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QA/QC Section: Method StatementMASS FOUNDATIONS CONCRETE & TEMPERATURE CONTROL MONITORING

I t al i an -T hai Devel opmen t Pub l i c Company L i mi t ed Page 1

MASS FOUNDATIONS CONCRETEand

TEMPERATURE CONTROL MONITERING

Document : Mass Foundation Concrete & Temporary Control Monitoring

Section : QA/QC Department

Page : 20

Amendment : 0

Date : 06/02/2007

Types of Document Controlled Document Document No.Uncontrolled Document ITD-MS-022

0 06/12/07 For Approval TK: BN:

Revision Date Description ofStatus

Prepared by Approvedby


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ContentsPage

1. Purposes2. Scope of Work3. Safety Policy4.Work Method

4.1 Work Preparation4.2 Work Procedure4.3 Test and Monitoring of the Concrete Mass after

Pouring5. Outline of Sequence

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55916

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1.) PURPOSES

This method statement has been prepared to provide a general guide, specialconsiderations to be given in relation to the heat of hydration for concrete pours.

This method statement describes the work procedures to be carried out during anexecution stage of mass foundations/structures of which the character of theconcrete is technically specified as a structure with large dimensions simply figuredof greater than 1.50 meters for all dimensions. In this case the cracks & temporarycontrol is required both during the concrete mix control at concrete batchingplant prior to concreting and its monitoring after the concrete is placed in order

that the requirements stated in the Engineering Standard, Specification forConcrete Works e.g. a temperature differential between the interior of theconcrete and any outside face will not exceed 20 C , can be maintained ( Basically ,heat on the surface of the concrete is easily released toward the ambient whereasthe center remains its high temperatures , this follows that the temperaturedifference will induce the internal restraint and subsequently introduce thermalcontraction cracks.

The method statement also includes details of temperature difference controlprocedure and all necessary temporary works such as curing method by thermal

quilts, precaution barricade, temporary access and related activities which arerequired to undertake during a certain period.

Special care and planning is required as the volume of pour is large in relation tothose normally being place on Site.

2.) SCOPE OF WORK

This method statement includes e.g. concrete batching plant control includingsupply and delivery to Site, casting sequence , the method to control and preventthe concrete cold joint being introduced during concrete placing and a propercuring to maintain ,control temperature difference not to exceed the specifiedtolerance stated in the Engineering Standard , Specification for Concrete Works of

which the method of monitoring will be included , and all incidentals necessary tocomplete the entire works.


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3.) SAFETY POLICY

One of the main aspects of this procedure is Safety and Health Control. This is tocontrol occurrence of injuries as well as damage to equipment and propertiesduring the entire execution period. In order to ensure a safe working environmentduring the entire execution period, the following safety measures will beimplemented as follows:

Machinery and Equipment:

Prior to using any machinerys/equipment at site, it will be inspected and certifiedby qualified person.

Periodic Preventive Maintenance will be made on all equipment and machineries.

All operators and drivers are to be equipped with valid drivers/operators licenseor permit from concerned government agency.

Only authorized drivers or operators will be allowed to operate machineries orequipment.

Only authorized signalman will be assigned together with the operator or driver.

All lifting equipment as well as its accessories such as sling wire, nylon sling,shackles, chain blocks crane hook and latch shall be inspected periodically.

Personal Protective Equipment:

Personal Protective Equipment (PPE) will be issued to all workers such as safetyshoes, hardhat, working gloves, earplug, safety goggles (if required) and safety

harness for workers who will be assigned in elevated places 1.6 meter and above.

Wearing of the basic PPE will be enforced fully.

All new recruits will undergo proper orientation and safety induction before theycould be deployed at site for work.


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4.) WORK METHOD

4.1 Works Preparation

a.) General: With a large concrete pour of this magnitude it is essential thatproper pre-construction planning methods and safety checks be in place prior toexecution of the works. A mass pour is considered to be demanded a specialattention to be given to logistical and technical considerations such as concretesupply, casting sequence , prevention to cold joint being introduced duringconcrete placing and temperature differential control by thermal quilts curingmethod etc. In addition the method of temperature difference for the selectedpoints will be discussed, prepared prior to the work begin.

