, construction materials or back-

fill. Place protection immediately in temperatures

above 77F (25C) to avoid potential for blisters.

On vertical applications, use Hydroduct 220

Drainage Composite. Adhere Hydroduct 220Drainage Composite to membrane with Hydrod-

uct Tape. Alternative methods of protection are

to use 14in. (6 mm) asphalt impregnated board

or 1 in. (25 mm) extruded polystyrene. Such

alternatives do not provide positive drainage to

the system. Adhere protection board with an

adhesive or Hydroduct Tape.

In mud slab waterproofing, or other applications

where positive drainage is not desired andwhere reinforced concrete slabs are placed over

the membrane, the use of14in. (6 mm) hard-

board or 2 layers of18in. (3 mm) hardboard is

recommended.

Insulation

Always apply Bituthene membrane directly to

primed or conditioned structural substrates.

Insulation, if used, must be applied over the

membrane. Do not apply Bituthene membranes

over lightweight insulating concrete.

Backfill

Place backfill as soon as possible. Use care during

backfill operation to avoid damage to the water-

proofing system. Follow generally accepted

practices for backfilling and compaction. Backfill

should be added and compacted in 6 in. (150 mm)

to 12 in. (300 mm) lifts.For areas which cannot be fully compacted, a

termination bar is recommended across the top

termination of the membrane.

Placing Steel

When placing steel over properly protected

membrane, use concrete bar supports (dobies) or

chairs with plastic tips or rolled feet to prevent

damage from sharp edges. Use special care when

using wire mesh, especially if the mesh is curled.

Approvals City of Los Angeles Research Report RR 24386

U.S. Department of Housing and Urban Devel-

opment (HUD) HUD Materials Release 628E

(Note: Preprufepre-applied membranes are

strongly recommended for below slab or for any

application where the membrane is applied before

concreting. See Preprufe product information

sheets.)

Apply membrane from the low point to the highpoint so that laps shed water. Overlap all seams at

least 2 in. (50 mm). Stagger all end laps. Roll the

entire membrane firmly and completely as soon as

possible. Use a linoleum roller or standard water-

filled garden roller less than 30 in. (760 mm)

wide, weighing a minimum of 75 lbs (34 kg) when

filled. Cover the face of the roller with a resilient

material such as a 12in. (13 mm) plastic foam or

two wraps of indoor-outdoor carpet to allow themembrane to fully contact the primed substrate.

Seal all T-joints and membrane terminations with

Bituthene Liquid Membrane at the end of the day.

Protrusions and Drains

Apply membrane to within 1 in. (25 mm) of the

base of the protrusion. Apply Bituthene Liquid

Membrane 0.1 in. (2.5 mm) thick around protru-

sion. Bituthene Liquid Membrane should extend

over the membrane a minimum of 212in. (65 mm)and up the penetration to just below the finished

height of the wearing course.

Vertical Surfaces

Apply membrane in lengths up to 8 ft (2.5 m).

Overlap all seams at least 2 in. (50 mm).

On higher walls apply membrane in two or more

sections with the upper overlapping the lower by

at least 2 in. (50 mm). Roll all membrane with a

hand roller.

Terminate the membrane at grade level. Press the

membrane firmly to the wall with the butt end of a

hardwood tool such as a hammer handle or secure

into a reglet. Failure to use heavy pressure at

terminations can result in a poor seal. A termina-

tion bar may be used to ensure a tight seal.

Terminate the membrane at the base of the wall if

the bottom of the interior floor slab is at least 6 in.(150 mm) above the footing. Otherwise, use

appropriate inside corner detail where the wall and

footing meet.

Membrane Repairs

Patch tears and inadequately lapped seams with

Supply


35/103

Physical Properties for Bituthene Membrane

Property Typical Value Test Method

Color Dark gray-black

Thickness 116in. (1.5 mm) nominal ASTM D3767method A

Flexibility, 180 bend over 1 in. Unaffected ASTM D1970

(25 mm) mandrel at -25F (-32C)

Tensile strength, membrane, die C 325 lbs/in.2 (2240 kPa) minimum ASTM D412 modified1

Tensile strength, film 5,000 lbs/in.2 (34.5 MPa) minimum ASTM D882 modified1

Elongation, ultimate failure 300% minimum ASTM D412 modified1

of rubberized asphalt

Crack cycling at -25F (-32C), Unaffected ASTM C836

100 cycles

Lap adhesion at minimum 3000: 4 lbs/in. (700 N/m) ASTM D1876 modified2

application temperature Low Temp: 5 lbs/in. (880 N/m)

Peel strength 9 lbs/in. (1576 N/m) ASTM D903 modified3

Puncture resistance, membrane 50 lbs (222 N) minimum ASTM E154

Resistance to hydrostatic head 200 ft (60 m) of water ASTM D5385

Permeance 0.05 perms (2.9 ng/m2

sPa) maximum ASTM E96, section 12water methodWater absorption 0.1% maximum ASTM D570

Footnotes:1. The test is run at a rate of 2 in. (50 mm) per minute.2. The test is conducted 15 minutes after the lap is formed and run at a rate of 2 in. (50 mm) per minute at 40F (5C).3. The 180 peel strength is run at a rate of 12 in. (300 mm) per minute.

