MS 008 01 not approved

The Method Statements noted hereunder will be submitted under separate cover by the Contractor in compliance with the Specification and Conditions of Contract:  MS-006-01 Reinforced Con

b) Each copy is issued to a particular person or organization If the

document is no longer required it should be returned to the relevant person;

c) It is not to be photocopied either in whole or in part Additional copies are available on request;

d) Copy holders will be automatically issued with any amendments

Responsibility for incorporating such amendments rests with the copy holder.

TABLE OF CONTENTS (CONT’D)

3 INSPECTION AND TEST PLAN FOR REINFORCED CONCRETE COVER

4 INSPECTION AND TEST PLAN FOR SITE WORKS

5 INSPECTION CHECKLIST(S) / FORM(S)

6 SAFETY RISK ASSESSMENT

7 ENVIRONMENTAL RISK ASSESSMENT

1 GENERAL

This method statement describes the procedures for conveyance sewer construction by open cut method including preparatory works, earthworks and construction of box culvert and associated manholes The Method Statements noted hereunder will be submitted under separate cover by the Contractor in compliance with the Specification and Conditions of Contract:

 MS-006-01 Reinforced Concrete Piling Works

 MS-007-01 Driving Timber Piles

 MS-008-02 Design of Temporary Shoring for Excavation (01)

 MS-008-03 Design of Formwork (01)

 MS-011-01 Method Statement for O/M Road construction

In addition various plans, associated with the Conveyance Sewer Construction, have been submitted separately by the Contractor as hereunder noted:

 TRP-01 Temporary Road Plan

 TFP-01 Temporary Facilities Plan

1.1 Purpose

The purpose of this documents are as noted hereunder:

a) to construct conveyance sewer between pump station at Package C to treatment plant at Package E

details of which were submitted by the Contractor under cover of it’s letter ENG-0059 dated 28 September 2006 and for which the final details will be submitted by the Contractor under separate cover.

works reference is also made to Appendix No 1 hereto:

Table 2.1 Conveyance Sewer Construction

 MS-006-01 Reinforced Concrete Piling Works

 MS-007-01 Driving Timber Piles

Construction of the Conveyance Sewer will be commenced from the centre outwards (to the ends where the Conveyance Sewer constructed under Package D interfaces with those portions constructed by others under the HCMC Water Environment Improvement Project) and is divided into two distinct work fronts as detailed hereunder:

 From Manhole ref: CM-18 to Manhole ref: CM-04 + 5m (North Work Front)

 From Manhole ref: CM-18 to Manhole ref: CM-34 +5m (South Work Front)

Foundation works, due to the differing types of designed pile foundations, will be executed in the following manner:

 RC Piling works will be continuously executed in the required areas prior to commencement of the excavation and temporary shoring works (Refer to Method Statement MS-006-01)

 Timber piling works will be executed in the required areas after completion of the necessary excavation and temporary shoring works (Refer to Method Statement MS-007-01) Three work teams will be mobilised to each work front and each work team will be assigned one block (each block is equivalent to a length

of 120m of the Conveyance Sewer) Each block, 120m in length, is equivalent, on average, to four units divided by construction joints Within each block the typical box culvert construction is shown in Figure 3.1 hereinbelow:

Blocks 1 and 3 will be executed concurrently as will blocks 2 and 4.

In addition, wherever possible, concurrent overlapping will also be

30m

30m

30m

30m

1 block = 120m (i.e 4 units, each unit ≈ 30m i.e joint to

joint)

Vertical construction joint

initiated i.e after pouring the slab for units 1 and 3 the slab for units

2 and 4 will be cast.

As outlined hereinabove three work teams will be mobilised to each work front For a pictorial representation of this sequence reference

is made to Figure 3.2 on page 6.

FIGURE 3.2

3.2 Care of Water

In order to ensure dry conditions during construction water pump(s) shall be provided which will pump any water within the excavation area to the open drainage ditch constructed alongside the temporary road as outlined in the Contractor’s Temporary Road Plan TRP-01.

For those areas where no temporary access road is constructed an open drainage ditch shall be formed at the side of the trench to a pre-determined location where a sump pit shall be excavated From the sump pit the water shall be pumped out to the nearest existing drainage system by suitable capacity pumps.