Concrete Mix Control:It is a preparation against the possible effect tothe concrete properties and construction operations. When these factorsare explained to the relevant persons engaged to these activities thereforemeasures will be taken to eliminate or minimize undesirable effects thatpossibly introduced. This method defines lists of possible unfavorableeffects and prevents practices intended to minimize them. Among thesepractices are such important measures as a pre-cooling ingredient,consideration of concrete temperature as placed, transportation time andcuring technique. The method of concrete temperature control will be

proposed into 2 options as follows:

(a). using the same previous mix (300 ksc, cylinder, pumpmix): use of ice as part of mixing water is effective in reducingconcrete temperature, because on melting alone, to absorb heat. Inthis case there is no change in the previous design mix but it mayencounter a difficulty to control the temperature differentialbetween such selected points within the concrete mass to be withinthe specified figure stated in the Engineering Standard,Specification for Concrete Works. The sequence is as follows:

(1). Spray cool water for every 30 minutes to the courseaggregate stock. This will be done at least 2 hours in advanceprior to mixing of concrete.

(2). Add ice into the water for mixing of concrete to reducethe water temperature. The ice will be added until 8-10Celsius Degree for water temperature is reached. Theamount of ice added to the water is dependent on the airtemperature at the certain mixing day.


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(3). Spray cool water to the trucks mixers to reduce thetemperature of the trucks mixers.

(4). At the batching, the first batch of the concrete shall bechecked its temperature. The water temperature will becontinued to reduce until the concrete temperature is lowerthan 33 Celsius Degree prior to the delivering to Site.

(5) The above process (4) will be regularly done during theentire period of supply to ensure that the same degree oftemperature always be maintained.

(6) At the Site, upon a delivery of the concrete the freshconcrete will be re-measured whether the temperature is still

within the specified tolerance.

(b). Using Low Heat Concrete (Recommended): mix designfor low heat concrete mix (300 ksc. cylinder, pump mix) will besubmitted for approval prior to use. In addition, trail mix will bedone prior to use.

Concrete Delivering: since the temperature rise can be increased with apassage of time thus the period between mixing and delivery will be kept toan absolute minimum. Attention will be given to coordinating anddispatching of the mixing trucks with the rate of placement to avoid delaysin delivery.

At Site all existing facilities, which are within the construction site radiusconsidered to obstruct any work activities, will be removed or be provided withprotection against damage, dust and dirt. Enclose the site construction area tocontrol material equipment as well as to avoid any incident/ accident from/toothers.

Works should start confirmation of the permission and the handing over area ofthe work.

Prepare, check and submit verified construction drawings of excavation areas tobe attached as addition to this method statement distribute & details to allconcerned parties as required.

Planning: A pre-concreting meeting will be held internally and withconcrete supplier to finalize agreement of the proposed concretingprocedure.

Access: Designated site access routes for concrete supply will be preparedand traffic control measures implemented. The proper access must be


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organized to enable a continuous transportation of the concrete during theentire period of pouring so that the required temperature of concrete pour

will be maintained.

Supply: Concrete batching plant capacity and numbers of delivery truckswill be planned to maintain a continuous supply of concrete so that anintroducing to cold joint can be prevented. In addition to minimizetemperature differentials occurred within the concrete mass during pour.

Pouring: Concrete will be placed in a predetermined layering sequence toavoid any possibility of cold joint formation within the foundation. It isapproximately the time spent in each poured layer will be not exceeded 60minutes.

Plant and Labor: A detailed equipment and manpower resources schedule

will be prepared to ensure sufficient workforce in each pour.

Quality Control: Sufficient quality control measures will be set up in placefor checking concrete supply and deliveries throughout the duration of thepour.

Contingency Measures: Large pours cannot readily be stopped due tofailure in concrete supply or plant breakdown. For this reason, adequateback-up and standby facilities in all aspects will be provided.

b.) Formwork: ITD will provide sufficient forms and suitable access platformsto execute the work for the entire pouring stage.

Forms will be made of steel studs with steel plate sheathing lining the surface (e.g.0.60x1.20m. steel panels), and include all necessary support bracings and fixings,steel props etc. The scaffolding access erected will be in compliance with BSStandard.

Approved form release agent will be applied to the steel surface sheathing prior tolifting-in and erection of the clean forms this is to avoid the concrete stuck the

forms that may introduce unfair face of concrete when the form is to bedismantled.

c.) Rebar: Rebar will be supplied and fixed in accordance with the latestconstruction design drawings.

Rebar will be cut and bent at the designated yard close to the work site inaccordance with the latest bar bending schedules.