Bituthene 3000 or

Bituthene Low Temperature 3 ft x 66.7 ft roll (200 ft2) [0.9 m x 20 m (18.6 m2)]

Roll weight 83 lbs (38 kg) gross

Palletization 25 rolls per pallet

Storage Store upright in dry conditions below 95F (+35C).

Ancillary ProductsBituthene WP-3000 5 gal (18.9 L) pail/24 pails per pallet

Bituthene Primer B2 5 gal (18.9 L) pail/48 pails per pallet

Bituthene Primer B2 LVC 5 gal (18.9 L) pail/48 pails per pallet

Bituthene Liquid Membrane 1.5 gal (5.7 L) pail/100 pails per pallet or 4 gal (15.1 L) pail/24 pails per pallet

Hydroduct Tape 1 in. x 200 ft (2.5 cm x 61.0 m) roll/6 rolls per carton

Bituthene Mastic Twelve 30 oz (0.9 L) tubes/carton or 5 gal (18.9 L) pail/36 pails per pallet

Equipment by others: Soft broom, utility knife, brush or roller for priming

SHEET WATERPROOFING 07 13 00


36/103

1. Product Name Bituthene Waterproofing Systems Hydroduct Drainage Composites

2. ManufacturerGrace Construction Products62 Whittemore AvenueCambridge, MA 02140

(866) 333-3SBM (3726)Fax: (617) 498-4311www.graceconstruction.com

3. Product Description

BASIC USE

Bituthene waterproofing systems andHydroduct drainage composites are used inpositive-side waterproofing applications overconcrete, masonry and wood surfaces. Theyare used in new construction and retrofit appli-cations. Typical applications include founda-tion walls, tunnels, earth sheltered structures,and split slab construction such as plaza areas

and parking decks. Interior uses includemechanical rooms, laboratories and kitchens.

COMPOSITION & MATERIALS

The Bituthene waterproofing systems consistof several waterproofing membranes andcompatible accessory products and arecomplemented by the use of the appropriateHydroduct drainage composite.

The Bituthene membranes are available inrolls, interwound with a disposable silicone

treated release sheet. The volatile organiccompound (VOC) content of all Bituthenemembranes is 0 g/L.

Bituthene System 4000 WaterproofingMembrane is a factory made composite witha thickness of 0.060" (1.5 mm) consisting of0 004" (0 1 ) f l i t d l

4000 Waterproofing Membrane. Its VOC con-tent is 125 g/L.

Bituthene 3000 and Bituthene LowTemperature Membranes are factory madecomposites with a thickness of 0.060"(1.5 mm). These products consist of 0.056"(1.4 mm) of self-adhesive rubberized asphaltand 0.004" (0.1 mm) of cross-laminated, highdensity polyethylene film.

Hydroduct drainage composites consist ofdimpled, high impact polystyrene cores and fil-ter fabrics designed to provide positivedrainage and membrane protection. The VOCcontent of all Hydroduct products is 0 g/L.

Hydroduct 220 Drainage Composite is usedfor vertical applications over Bituthene water-proofing membranes.

Hydroduct 660 Drainage Composite is usedfor all horizontal applications.

Hydroduct 200 is intended for areas whichare not waterproofed. Hydroduct 225Drainage Composite incorporates a moldedpolyvinyl chloride core and is intended forareas requiring heat or hydrocarbon resist-ance.

COMPATIBILITY

Apply waterproofing membrane directly tostructural surfaces. Bituthene membranes canbe used over EPS wall forming systems if the

additional guidelines in Technical Letter 18,Insulated Wall Forming Systems, are fol-lowed.

Bituthene membranes are compatible withaged asphalt and coal tar products.

Bituthene membranes are incompatiblewith creosote, pentachlorophenol, linseed oiland materials containing polysulfide polymer.

The rubberized asphalt component ofBituthene membranes is not compatible with

flexible PVC or rubber sheet membranes.Do not apply Bituthene membranes over

materials containing petroleum solvents, fuelsor oils. Joint sealants containing solvents mustbe fully cured prior to Bituthene membraneapplication. Refer to Technical Letter 10,Chemical Compatibility with Other

Regulations limit the VOC content in productsclassified as Architectural Coatings. Refer toTechnical Letters on manufacturers websitefor the most current list of allowable limits.

Bituthene Primer WP-3000 is a water basedlatex primer used to prime all concrete,masonry and wood surfaces. Its VOC contentis 110 g/L.

Bituthene Primer B2 is a black, rubber basedprimer in solvent used to prime all concrete,masonry and wood surfaces. In addition, itspatented formulation promotes the adhesionof Bituthene membranes to green concreteand damp surfaces. Its VOC content is 440g/L.

Bituthene Deck Prep Surface Treatment isa low viscosity, 2-component, asphalt-modi-fied coating used to smooth and level roughdecks prior to installing the Bituthene water-proofing membrane. Its VOC content is 10 g/L.

Bituthene Liquid Membrane is a 2-compo-nent, cold applied trowel grade waterproof-ing material used to flash corners, form filletsand detail hard-to-reach areas. Its VOC con-tent is 10 g/L.

Bituthene Mastic is a rubberized asphaltbased mastic used to seal membraneterminations. Its VOC content is 200 g/L.