The number and capacity of pumps shall be chosen based on the actual prevailing conditions during construction Either gasoline or electric type pumps shall be utilised for this purpose Standby pumps shall be available on Site in the event they are required during particularly heavy precipitation.

Levelling concrete

Formwork (Base Slab)Base slab concrete

Scaffolding

Reinforcement(incl dowel bar for

cover)

Formwork (wall)Concrete

Curing

Remove formwork

Place and Fix RC CoverBackfill

Remove 2nd layer of shoring (if present)

Replace shoring

Manhole Shaft

ReinforcementFormwork

Concrete

Preparatory Works

Preparatory Works

FLOWCHART 1

Clearing and grubbing works, as appropriate / necessary, will

be conducted in accordance with Sub-Clause 2.3, Section 2 of Division B, Volume 2 “Specifications” The majority of site clearance and grubbing will be executed by mechanical means, bulldozer or similar, including large trees and shrubs However, initially to permit completion of initial survey works and similar manual means may be employed Any surplus materials arising from the site clearance works shall be disposed off site appropriately at the designated area(s).

3.4.3 Demolition Works

Clearing and grubbing works, as appropriate / necessary, will

be conducted in accordance with Sub-Clause 2.4, Section 2 of Division B, Volume 2 “Specifications” Any solid structures uncovered within the Site area which obstruct the execution of the Works shall be demolished predominantly by manual means although mechanical means may be employed if necessary Any surplus materials arising from the demolition works shall be disposed off site appropriately at the designated area(s).

FIGURE 3.3

3.4.5 Existing Utility Survey

The test pits to determine the location of existing services which may be affected by the Works shall be conducted after receiving updated information from the relevant authorities and during the course of execution of the Works.

For further details reference is made to the Contractor’s approved Method Statement for Utility Service Survey MS-003- 01.

If some existing utility(ies) require temporary, or perhaps even permanent diversion, to permit the execution of the Works the Engineer shall instruct the Contractor to execute the diversion

or re-location in accordance with the Responsible Entity(ies) directions / instructions or arrange for a contract with the Responsible Entity to carry out the required works After discussions between the representatives of the Employer and the Responsible Entity have been finalised, such diversion will

as prescribed in Sub-Clause 1.9.4.4 of Section 1, Division A, Volume 2 “Specifications”.

The Contractor shall take all necessary due precautions to prevent damage to any existing utility which may be affected

by the execution of the Works.

Nevertheless, in the event that any service is damaged as a direct result of the Contractor’s operations the following contingency plan shall be implemented:

a) Authorised representative(s) from the Utility Owner shall be immediately contacted by the quickest means possible to advise of the actual situation on Site

b) Representative(s) of the Employer and Engineer shall be subsequently advised if they are unaware of the situation c) If possible temporary measures1, as advised by the authorised representative(s) from the Utility Owner, shall

be implemented as soon as reasonably possible d) Upon further inspection by the authorised representative(s)

of the Utility Owner further concrete reinstatement measures shall be discussed and agreed within the shortest possible timeframe

e) Once reinstatement measures have been agreed they shall

be implemented as soon as reasonably practicable under the close supervision of the authorised representative(s) of the Utility Owner

f) Once reinstatement measures have been completed a joint inspection by the authorised representative(s) of the Utility Owner, the Employer, the Engineer and the Contractor shall be conducted to confirm completion of the reinstatement measures

Table 3.4.5 on page 12 hereinafter summarises a list of responsible entitiespertaining to existing services together with authorised contact staffmembers and details as appropriate

1 Such measures may involve temporary disconnection of the utility in question if soapproved by the authorised representative of the Utility Owner

Table 3.4.5 List of Responsible Entities and Contact Details

NO AGENCY COMPANY ADDRESS CONTACT POSITION CONTACT NO.