Prior to calling off reinforcement, scheduled bars will be checked for

discrepancies.


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To facilitate crane handling and avoid confusion during installation the specifiedcut and bent bars will be clearly grouped, bundled and tagged for identificationbefore transporting to the workface.

Rebar will be placed at a designated lay-down space and each tagged bundle willbe properly segregated for easy retrieval and handling once installation of rebarstarts.

Following identification, rebar will be distributed either manually and/or bymobile crane directly to their final fixing location in line with the bar installationsequence.

d.) Concrete: Due to one-go casting of each raft foundations /structures theconcrete pouring will only be executed during dry weather to avoid the possibilityof stoppage due to rain. In addition in case of high temperature during thepouring day is encountered the pouring is preferred to be carried out during thenight time.

In case of sudden rain, plastic sheeting or canvas will be used to cover theconcrete slab surface yet to set during concrete pouring. The plastic sheets will beprovided sufficiently both for emergency case of sudden rain and for fully coverthe whole concrete surface immediately once the concrete is reached its initial set.

Pre-pour inspection of the rebar, form panels, embedded items and constructionjoints will be carried out before concrete pouring.

Three (3) concrete pumps will be engaged for concrete pouring e.g. 2 pumps isorganized for concrete pouring; the less will be at the workface for standby and

will be on duty when the pouring pump is broken. The concrete pumparrangement will be prior arrangement for their highest efficiency when theconcrete placement is to be carried.

Internal-type concrete vibrators will be used for concrete compaction duringconcrete placing to ensure adequate vibration during the entire pouring stage.


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The plastic sheet will be used for curing purposes. This will be done immediatelyonce the concrete is reached its stiffening time by fully cover the whole concretesurface and spread the sand (approximately 10 mm. thick.) onto the whole area ofplastic sheets to prevent concrete temperature loss too quick and result hightemperature differential between the surface and at the middle. Care must betaken during the entire curing (for a couple weeks) to ensure by reading itstemperature by a thermocouple that the temperature at the middle of the concreteis low enough to result the difference of temperature in comparison with thesurface not exceed 20 C.

4.2Work Procedure4.2.1Survey Setting Out:The setting out will be made at the beginning stage ofthe work by referring to the construction drawings. All reference points will bemade as necessary for the entire work, develop method and cross-checking all

setting-out will be operations. When principal lines and levels have been setout, it would be advised to the relevant persons.

4.2.2 Temporary Work

Dewatering: As the bottom of the foundation is probably lower than watertable level, therefore dewatering is considered as an important part of theentire execution. To draw off water the sump pit will be made below the

working level. The water contained in the sump pit can be pumped out bymeans operation of the Submersible Pumps at the bottom of pit. The outlet of

the pumps will toward the u-ditch within the vicinity where location will beprior planning.

Slope Protection: It is required that the excavation side slope will bemaintained stabilized for the entire construction period of foundation. In caseof deep excavation the slope will be made to steps to achieve the higheststability.

Accessible Ramp :The accessible ramp is provided for machine/equipmentgo up/down the working area for transportation construction resources,temporary removal of excavated soil to stockyard area and backfilling after

concreting works has been finished.Accessible Ladders/Stairs:Ladders/Stairs are to be provided and maintainedsufficiently for workers go up/down the working area during the executionstage of foundation.

Barricade/Sign: Barricade/Sign shall be provided and maintained, as precautionarymeasures during the entire stage of construction, to protect the work, workmen andsafety of the public. In case of precaution against failure of lights, barricade will beequipped with suitable reflecting material. Barricade shall be made surrounding theconstruction boundary.


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4.2.3 Excavation and Pile Cut off

Locate the excavation boundary. This area is provided to stabilize of the sideslope excavation during the entire execution stage.

Start excavating to reach the required bottom elevation of the foundation inaccordance with the latest construction drawings from one end towards theother end until the entire excavation is complete. The excavated soil will berelocated to stock within the vicinity area for backfilling purpose in the future.

From the starting end, continue excavation between the piles rows until reachthe require elevation in accordance with the construction drawing. Theexcavation between the piles rows by equipment will be done not too close tothe piles to avoid a possible damage of piles.

The remaining soil surrounding the piles will be removed by workmen in orderthat the piles not to obstruct equipment working.

To avoid the piles damaged while equipment running on them, therefore theentrance access shall be provide during working inside the pile groupboundary.

Excavation to be carried out for the selected entrance access.