Hydroduct Tape is a 2-sided, highly aggres-sive adhesive tape that is specially formulat-ed to adhere Hydroduct drainage compos-ites or expanded or extruded polystyreneprotection board to the membrane. Its VOCcontent is 61 g/L.

LIMITATIONS

Do not apply Bituthene membranes in areaswhere they will be permanently exposed tosunlight, weather or traffic.

Bituthene membranes are not recom-

mended as pond liners or as tank linersexcept when installed between 2 concreteslabs.

Bituthene strips over joints in T-beam struc-tures will not provide complete waterproof-ing. For these structures, 9" (225 mm) stripsover properly cured and sealed joints fol

Grace Construction Products



37/103

All Hydroduct drainage composites shouldbe promptly covered. Do not leave drainageexposed to sunlight for more than 2 weeks.Motor vehicles, construction equipment andother trades should not be allowed directly onthe drainage composites.

Protect Bituthene membranes from UV orsite damage immediately after installation or24 hour flood test. Backfilling or installation ofthe wearing course should be completed assoon as possible.

4. Technical Data

APPLICABLE STANDARDS

ASTM International ASTMC366 Standard Test Methods for

Measurement of Thickness of Sandwich Cores ASTM C836 Standard Specification for High

Solids Content, Cold Liquid-Applied

Elastomeric Waterproofing Membrane forUse with Separate Wearing Course

ASTM D412 Standard Test Methods forVulcanized Rubber and ThermoplasticRubbers and Thermoplastic Elastomers-Tension

ASTM D570 Standard Test Method for WaterAbsorption of Plastics

ASTM D882 Standard Test Method for TensileProperties of Thin Plastic Sheeting

ASTM D903 Standard Test Method for Peelor Stripping of Adhesive Bonds

ASTM D1621 Standard Test Method forCompressive Properties of Rigid CellularPlastics

ASTM D1876 Standard Test Method for PeelResistance of Adhesives (T-Peel Test)

ASTM D1970 Standard Specification for Self-Adhering Polymer Modified BituminousSheet Materials Used as Steep Roofing

Underlayment for Ice Dam Protection ASTM D3767 Method A - Standard Practice

for Rubber-Measurement of Dimensions ASTMD3776 Standard Test Methods for

Mass Per Unit Area (Weight) of Fabric ASTM D4491 Standard Test Methods for

Water Permeability of Geotextiles by

ASTM D4751 Standard Test Method forDetermining Apparent Opening Size of aGeotextile

ASTM D4833 Standard Test Method forIndex Puncture Resistance of Geotextiles,Geomembranes, and Related Products

ASTM D5385 Standard Test Method forHydrostatic Pressure Resistance ofWaterproofing Membranes

ASTM E96 Standard Test Methods for WaterVapor Transmission of Materials

ASTM E154 Standard Test Methods for WaterVapor Retarders Used in Contact with EarthUnder Concrete Slabs, on Walls, or asGround Cover

APPROVALS

City of Los Angeles Research Report RR24386

U.S. Department of Housing and Urban

Development (HUD) HUD Materials Release628E

Miami Dade, NOA 03-0630.04

SPECIFICATIONS

American Railway Engineering AssociationChapter 29-2-4

Federal Construction Guide SpecificationFCGS-07111

General Service Administration (GSA) GSA-PBS 07115

National Railroad Passenger Corporation(Amtrak) Section 7.02

AIA MASTERSPEC Section 07100 U.S. Army Corps of Engineers CEGS-07111 U.S. Department of the Navy NFGS-07111 U.S. Department of Veterans Affairs

H-08-1 Section 07113

PHYSICAL PROPERTIES

Bituthene waterproofing membranes conform

to the physical property and typical values list-ed in Tables 1 and 3. Hydroduct drainage com-posites conform to the physical property andtypical values in Table 2.

5. Installation

Carefully read detailed precaution statementson product labels and MSDS before use, orcontact Grace Construction Products.

STORAGE & HANDLING

Protect all materials from rain and physicaldamage. Do not double stack pallets ofmembrane on the jobsite. Provide tarpaulincover on top and all sides, allowing for ade-quate ventilation. Store membrane where

temperatures will not exceed 90 degrees F(32 degrees C) for extended periods. In lowtemperature conditions, the membraneshould be stored above 40 degrees F(5 degrees C) to promote good adhesion.Store all products in a dry area away fromhigh heat, flames or sparks. Store only asmuch material at point-of-use as required foreach days work.

PREPARATORY WORK

Surface ConditionConcrete must be smooth, monolithic andfree of voids, spalled areas, loose substrateand sharp protrusions, dirt and debris, andmust contain no visible coarse aggregate.Repair defects such as spalled or poorly con-solidated areas. Use Bituthene Deck PrepSurface Treatment to smooth and level roughconcrete decks. Remove sharp protrusionsand form match lines.

CuringConcrete must be cured a minimum of 7 daysfor normal structural concrete and 14 days forlightweight structural concrete. If concrete isplaced over a nonvented metal deck, therequired curing time is doubled. Use formrelease agents that will not transfer to the con-crete. Remove forms as soon as possible frombelow horizontal slabs to prevent entrapment

of excess moisture. Excess moisture can lead toblistering of the membrane. Cure concretewith clear, resin based curing compounds con-taining no oil, wax or pigment. Allow concreteto thoroughly dry following rain.