1 Telephone West Telephone

Company

2 Hung Vuong, District 10

8 Bis Pham Ngoc Thach, District 1

Chu Quoc Huy

Mr Khan

General DirectorEngineer

1 Cong Truong Q

Te, District 3

Bach Vu HaiNguyen Van Toan Chau

Tran Van Thuong

Vice DirectorStaff

DirectorStaffStaff

63 Ly Tu Trong, District 1

Tran Quang PhuongNguyen Viet Son

DirectorVice Director

6 Electrical Saigon Electricity

Company

12 Thi Sach, District 1 Nguyen Van MinhNguyen Minh Hai DirectorVice Director 8228 - 7558228 - 755

7 Electrical Cho Lon Electricity 1a Thuan Kieu, Tran Van Le Ha Director

9555 - 998

3.4.6 Pre-construction survey

The designed location of the conveyance sewer alignment shall

be marked by the surveyor and inspected together with the Engineer

After the alignment setting-out has been completed and prior

to commencing excavation works for the area in question the existing ground elevation shall be checked and recorded.

Reference points, to be used for one particular section / portion

of the works, will be set-out and marked from the agreed control points.

3.5 Excavation Work and Temporary Shoring

In principle three types of shoring system will be utilised:

3.5.1 Bench Cut

In accordance with Construction Drawing PD-CSC-249 bench cut may be utilised where the excavation depth is relatively large In principle bench cut may be utilised to a depth ranging from between 40 to 50% of the overall excavation depth i.e if the excavation depth to design elevation is 4.00m the benching depth may be between 1.60m ~ 2.00m depending upon the actual conditions encountered within any given area Benching may be sloped or, alternatively, vertical depending upon the prevailing soil condition(s).

3.5.2 Driving Sheet Pile

After completing the check of utilities within the works areas driving of sheet piles shall be commenced.

A guide frame, consisting on two h-beams, shall be laid on the ground to provide a guide for the sheet pile location Sheet piles shall be driven by vibratory hammer affixed to an excavator or crane The vertical alignment of the sheet piles shall be checked during driving.

To prevent twisting of the sheet pile within the guide frame outlined above the free leg of the U - type shall be secured by a guide block during the driving process.

In the event any existing overhead electric lines exist within the area of the pile driving machine the lines shall be covered

by an appropriate insulation cover to prevent arcing or electric shock or, alternatively, the cables will be diverted to permit the execution of the works.

The sequence described hereinabove is repeated until the sheet piles for the works area in question are completed.

3.5.3 Excavation including Shoring Erection (Sheet Pile

Support)2

At predetermined points during excavation works, waling and struts supports shall be installed in accordance with the approved temporary works design Walers and struts shall be firmly fixed in position at the required locations Excavation shall be continued until the desired elevation is reached For further details of the temporary shoring in each particular area reference is made to the Method Statement hereunder noted which shall be submitted separately by the Contractor:

 MS-008-02 Design of Temporary Shoring for Excavation (01) Excavation will be carried out in 4,000mm length bays, equivalent to the waler installation centre of 3,500mm, plus 500mm allowance for working space For each 4,000mm length bay the sequence hereunder will be followed:

 Excavation is continued until the level equivalent to the first strut depth is reached

 The first strut level is installed and firmly fixed in position

 Excavation is continued until the level equivalent to the second strut depth is reached

 The second strut level is installed and firmly fixed in position

 Excavation is continued until the design elevation is reached

Once the above sequence is completed excavation works for the subsequent 4,000mm length bay is commenced Figure 3.4

on page 15 hereinafter illustrates the aforementioned method:

FIGURE 3.4

3.5.4 Slope Cut

Slope cut consists of excavating a gradient at 1:1 The surplus excavated soil from the slope cutting works will be utilised in the pond filling described in Sub-Article 3.4.4 hereof Excavation shall be continuous by two backhoes Figure 3.5 hereunder illustrates a typical section and plan for the slope cut works:

3.5.5 Excavation including Shoring Erection (Timber Support)3Initially excavation works are completed upto design elevation Trench sides shall be sloped accordingly After complete, timber walling will be installed and then driven until 500mm penetration is achieved Subsequently the strut and waling layer will be installed and firmly fixed in position.

3 Elevation of each level of support is determined in accordance with the approvedtemporary works design

Excavation will be carried out in 3,500mm length bays, equivalent to the waler installation centre of 3,000mm, plus 500mm allowance for working space Once the above sequence is completed excavation works for the subsequent 3,500mm length bay is commenced.