4.2.4 Pile Cut off

The piles will be cut off at elevations as specified in accordance with the latestconstruction drawings. The sequence of the pile cut off is as follows.

a) Measure and marking the cut off level(s) around the each piles.b) Cut around the pile with the grinder machine approximately 20-30

mm. deep this is to control cracks not to introduce below thegrinded level.

c) Chip off concrete at the ground joint and remain the reinforcingwires exposed in order to leave the upper part of pile above cut off

level is stable. Continue the same procedure for the next piles inadvance.

d) Chip off the remaining concrete above the grinded level by meansof hydraulic jack hammer. At the cut off level, make an even level ofthe pile head be the hammer.

e) Remove the remaining concrete on the rebar using the hammer andclean with fresh water.

f) Touch up the concrete around the piles at the cut off level.


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4.2.5 Concreting Works :(a)Setting out:

Upon a completion of piles cut off a compaction of the soil beneath the leanconcrete will be carried out throughout the whole area. A compaction will beconducted properly to reach the requirements mentioned in the Engineeringstandard e.g. 95% of the optimum dry density. This must be presented with testreports accepted by CTCIT prior to the lean concrete placement.

A surveyor will then establish the reference lines and mark for the lean concreteboundary by white chalk. The carpenters will set the forms using a set of 100x100mm. cross-sectional area steel tube nails alongside the both edge to the earth.

A set of pegs will be located throughout the placing area to show the placing levelthereafter. After confirming for its conformity e.g. the correctness of level andalignment, the lean concrete will be poured.

After QC inspection of the lean concrete base layer then construction of thefoundation will follow:

Before work starts CTCIT/ITD surveyors will jointly establish baselinesand TBM (Temporary Bench Mark) positions from which co-ordinates andelevations will be taken to set out the foundation works.

After survey check, set out the center of the foundation then tape distancefrom the center to the outer perimeter edge as specified in the constructiondrawings.

By holding at the center, a chainman at the far end rotates the tape aroundthe center point, and marks the position of the circumference onto thefoundation base lean concrete.

(b). Formwork:

Formwork installation will commence as soon as the blinding concrete hashardened sufficiently for trafficking and setting-out points have beensurveyed and checked.

Place the formwork kicker plates made of timber around the foundationoutline marked on the blinding and fix down with concrete nails.

Erect the side forms onto the kicker plates. This can be done using0.60x1.20 m. steel panel connected together panel by panel at the both sideby mean of bolts.

Brace the form to the excavation profile and plumb to true line and levelusing a plumb bob.

Continue to install the 0.06x1.20m. Steel panels together, one by one ontothe timber kicker plate for the complete foundation circumference.


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As work proceeds ensure forms are connected tightly together and bracedagainst displacement to prevent leakage of mortar at the joints duringplacement of the concrete.

Leave open some part of the forms to provide access for the workmenduring rebar and concrete placement.

Mark the concreting surface level onto the forms. For a full description of the general techniques and procedures necessary

for fabricating and installing formwork refer to ITD-MS-009 GeneralFormworks Method Statement.

(c) Rebar

Rebar installation will commence simultaneously as the formworkprogresses.

A mobile crane and manual workers will be used for rebar installation. Rebar placement will follow the installation sequence detailed in the

construction shop drawings and bar bending schedules.

Throughout the fixing procedure ITD will provide all necessary controlsetting-out points to ensure correct location, spacing, verticality and coveris maintained during bar placement.

The cover and location of rebar will be accurately controlled by usingsufficient concrete spacers, special support chairs and tying wire to securereinforcement in the correct position during succeeding operations.

Cover will comply with the design requirements indicated on thereinforcement drawings.

Concrete spacers will be produced to the desired cover with the samestrength of concrete foundation.

Bars will be tied with tire-wire. All the rebar will be accurately located and securely fixed in the correct

position.

Reinforcement will be inspected by survey/ site supervision prior to, andafter erection of formwork, to check quantity, cleanliness, fixing and cover.

Set the remaining forms and make an opening at the bottom of theselected area to allow removal of unwanted debris.

Clean the area at the final stage using air compressor and wet forms withwater immediately prior to placing concrete.

After dismantling, the forms will be cleaned and sprayed with form-oil forre-use.

For a full description of the general techniques and procedures necessaryfor fabricating and installing reinforcement refer to ITD-MS-010Reinforcing Steel Method Statement.