On masonry surfaces, apply a parge coatto rough concrete block and brick walls or




38/103

(-4 degrees C) Apply Bituthene 3000 Membrane only in dry

weather when air and surface temperaturesare above 40 degrees F (5 degrees C)

Bituthene Low Temperature Membranecan be used at temperatures above25 degrees F (-4 degrees C) and up to60 degrees F (16 degrees C)

Cover the membrane immediately in tem-peratures above 77 degrees F (25 degreesC) to reduce potential for blistering

Apply Bituthene System 4000 SurfaceConditioner and other accessory productsnot listed below in dry weather above25 degrees F (-4 degrees C)

Apply Bituthene Primer WP-3000 in dryweather above 40 degrees F (5 degrees C)

Do not apply products to frozen concrete

APPLICATION

Surface ConditionerBituthene System 4000 Surface Conditioner issupplied ready to use. Do not dilute with wateror solvents. Spray surface conditioner uniformlyto substrate at a rate of 300 ft 2/gal (7.5 m2/L).Use appropriate sprayer and nozzle.

Allow surface conditioner to dry completelyand thoroughly prior to membrane application.The surface conditioner is considered dry whenthe substrate returns to its original color. To test

for dryness, rub small conditioned area by

hand. Wet conditioner will ball up under the fin-gertips. Let dry until conditioner cannot berubbed off. If conditioned areas are notcovered that day, recondition the area if thereis significant dust or dirt contamination.

PrimerApply Bituthene Primer WP-3000 by spray orroller at a coverage rate of 500 - 600 ft 2/gal(12 - 15 m2/L). Allow to dry 1 hour or until con-

crete returns to original color.Apply Bituthene Primer B2 by lambs woolroller at a coverage rate of 250 - 350 ft 2/gal (6- 8 m2/L). Allow primer to dry 1 hour or until tack-free. Dry time may be longer in cold tempera-tures.

Reprime areas if contaminated by dust. Ifthe work area is dusty, apply membrane assoon as the primer is dry.

Surfaces treated with Deck Prep Surface

Treatment do not require conditioning or prim-ing. Metal does not require priming but mustbe clean, dry and free of loose paint, rust orother contaminants. Use Bituthene Primer B2 fordamp or green substrates. Do not applyprimer or surface conditioner to membrane.

CornersThe treatment of corners varies depending onthe location of the corner.

At wall-to-footing inside corners: Option 1 - Apply membrane to within 1"

(25 mm) of base of wall. Treat the insidecorner by installing a 3/4" (19 mm) fillet ofBituthene Liquid Membrane. Extend liquidmembrane at least 3" (75 mm) onto wallmembrane

Option 2 - Treat the inside corner byinstalling a 3/4" (19 mm) fillet of BitutheneLiquid Membrane. Apply 12" (300 mm) widestrip of membrane centered over fillet.Apply wall membrane over inside cornerand extend 6" (150 mm) onto footing. Apply1" (25 mm) wide troweling of BitutheneMastic or Bituthene Liquid Membrane overall terminations and seams within 12"(300 mm) of corner

At footings where the elevation of the floorslab is 6" (150 mm) or more above the footing,treat the inside corner either by one of theabove methods or terminate the membrane

at the base of the wall. Seal the terminationwith Bituthene Mastic or Bituthene LiquidMembrane.

At plaza deck-to-wall inside corners: Option 1 - Apply membrane on wall and

deck to within 1" (25 mm) of corner. Treatthe inside corner by installing a 3/4"(19 mm) fillet of Bituthene Liquid Membrane.Extend Bituthene Liquid Membrane at least3" (75 mm) onto deck membrane and 3"

(75 mm) onto wall membrane. Terminate


TABLE 1 PHYSICAL PROPERTIES OF BITUTHENE MEMBRANES

Property & Test Method Bituthene System 4000 Membrane Bituthene 3000 Membrane Bituthene LowTemperature Membrane

Color Gray-black Dark gray-black Gray-black

Thickness, ASTM D3767, Method A 0.060" (1.5 mm) nominal 0.060" (1.5 mm) nominal 0.060" (1.5 mm) nominal

Low temperature flexibility, ASTM D1970 Unaffected at -45F (-43C) Unaffected at -25F (-32C) Unaffected at -45F (-43C)

Resistance to hydrostatic head, ASTM D5385 231' (70 m) min 200' (60 m) min 200' (61 m) min

Lap adhesion at minimum application temperature, 5.0 lb/in (880 N/m) 4.0 lb/in (700 N/m) 5.0 lb/in (880 N/m)width, ASTM D1876, Modified

Tensile strength, membrane, ASTM D412 (Die C), 325 psi (2240 kPa) min 325 psi (2240 kPa) min 325 psi (2240 kPa) minModified



39/103

top of membrane wall flashing withBituthene Mastic, Bituthene LiquidMembrane or termination bar

Option 2 - Apply membrane on deck towithin 1" (25 mm) of corner. Treat the insidecorner by installing a 3/4" (19 mm)fillet of Bituthene Liquid Membrane. ExtendBituthene Liquid Membrane at least 3" (75mm) onto wall and membrane