3.6 Protection of Existing Utility(ies)

In accordance with Sub-Clause 1.9 of Section 1, Division A, General

of Volume 2 “Specifications” existing utilities will require protection This sub-article explains the typical protection method in this respect For a pictorial representation thereof reference is made to the Contractor’s Drawing No GE - T - 103 “Existing Utility Protection”.

Drainage and Water Pipe Utilities

A steel beam / pipe shall be laid across the excavated trench and the drainage / water pipe in question shall be securely hung from the beam using metal chains at the required intervals The chain can be tightened or loosened as required by using a sufficient quantity of tying wire twisted and tied to the chain or, alternatively,

by using a turnbuckle.

Electric, Telecom and Other Cable Utilities

Principally the same method as above will be used.

3.7 Disposal of Surplus Excavated Material

For details of the disposal area reference is made to Revision 1 of the Project Construction Plan submitted by the Contractor under cover of letter ENG-0115 dated 28 October 2006 Before any trucks leave the works area location the wheels and body of the truck will

be washed down with water and the excavated material will be trimmed down and covered with a canvas sheet to prevent spillage during transportation.

3.8 Box Culvert Construction

The sequence of construction of the box culvert varies slightly depending upon the type of shoring system present for the area in question although the basic principles remain the same for all areas Figure 3.6 on page 18 illustrates the typical construction sequence

in this respect:

FIGURE 3.6

3.8.1Excavation to Design Elevation

Refer to Sub-Article 3.5 hereinbefore.

3.8.2Cutting Reinforced Concrete Spun Pile Top / Timber Piling

Once excavation have been completed the following works will

be executed:

 Where reinforced concrete spun piles are required by the design, cutting the pile head to the required elevation, casting the “plug” concrete and cranking of the exposed reinforcement bars to the required profile For further details refer to Method Statement No MS-006-01 Reinforced Concrete Piling Works under separate submission by the Contractor

 Where timber piles are required by the design, driving the piles to the required elevation and trimming the top 100mm thereof For further details refer to Method Statement No MS-007-01 under separate submission by the Contractor

3.8.3Sand Bedding4

Sand bedding shall be placed in layers not exceeding 200mm

in thickness and suitably compacted by a vibratory plate compactor or tamping rammer to a width of 3,400mm.

3.8.4Levelling Concrete

Levelling concrete, Grade G thickness = 100mm, shall be placed in accordance with the construction and approved working drawings wherever the temporary shoring system is timber or where the slope cut system is used.

Where sheet pile shoring system is utilised levelling concrete, Grade G thickness = 200mm, will be cast to provide stability to the shoring system and permit the removal of the second layer

of waler and strut support.

Concrete will be cast to the full width of the trench where sheet piling support is installed However, at the interface of the levelling concrete and the sheet pile a small strip of timber will be inserted to permit subsequent withdrawal of the sheet piles after completion of the works for the area in question.

3.8.5Remove Second Layer of Waler and Strut5

Once the levelling concrete has been cast the second layer of waling and strut support will be removed Removal shall be by means of cutting the waler and strut by oxygen cutter and removal by crane.

3.8.6Formwork Installation (General)

Formwork shall be constructed so as to be strong enough to withstand pressures during concrete placement and shall be constructed from either timber of metal.

Formwork shall be properly equipped with braces, ties and other devices such that the designed profile of the structure can be maintained at all times.

All formwork installed shall be free from dust, grease and shall

be treated with approved form oil prior to placing of reinforcement.

be left in contact with the formwork Welding of reinforcement shall not be permitted unless previously approved by the Engineer.

Concrete spacer blocks shall be installed at pre-determined intervals in order to maintain the required concrete cover.

Immediately prior to concrete pouring all oil, paint and other deleterious substances which may affect bonding shall be removed from the reinforcement.

3.8.8Concrete Placing (General)

Concrete mix is Grade E for reinforced concrete.

Concrete shall be placed using bucket(s) or with concrete pump and shall not be dropped over a vertical distance

5 Applicable only where sheet piling support system is utilised

exceeding 1.5 metres to ensure that no segregation of the concrete constituents occurs and the possibility of displacement of reinforcement is minimised.

Concrete shall be transported to the required location by transit mixers and shall be placed in the forms.