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(d) Concrete

Final inspection with CTCIT.

Concrete will be moved from the batcher to the point of deposition viaconcrete truck mixers. Adequate back-up supply shall be available prior tocalling for concrete.

It will be placed from the truck mixer via concrete pumps to maintain aminimum placing rate of 100 cu/m per hr.

In the event of a batcher or pump delay or breakdown, supply of concretewill be maintained by the nominated back-up source and back-up pump.

The site Engineer shall ensure that safe access, back-up pump, adequatevibrators and compressors are available prior to the commencement ofconcreting.

Concrete delivery shall be in a closed interval. A minimum of 5 numbers of50mm vibrators shall be used for compaction.

For a full description of the general techniques and procedures necessaryfor placing and compacting concrete refer to ITD-MS-008 Concrete

Works Method Statement

(e) Concrete Supply

Concrete will be as approved trial pumping mix. The volume supply for raftfoundation is 100 cu-m/hr (for each layer of pour)

To minimize any risk of breakdown two (2) separate batching plants of 50m3/hrcapacity

each will be used to supply concrete.

To meet the demand a detailed study of the transportation times in relation to thenumber of trucks have been carefully calculated as follows:

Batching Plants Control

CPAC MAP TA PUT BATCHING PLANT 1

Plant capacity: 50m3/hrTime/Distance to workface: 30 minutes

CPAC MAP TA PUT BATCHING PLANT 2


CPAC NIKOMKUR BATCHING PLANT 3 (EMERGENCY BACK-UP SUPPLY)


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TransportationControl

CPAC SITE BATCHING PLANT 1 (50m3/hr)

Mixing and truck loading = 5 minutesDelivery to site = 30 minutesPark/pour set-up = 5 minutesPumping = 8 minutesReturn to plant= 30 minutesMin truck roundtrip time = 78 minutesOne (1) truck (5m3) can therefore deliver 60/78 x 5 = 4 m3/hr

Minimum number of trucks required to pump 50m3/hr = 50/4= 12.5trucks, 13 trucks

CPAC SITE BATCHING PLANT 2 (50m3/hr)Mixing and truck loading = 5 minutesDelivery to site = 30 minutesPark/pour set-up = 5 minutesPumping = 8 minutesReturn to plant= 30 minutesMin truck roundtrip time = 78 minutes

One (1) truck (5m3) can therefore deliver 60/78 x 5 = 4 m3/hr

Minimum number of trucks required to pump 50m3/hr = 50/4= 12.5trucks, 13 trucks Total of concrete trucks required to supply 100 cu-m/hr= 26 trucks

(f) Conveying

Three (3) pumps will be mobilized for the foundation pour. Concrete pump max output 50m3/hr each with 28metre horizontal

delivery booms. Two pumps will be used for pouring concrete at any one time in a pre-

determined rotating sequence around the perimeter of the foundation.

Suitable pump truck standing area and concrete truck delivery area will beconstructed at designated locations around the foundation.

The third (stand-by) pump will be re-located in turn to its assigned pouringposition at the workface during the pouring sequence.


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(g) Pouring

For a full description of the general techniques and procedures necessaryfor pouring and compacting concrete refer to ITD-MS-008 Concrete

Works Method Statement for the PTT Phenol Project. In addition, thefollowing measures will be adopted

A continuous supply and placement of concrete will be maintainedthroughout the pouring sequence to avoid any possibility of cold jointformation.

Concrete lifetime between succeeding layers shall not exceed 120 minutestherefore not taking mixing time + transportation time + parking time intothe account the pouring time should not be exceeded 60 minutes , toprevent a formation of cold joint.

Thickness of pouring layers is 300mm approximately e.g.7 layers in total. Pouring concrete will begin with two (2) pumps working simultaneouslytogether from the one end to the other end. Successive batches of concrete will be placed on the edge of previous

batches to maintain progressive filling of each layer without segregation.

The two pumps are set up in designated pouring locations around theperimeter of the foundation and rotated in a predetermined sequence asthe pour progresses.

The rotating pump sequence is repeated until the foundation pour iscomplete.

The leading edge of each layer should not be vibrated until being coveredwith fresh concrete to avoid segregation and bleeding out at the face.

The elevation of the concrete pouring will be controlled with string amongthe center and chamfer surround the interior circumference.

(h) Backfilling

Backfilling will be done in loose layers not more than 250mm in thickness. Suitable vibrator plate/rollers and/or water will be used to achieve the

compaction requirements for each layer field density test will be performedto check the soil compaction to95% maximum dry density.