Option 3 - Apply membrane on deck towithin 1" (25 mm) of corner. Treat the insidecorner by installing a 3/4" (19 mm) fillet ofBituthene Liquid Membrane. Apply mem-brane flashing sheet on wall, over fillet and6" (150 mm) onto deck membrane. Apply 1"(25 mm) wide troweling of Bituthene Masticor Bituthene Liquid Membrane over all ter-minations and seams within 12" (300 mm) ofcorner. Terminate top of membrane wallflashing with Bituthene Mastic, BitutheneLiquid Membrane or termination bar

In planters, reflecting pools and fountains,apply membrane on wall and deck to within1" (25 mm) of corner. Treat the inside corner byinstalling a 3/4" (19 mm) fillet of BitutheneLiquid Membrane. Extend Bituthene LiquidMembrane at least 3" (75 mm) onto deckmembrane and 3" (75 mm) onto wall mem-brane. Terminate top of wall membrane withBituthene Liquid Membrane or terminationbar.

For wall to wall inside corner, apply 12"(300 mm) membrane strip centered on corner.

Press membrane tightly into corner to ensure ful lcontact. Cover the treated corner with a fullsheet of membrane to ensure 2-ply coverage.

For outside corners, apply 12" (300 mm)membrane strip centered on corner. Coverthe treated corner with a full sheet of mem-brane to ensure 2-ply coverage.

JointsProperly seal all joints with waterstop, joint filler

and sealant as required. Bituthene mem-branes are not intended to function as theprimary joint seal. Allow sealant to fully cure.Prestrip all slabs and wall cracks over 1/16"(1.6 mm) wide and all construction and controljoints with 9" (225 mm) wide membrane.

DrainsAt drains, apply a collar of membrane whichextends 6" (150 mm) beyond the drain open-ing. Apply full coverage of membrane over

the collar. Cut out the drain opening so themembrane extends under the clamping ring.Place a bead of Bituthene Mastic or BitutheneLiquid Membrane between the membraneand clamping ring. An alternate method is toapply Bituthene Liquid Membrane 0.090" (2.3mm) thick so that it extends under the clamp-ing ring and overlaps the deck membrane atleast 3" (75 mm). Install clamping ring afterBituthene Liquid Membrane has cured.

Application to Horizontal SurfacesApply membrane from the low point to thehigh point so that laps shed water. Overlap all

seams at least 2 1/2" (64 mm). Stagger all endlaps.

Roll the entire membrane firmly and com-pletely as soon as possible. Use a linoleumroller or standard water-filled garden rollerless than 30" (762 mm) wide, weighing a mini-mum of 75 lb (34 kg) when filled. Cover theface of the roller with a resilient material suchas a 1/2" (13 mm) plastic foam or 2 wraps ofindoor/outdoor carpet to allow the mem-brane to fully contact the primed substrate.

Seal all T-joints and membrane terminationswith Bituthene Mastic or Bituthene LiquidMembrane at the end of the day.

For required testing of horizontal applica-tions, see Flood Testing.

Application to Vertical SurfacesApply membrane in lengths up to 8' (2 m).Overlap all seams 2 1/2" (64 mm) minimum.

On higher walls, apply membrane in 2 or moresections with the upper overlapping the lowerby at least 2 1/2" (64 mm). Roll membrane witha hand roller.

Terminate the membrane at grade level.Press the membrane firmly to the wall with thebutt end of a hardwood tool such as ahammer handle, or secure into a reglet. A ter-mination bar may be used to secure the toptermination. Failure to use heavy pressure at

terminations can result in a poor seal.Terminate the membrane at the base of

the wall if the bottom of the interior floor slabis at least 6" (150 mm) above the


TABLE 2 PHYSICAL PROPERTIES OF HYDRODUCT DRAINAGE COMPOSITES

Property & Test Method Hydroduct 220 Hydroduct 660 Hydroduct 200 Hydroduct 225

Drain core

Thickness, ASTM C366-B 0.433" (11 mm) 0.433" (11 mm) 0.433" (11 mm) 0.433" (11 mm)

Compres sive st rength, ASTM D16 21 (mod if ied) 15 ,000 ps f (732 kN/m2) 21,000 psf (1025 kN/m2) 15,000 psf (732 kN/m2) 21,000 psf (1025 kN/m2)

Flow, 1.0 gradient, 37.9 kPa load, ASTM D4716 16 gal/min/ft 16 gal/min/ft 16 gal/min/ft 16 gal/min/ft

(0.003 L/min/m) (0.003 L/min/m) (0.003 L/min/m) (0.003 L/min/m)

Filter fabric



40/103

footing. Otherwise, use appropriate insidecorner detail where the wall and footingmeet. Seal all laps within 12" (300 mm) of allcorners with a troweling of mastic. Apply atroweled bead of Bituthene Mastic orBituthene Liquid Membrane to all vertical andhorizontal terminations at the end of eachworkday.

Protrusions and Penetrations

Apply membrane to within 1" (25 mm) of thebase of the protrusion. Apply Liquid Membrane0.090" (2.3 mm) thick around the protrusion.Extend Bituthene Liquid Membrane over thesheet membrane at least 3" (75 mm) and upthe protrusion to just below the finished heightof the wearing course (for horizontal applica-tions) or for a minimum of 6" (150 mm) for ver-tical applications.