Concrete shall be compacted utilising internal vibrators and vibration shall be carried out in such a way that contact with reinforcement and formwork shall be minimised.

After compaction is completed the vibrators shall be slowly withdrawn.

Care shall be taken to avoid over vibration.

3.8.9Concrete Curing and Formwork Removal (General)

Curing of concrete surfaces shall commence after any surface water has completely disappeared After removal of formwork the entire concrete surface shall be covered with wet burlap material and shall be kept moist during the entire curing period In the event any repairs are required to the concrete surface the burlap may be removed temporarily to permit such repairing but shall be replaced immediately upon completion thereof Alternatively, curing compound may be used if permitted by the Engineer.

Formwork may be removed in accordance with the following conditions:

 Floor Slabs - the result of the concrete strength test on the specimen cubes exhibits strength exceeding 70% of the design strength

 Walls - after 24 hours 3.8.10 Construction Joints

Construction joints shall be incorporated every 30m length in accordance with the construction drawings Waterstop, b = 200mm and t =5mm, will be placed within the base and wall together with elastic filler, t =20mm.

Prior to casting fresh concrete the surfaces of any construction joints shall be washed and brushed with wire brushes to expose clean aggregate The surface shall be kept wet at all times upto the casting of the fresh concrete.

3.8.11 Place Pre-Cast Cover

After completion of the wall and removal of formwork pre-case concrete covers shall then be placed, by mobile crane or other appropriate equipment, onto dowel bars cast into the wall 3.9 Construction of Manholes

3.9.1Normal Type

Basically all principles shall follow those outlined hereinabove upto the stage of placing the pre-cast cover After the cover is placed reinforcement and formwork will be erected using the principles as outlined in Sub-Articles 3.8.6 and 3.8.7 hereinabove Concrete shall be cast to the required level and compacted appropriately by vibrators Concrete shall be left to cure for the appropriate time prior to commencing backfilling adjacent thereto For further details reference is made to Sub- Articles 3.8.8 and 3.8.9 hereinabove.

3.9.2Special Type (Manholes Ref: CM7, CM8 and CM22)

For Manholes Ref: CM7, CM8 and CM22 no precast concrete cover will be installed and the whole of the manhole will be constructed from in-situ concrete Once excavation is completed the sand bedding and levelling concrete are placed followed by the base slab Once the wall, upto manhole shaft elevation, has been cast backfilling shall be proceeded upto the top of wall elevation Thereafter the manhole shaft is constructed and backfill is continued upto the required design elevation All works shall comply with the preceding articles as appropriate and / or applicable.

3.10 Backfilling

Backfilling may commence when the concrete has attained 70% of it’s design strength.

3.10.1 Estimated Demand

Based on the current schedule for the conveyance sewer works

it is estimated that demand for sand material shall range from 340m3 to 8,750m3 per month.

3.10.2 Filling and Compaction

Prior to commencing any backfilling works preceding materials i.e formwork, or similar shall be removed from the area in

question The material to be utilised is “sandy soil”, the material source for which, together with test result, should be submitted to the Engineer for approval prior to use in accordance with Sub-Clause 3.4.2 b) of Section 3, Division B, Volume 2 “Specifications”.

Sand backfilling shall be placed in layers not exceeding 150mm in thickness according to Sub-Clause 3.4.7 of Section

3, Division B, Volume 2 “Specifications”, spread manually and suitably compacted by a vibratory plate compactor or tamping rammer Backfilling shall be continued until the design level is reached.

Backfilling shall be wetted in order to achieve optimum moisture content for compaction Backfilling material shall be compacted to 90% of the maximum dry density as determined

in laboratory compaction tests for the material in question 3.10.3 Extraction of Temporary Shoring

If a second level of temporary walers and struts (at sheet piling support location only) is required by the temporary shoring design this level shall be removed after casting of the levelling concrete and prior to casting the base slab Other levels of walers and struts will be removed as the backfilling reaches the required level.

For sheet piling temporary shoring the shoring shall be removed when the backfilling level reaches the surrounding existing ground level For timber shoring the shoring will be withdrawn when the backfilling is approx 50% complete.