Any embedded cableway conduits and earthing /grounding wires, drainagepipes and trenches etc. should be installed simultaneously with thebackfilling layers.

After completion and curing of the third stage concrete pour then thesecond stage fill will be carried out up to grade level below proposedfinished ground level


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4.3 Test and Monitoring of the Concrete Mass after PouredAs soon as the concrete has reached its stiffening time approximately 1hour after pouring a set of plastic sheet will be covered fully the concretesurface. Sand will be filled fully onto the whole area where the plasticssheet cover with approximately 10mm. thick.

The plastics cover and the side forms will be maintained for a coupleweeks until the temperature differential at any selected points in the massconcrete are not exceeded 20 C.

To ensure that the temperature differential will be controlled a set ofmeasuring apparatus will be set as shown by the above sketch. The

measurement purposes are to finding the temperature development withinthe concrete mass. The results will show peak temperature and thetemperature differential for such measuring points.

As previously explained, sets of thermocouples will be installed andembedded to the concrete at the bottom, middle and top e.g. top andbottom sets will be approximately 50 cm of measuring from the edges. Theheat generated will be converted to the circuit and sent to the data logger

which will record and show information of temperature measure.

In general case the temperature differential at any selected points shouldnot exceed 33 C. The maximum temperature of mass concrete will peak at48 hours after pour and will be constant for 7 days and will decrease to theair temperature after 14 days

Equipment Installation:

Temperatures will be measured at 4 levels e.g. ambient, top, middle andbottom.

The end of each thermocouple wire(s) were fixed to the designatedposition to the concrete mass prior to pouring. The others ends were


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linked to the rear panel of the data logger which is set to read thetemperature at every 30 minutes for at least 3 days.

5.) OUTLINE OF SEQUENCE

To illustrate the previous description this outline of sequence is made as thefollowing steps:

1) Excavation will be carried out, between the plies rows, from one end to theother end as shown on the sketch by backhoe. It should be concentratedclosely during the entire excavation by backhoe so as not to damage thepiles. The remaining soil stuck to the piles will be removed by men.

2) Upon a completion of excavation, the bedding soil will be adjusted finallyby men confirmed by survey. The compaction to the bedding soil will becarried by small compacting roller until the required density is achievedconfirmed by test results.

Survey will then mark for level and pouring boundary.

Upon a completion to the above the lean concrete will be poured.


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3) Piles cutting off will be carried out following the method stated on 4.2.4previously.

4) Rebar and formwork will be preceded simultaneously. Detailed fixing anderection will be carefully followed the method described on 4.2.5 (b)formwork, (c) rebar work respectively.

5)A set of anchor bolts will be installed following the latest constructiondrawings. A joint survey CTCIT/ITD will be made to ensure theircorrectness installation for its position, level, verticality, alignment etc. Inaddition for their firm installation in order that they will not be moved and

affected during the entire execution stage of pouring.

In addition sets of thermocouples will be erected and fixed to at thedesignated points and will be left permanent to the concrete e.g. the othersends will be kept outside the concrete mass to connect to the rear panel ofthe data logger (temperature reading meter) thereafter


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6) Upon a confirmation of pre-concrete inspection , the concrete will bepoured following the method described on 4.2.5 (d) concrete ,(e) concretesupply ,(h) conveying respectively.

As soon as the concrete has reached its stiffening time approximately 1hour after pouring a set of plastic sheet will be covered fully the concretesurface. Sand will be filled fully onto the whole area where the plastics

sheet cover with approximately 10mm. thick.


7)As soon as the concrete has reached its stiffening time approximately 1hour after pouring a set of plastic sheet will be covered fully the concretesurface. Sand will be filled fully onto the whole area where the plasticssheet cover with approximately 10mm. thick.


Conduct a temperature differential test and monitoring.

When the concrete reaches the required strength verified by crushing testthe form will be dismantled. Once the side forms are removed the

approved curing compound will be immediately applied thoroughly all theexposed surface.


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8)While the forms being dismantled, all the unwanted materials associatedwith the concrete e.g. debris, concrete laitance etc, will be removed.

Upon a completion of the above, backfilling work surround the foundationwill be carried out in horizontal layers. Each layer will not exceed 30 mm.

thick and a test results for the compaction test for each layer will beobtained prior to next layer filling.

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