FLOOD TESTING

Flood test all horizontal applications with aminimum 2" (50 mm) head of water for 24hours. Mark any leaks and repair when themembrane is dry. Before flood testing, be surethe structure will withstand the dead load ofthe water. For well-sloped decks, segment theflood test to avoid deep water near drains.

Conduct the flood test 1 day after com-pleting the application of Bituthene water-proofing system. Immediately after flood test

is completed, and all necessary repairs made,install Hydroduct 660 Drainage Composite toprotect the Bituthene membrane from trafficand other trades.

MEMBRANE REPAIR

Patch tears and inadequately lapped seamswith membrane. Slit fishmouths and repair witha patch extending 6" (150 mm) in all directionsfrom the slit and seal edges of the patch with

Bituthene Mastic. Inspect the membrane thor-oughly before covering and make any repairs.

PROTECTION

Protection of MembraneProtect Bituthene membranes to avoid dam-age from other trades construction materials

membrane, use Hydroduct 660 DrainageComposite or 1/4" (6 mm) hardboard or 2 lay-ers of 1/8" (3 mm) hardboard.

On vertical applications, use Hydroduct 220Drainage Composite. Adhere Hydroduct 220 tomembrane with Hydroduct Tape. Alternativeprotection methods are to use 1" (25 mm)expanded polystyrene or 1/4" (6 mm)extruded polystyrene that has a minimumcompressive strength of 10 lb/in 2 (69 kN/m2).

If 1/4" (6 mm) extruded polystyrene protec-tion board is used, backfill should not containsharp rock or aggregate over 2" (50 mm) indiameter. Adhere polystyrene protectionboard with Hydroduct Tape or compatibleadhesive.

Cover any exposed Bituthene membranewith weather resistant flashing such as cop-per, aluminum or neoprene. Install Hydroduct660 Drainage Composite or alternate protec-tion the same day the membrane is appliedor immediately after a 24 hour flood test. Nowaiting before backfill or application of wear-ing course is necessary.

Placement of BackfillUse care during backfill operation to avoiddamage to waterproofing and drainage sys-tem. Follow generally accepted practice forbackfill and compaction. Backfill should be

added in 6" - 12" (150 - 300 mm) lifts. Forbermed areas that cannot be fully com-pacted, a termination bar is recommendedacross the top termination of the membrane.

In general, backfill or the final wearingcourse should be placed as soon as possibleafter installation of the membrane.

Placement of Reinforcing SteelWhen placing reinforcing steel over properlyprotected membrane, use concrete bar sup-

ports (dobies) or chairs with plastic tips orrolled feet to prevent damage from sharpedges. Use special care when using wiremesh, especially if the mesh is curled.

6. Availability & Cost

Products representative.

7. WarrantyFive year material warranties coveringBituthene and Hydroduct products are avail-able upon request. Contact the manufactur-er for further information.

8. MaintenanceNone required, if installed in accordance withmanufacturers recommendations.

9. Technical ServicesSupport is provided by full-time, technicallytrained Grace representatives and technicalservice personnel, backed by a centralresearch and development staff.

10. Filing Systems Reed First Source Additional product information is available

from the manufacturer.




41/103


W. R. Grace & Co.-Conn. hopes the information here will be helpful. Itis based upon data and knowledge considered to be true andaccurate and is offered for the users consideration, investigation

METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND For Approval


42/103


EXTENSIONREV 0

AppendixD

SequenceofDebondingCasingInstallation

Prepared by: Page:

Project: Contract 156 - North East Line Extension SEQUENCE OF DEBONDING CASING INSTALLATION 1 of 2


43/103

Stage 1 Stage 3:

1, Pre-boring works

Fill Layer

Kallang Formation

500mm

OA Layer

1. Continue boring out the soil based on the outer temporary casing

diameter from ground level up to 500mm above the top of OA layer.

Fill Layer

Kallang Formation

OA Layer

Bentonite

Stage 2: Stage 4:

1. Installtemporary outer casing by vibro hammer. 1. Install the Preliminary Test Pile debonding casing 500mm above the OA layer.

Fill Layer Temporary Outer

Fill Layer

Kallang

Formation

500mm

OA Layer

Install 1200mmdebonding casing

until the depth based on trench stability calculation

Casing

Kallang Formation

OA Layer

Prepared by: Page:

Project: Marina Coastal Expressway Contract 486 SEQUENCE OF DE-BONDING CASING INSTALLATION 2 of 2


44/103

Stage 5 Stage 7 Stage 9:

1. Press down the 1200mm debonding casing into Kallang Formation layer 1. Desanding of Preliminary Test Pile

H-Beam

To desander

Fill Layer Fill Layer Fill Layer Casing

Debonding casing Debonding Casing Debonding Casing

Casing

Kallang Kallang Kallang

Formation Formation Formation

500mm

OA Layer

500mm by using kelly bar.

