c156 preliminary tension test pile t1 t2 rev 0
TRANSCRIPT
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
1/103
METHODSTATEMENTFOR
PRELIMINARYTENSIONTESTPILET1ANDT2BY
REACTIONPILE
METHOD
PreparedBy:
CONTRACT156:DESIGN,CONSTRUCTIONANDCOMPLETIONOFSTATIONANDASSOCIATEDTUNNELSATMARINASOUTHFORNORTHSOUTH
LINE
EXTENSION
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
3/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
4/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
5/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
7/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
8/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
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;
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
9/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
10/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
11/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
12/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
13/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
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.
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
14/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
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.
No EquipmentDescription Capacity Units
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
No EquipmentDescription Capacity Units
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
15/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
16/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
17/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
18/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
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.
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
19/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
EXTENSION
For Approval
REV 0
APPENDIX
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
20/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHOD
CONTRACT156:NORTHEASTLINE
EXTENSION
For Approval
REV 0
AppendixA
LocationandReferenceBoreholeforPreliminaryTestPileT1anT2
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
21/103
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
22/103
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
23/103
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
24/103
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
25/103
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
26/103
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
27/103
METHOD STATEMENT FOR
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
28/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHODCONTRACT156:NORTHEASTLINE
EXTENSION
For Approval
REV 0
AppendixB
SiteOrganisationChartforPreliminaryTestPileConstructionandTesting
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
30/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHODCONTRACT156:NORTHEASTLINE
EXTENSION
For Approval
REV 0
AppendixC
DebondingCasingDetailandDebondingMaterialBituthene3000ProductDetailandTechnical
Specification
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
31/103
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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
SHEET WATERPROOFING 07 13 00
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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
Grace Construction Products
SHEET WATERPROOFING 07 13 00
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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
Grace Construction Products
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
SHEET WATERPROOFING 07 13 00
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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
Grace Construction Products
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
SHEET WATERPROOFING 07 13 00
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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.
Grace Construction Products
SHEET WATERPROOFING 07 13 00
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
41/103
Grace Construction Products
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
42/103
T2BYREACTIONPILEMETHODCONTRACT156:NORTHEASTLINE
EXTENSIONREV 0
AppendixD
SequenceofDebondingCasingInstallation
Prepared by: Page:
Project: Contract 156 - North East Line Extension SEQUENCE OF DEBONDING CASING INSTALLATION 1 of 2
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2 BY REACTION PILE METHOD
For Approval
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
45/103
T2BYREACTIONPILEMETHODCONTRACT156:NORTHEASTLINE
EXTENSIONREV 0
AppendixE
TypeofBentoniteTestandProcedures
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2 BY REACTION PILE METHOD
For Approval
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
46/103
T2BYREACTIONPILEMETHODCONTRACT156:NORTHEASTLINE
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.
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2 BY REACTION PILE METHOD
For Approval
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
47/103
T2BYREACTIONPILEMETHODCONTRACT156:NORTHEASTLINE
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.
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2 BY REACTION PILE METHOD
For Approval
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
48/103
T2BYREACTIONPILEMETHODCONTRACT156:NORTHEASTLINE
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.
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHODFor Approval
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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.
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHODFor Approval
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
50/103
CONTRACT156:NORTHEASTLINEEXTENSION
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.
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHODFor Approval
REV 0
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
51/103
CONTRACT156:NORTHEASTLINEEXTENSION
REV 0
AppendixF
KodenDrillingMonitorBrochuresandPhoto
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
52/103
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
53/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHODCONTRACT 156: NORTH EAST LINE
For Approval
REV 0
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
54/103
CONTRACT156:NORTHEASTLINEEXTENSION
REV 0
KODENPhotos
SettingofKodenRecorderbeforewithdrawingthesensorfromthetrenchbottom
RealtimeprintingontrenchverticalitybyKodenRecorder
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHODCONTRACT 156: NORTH EAST LINE
For Approval
REV 0
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
55/103
CONTRACT156:NORTHEASTLINEEXTENSION
AppendixG
PreliminaryTestPileT1andT2InstrumentationandReinforcementDetailDrawing
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
56/103
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
57/103
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
58/103
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHODCONTRACT156:NORTHEASTLINE
For Approval
REV 0
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
59/103
EXTENSION
AppendixH
VibratingWireStrainGaugesTechnicalSpecification
VW embedment strain gages
51 5(G L th)
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
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)
METHODSTATEMENTFORPRELIMINARYTENSIONTESTPILET1AND
T2BYREACTIONPILEMETHODCONTRACT156:NORTHEASTLINE
EXTENSION
For Approval
REV 0
-
8/13/2019 C156 Preliminary Tension Test Pile T1 T2 Rev 0
62/103
EXTENSION
AppendixI
SequenceofBoredPileReinforcementCageTandemLifting
-
8/13/2019 C156