Temporary Outer

1. Install H-Beam into Preliminary Test Pile by plunge-in method

Polystrene

Plug

Polystrene

Plug

Stage 6 Stage 8 Stage 10:

1. Continue boring works with 1200mmboring tools up to design toe level 1. Lowering of reinforcement cage and casting of Preliminary Test

Downward Force Downward Force

Fill Layer Fill Layer Fill Layer Reaction Pile

Casing

Debonding casing Debonding CasingCasing

Kallang Kallang Kallang

Formation Formation Formation

Concrete

OA Layer OA Layer OA Layer

Design Toe Level

Temporary Outer

Polystrene

Plug

Polystrene

Plug

1. Install Reaction Piles.

pile. 2. Assembling the tension test set up.

3. Conduct Tension loading test.

Upward Jackin


T2 BY REACTION PILE METHOD

For Approval


45/103


EXTENSIONREV 0

AppendixE

TypeofBentoniteTestandProcedures



For Approval


46/103


EXTENSIONREV 0

TESTINGFORSPECIFICGRAVITY

MudBalanceThe measurement of specific gravity (or density) on untreated mud, gives a simple indication

on amount of suspended particles in mud

The Mud Balance consists of three components:

1)The balancing rule, which comprises the mud cup, the rider sliding along the graduated scale, the knifeedge that rests on the fulcrum and level bubble.

2)The lid for the mud cup.3)The base with Vnotch functions as the fulcrum

Test Procedure

1)Check that instrument is clean and dry.2)Remove the lid and fill the cup with the sample to be tested.3)Replace the lid. Check that it sits snugly. Observe the surplus outflow through the hole in t

he lid. Lacking of outflow may indicate insufficient mud in cup.

4)Holding the lid in place with a finger over the hole, clean the exterior of mud balance.5)Place the balance with the knifeedge sitting on the fulcrum.



For Approval


47/103


EXTENSIONREV 0

THEMARSHFUNNELTEST

MarshFunnelThe Marsh Funnel Test Kit consists of the following components:

1)The Marsh Funnel.2)A measuring cup marked to read 946ml (1.U.S. Quart).3)A stop watch.

The standard funnel used to test clear fresh water will give a reading of 26 seconds.

Test Procedure

1)Check that the funnel outlet tube is clear and that the equipment is clean and dry.2)Hold or mount the funnel in an upright position and place a rod or finger to plug the outlet

while filling.

3)Fill the test sample into the funnel through the screen till the amount of slurry reached theunderside of the screen.

4)Subsequently place the empty measuring cup on level platform under the outlet nozzle.



For Approval


48/103


EXTENSIONREV 0

TESTFORSANDCONTENT

SandContentKitIn the drilling industry, excessive sand content elevates the risk of drilling tools becoming

"sandedin" if circulation stopped while the bit is within the bottom of bore hole, aside from

adding to drag and wear on moving parts and transporting pipelines.

In the foundation industry, excessive sand content elevates the risk of slurry entrapment

during the process of tremie concrete when upward displacement of slurry is hindered by the

heavier sand particles, aside from adding to drag and wear on moving parts and transporting

pipelines.

The Sand Content Test Kit measures the volumetric quantity of particles retained on mesh 200

sieves.

The test kit consists of the following components:1)A tapered glass measuring tube with volumetric percent graduations.2)A mesh 200 sieve set in an openended tube.3)A funnel to fit the sieve screen and aid the transfer of washed sand back into the measurin

g tube.

Test Procedure1)Check that the test kit is clean and free from defects.


T2BYREACTIONPILEMETHODFor Approval


49/103

CONTRACT156:NORTHEASTLINEEXTENSION

REV 0

6)Cap the funnel over the sandretaining screen and place the glass tube at tip of funnel.7)Invert the assembly and tip some clean water via the opposite side of sand screen to wash

the sand into the tube.

8)Read the sand level and record the volumetric percent of sand content in test sample.9)Wash and dry the instrument taking care to clean but not damage the mesh 200 screen.




50/103


REV 0

TESTINGTHEpHVALUES

PHPaperThe pH value, or Hydrogen Ion determination, is verified in the field using pH indicator papers

or pH meter. A pH value of 7 is neutral. pH values below or above 7, shall respectively indicate

the acidic and alkaline nature of test sample.

High pH value in slurry is indicative of cementious inclusion, while low pH value may indicate

the presence of salt in slurry, normally brought about towards seaward, organic or at salt

deposited environment.

Obtaining pH values by means of visual verification on indicator paper may give rise to

subjective judgement amongst individuals, besides the tinting of colours introduced through

dipping in slurry, which may not at all time be lightly coloured.

The pH value by means of pH meter eliminates subjective judgment. The sensitive nature of

this electronic device shall require cleansing immediately after use, as well as periodical checks

through dips in neutralizing solution. Preventive measure is necessary to avoid short circuiting

the device by over submerging in slurry. For the purpose of clarity, the pH meter is nominated.



REV 0


51/103


REV 0

AppendixF

KodenDrillingMonitorBrochuresandPhoto


52/103


53/103


T2BYREACTIONPILEMETHODCONTRACT 156: NORTH EAST LINE

For Approval

REV 0


54/103


REV 0

KODENPhotos

SettingofKodenRecorderbeforewithdrawingthesensorfromthetrenchbottom

RealtimeprintingontrenchverticalitybyKodenRecorder


T2BYREACTIONPILEMETHODCONTRACT 156: NORTH EAST LINE

For Approval

REV 0


55/103


AppendixG

PreliminaryTestPileT1andT2InstrumentationandReinforcementDetailDrawing


56/103


57/103


58/103



For Approval

REV 0


59/103

EXTENSION

AppendixH

VibratingWireStrainGaugesTechnicalSpecification

VW embedment strain gages

51 5(G L th)


60/103

153(Gage Length)

158

250(Gage Length)

255

1

9.8

19

.8

77(Gage Length)158

19

.8

51.5(Gage Length)

[ Model : 1230 ]

[ Model : 1235 ]

[ Model : 1240,1243 ]

[ Model : 1245 ]

[Dimension] Descr ip t ionV W E m b e d me n t s t r a in g a g e s are composed of a stainlesssteel tube with flanges at either end. Inside the tube is a

steel strip near by the plucking coil that is held in tension

between the ends of the tube.

Strain in the concrete applied on the flanges is transmitted

to the tube and a steel strip, changing in the tension of the

strip. When the strip is plucked near by the plucking coil,

it vibrates at its resonant frequency changed. This signal

is transmitte d to the VW re adout unit. The re adout unit

processes the signal and displays a reading.

T he gag e is equipped with a lightning protection to protect

the sensor fr om electrical shock and a temperature device

to compensate for temperature v ariations.

F e a t u r e s High stability and reliability

Not affected by cable length and resistance

Potted high graded epoxy to prevent against impact on

the connecting cable.

Extremely measured strain

300m H2O waterproof

Built- in temperature deviceBuilt- in lightning protection device

Employed permanent anti- corrosive materials

Automated measurement is possible

Ap p l icat ionsT he model 1 2 4 0 V W E m b e d m e n t s tr a i n g a g e is designed tomeasure strain in reinforced concrete and mass concrete.

T he rosette block is used to mount 2~ 4 V W Embedment

strain gage on steel members in four directions to

measure the magnitude, distributed direction and trend ofstrain. The enclosure for no stress strain gages is used to

verify difference of strain between no stress and loading

conditions, and to find the trend of stress after embedded

in dams and embankments.

The model 1 2 3 0 VW Embedmen t s t ra i n g ag e is useful formeasuring strain toward tangential and radial directions in

tunnel shotcrete.

The model 1 2 3 5 of the super small sized is applicableusefully when mock- tested with the gag e of 51.5mm or

there is the limit on the condition of establishment.

T he model 1 2 4 3 is useful if being applicable in testing theconcrete file improving steel as manufactured with the

structure for high temperature able to were endurable at

200.

The model 1 2 4 5 as the gage with 250mm shows theex cellent performance more than normal type model sincethe seal or compression is great big at the prestressed

concrete.

Recom m endat ion

12351230

12401243

1245

VW embedment strain gages

1230 1235 1240 1245 1243


61/103

Model Shotcreat) Miniature) Standard) Long gage) High temperature)Sensor element VW Type

Range 3,000 microstrain

Resolution 0.5 microstrain

Accuracy 0.1 FSR

Nonlinearity 0.5 FSR

Coefficient of linear

expansion1110

-6/

Operating temperature -40~105 -29220

Built-in temperature

deviceStandard : Thermistor (3k) Optional : RTD( 2k)

Temperature device range Thermistor : -30~80 RTD : -45~100

Temperature device

accuracyThermistor : 1 RTD : 0.7

Gage length 77 mm 51.5 mm 153 mm 250 mm 153 mm

Gage factor 0.7756 0.3911 3.304

Materials Special stainless steel 300 series, High grade epoxy potting

Built-in lightning

protection deviceGas tube arrester (Frequency output lines)

Weight 0.2 kg 0.3 kg 0.2 kg

Signal cable4.5 mm, 0.24 mm

24C shielded PVC cable 5 m

5 mm, 0.25 mm24C shielded silicon or Teflon shielded PVC cable 5m for Model 1243

Anci l lary Equip m entsUniversal terminal box (Model 7012/7024)

Rosette block for four directions

Enclosure case kit for no stress strain gages

Mounting bracket for shotcrete

[4-Direction Rosette Block]

Rosette Block

[ Bracket for tunnel ]

VW Shotcrete Gage (Model 1240)

Mount Bracket for

[Installation kit of No-stress strain gage]

T h e R e a d o utThe VW Embedment strain gages output the equivalent

frequency signal to inclination, with equivalent voltage

to temperature of a Thermistor or RTD. It is connected

to the syste m such as the V W readout units, data loggers

to be data logging and data acquisition system to monitor

readings.

A ce s R eadou t u ni tA C E - 8 0 0 (VW Palm size readout)A C E - 1 0 0 0 (VW Data recorder)Ace's Auto data acquisition systemA C E - 1 1 0 0 (VW Mini logger)A R F - 1 0 0 (RF Data acquisition system)We prov ide othe r c ompanys data acquisition system

(CR- 10, DR51 5 etc.) after consulting the kind, amount

of sensor, installing sites, operating manual or sys tem.Order ing Inform at ion

Keeping VW readout unit

Cable length (Standard 5 meters)



EXTENSION

For Approval

REV 0


62/103

EXTENSION

AppendixI

SequenceofBoredPileReinforcementCageTandemLifting

8/13/2019 C156

c156 preliminary tension test pile t1 t2 rev 0

Documents