For sheet piling, during the extraction procedure, each sheet pile shall, as far as reasonably possible, be kept in a vertical position and extraction shall be guided by a spotter who shall keep the operator informed of the progress of the works to ensure correct and safe extraction Once extracted the sheet piles shall be moved to the next location.

3.11 Leakage Test

After completion of removal of the temporary shoring system and restoration of the normal sub-surface conditions the box culvert and manhole will be visually checked to see if there is any infiltration resulting from the pressure of the underground water In the event

“Specifications” the acceptance criteria is stated as being not exceeding 0.5 litre per linear metre per metre of nominal bore (for circular sections) / per metre width (for rectangular sections including manholes).

3.12 Repair of Concrete

Concrete repair may be classified in the following categories:

1 Cracks Through the wall

and slab

should be undercut in a U-shape

by at least 25mm beneath the surface of the concrete using a grinder or concrete cutter

3 Minor defects Other than those

above

treatment with mortar

It is anticipated the work described herein can be completed in

accordance with the schedule included within Appendix No 2 hereto

5.1 Organisation Chart

The Organisation Chart for the works described herein is outlined hereinafter on page 24:

5.2 Suppliers / Sub-Contractors

If applicable, the list of relevant sub-contractors / suppliers shall be informed by the Contractor under separate cover.

5.3 List of Machinery / Equipment

2 Excavator TBC 4 no / working block (120m)

3 Hand Breaker TBC 4 no / working block (120m)

4 Dump Truck TBC (aver.) 5 no / working block

M Hosoi

QC Manager

L De Ocampo

Safety Officer[TBC]

Chief Engineer

Coordinati

on Officer

Chief Engineer

Surveyor

CAD operator

Assistant

No Equipment Type Quantity

7 Generator TBC 1 no / working block (120m)

8 Plate Compactor TBC 2 no / working block (120m)

9 Compaction Roller TBC 2 no / working block (120m)

10 Miscellaneous

small tools i.e

welding machines,concrete vibrator, bar cutter, pumps etc

Various As required

All works associated with the Conveyance Sewer Construction shall comply with the requirements of the Management System and Quality Control Plan, as may be amended from time to time.

6.1 Inspection and Test Plan

This plan deals with the construction activities for one set of work including outlining the frequency of internal and joint inspections Concrete Quality

All concrete shall be ready mix supplied from an approved off-site batching plant All concrete shall be monitored to ensure good quality and workability For further details of the quality control procedures in this respect reference is made to MS-005-01 Concrete Quality Control under separate submission by the Contractor.

Quality Programme for Reinforced Concrete Cover

All finished reinforced concrete covers will be subject to inspection

at the factory prior to delivery to the Site and at the Site after delivery and prior to installation For the relevant control

procedures in this respect reference is made to Appendix No 3

attached herewith.

Inspection and Test Plan for Site Works

Appendices No.’s 4 and 5 hereto outline, respectively, the

Inspection and Test Plan applicable to the Conveyance Sewer Construction and the Inspection Checklist(s) / Form(s).

Appendix No 4 hereto nominates the inspection steps to be

implemented in order to ensure that the required quality, and

substantiating records, are maintained while Appendix No 5

details the inspection records which are to be completed, maintained and filed on Site.

From Decree No 209 three forms are applicable to the “Open Cut” construction work - Forms 4A, 5A and 7.

 Form 4A - to be utilised for the completion of each specific item of work such as excavation, bedding, pipe laying, concreting etc.

 Form 5A - for the completion of all construction work in one particular set

 Form 7 - one completion form for the total completion of construction work for the Conveyance Sewer

6.2 Non-Conformance Report

During the execution of the works, if a written complaint, via a site Instruction or similar, is received from the Engineer or the Employer, and the complaint is justified then action will be initiated by the Contractor A Non-Conformance Report shall be completed and a record thereof shall be retained by the Contractor.

All works described herein shall comply with the requirements of the approved Occupation Health, Safety and Rehabilitation Plan and Project Safety Plan.

Specific Safety considerations:

a) Working in close proximity to equipment / plant

Ensure appropriate safety induction course and provision of banksmen and the like.

Proper illumination / lights shall be provided if the works are executed at night.

b) All workers shall wear appropriate PPE, i.e helmet, shoes, gloves etc as appropriate and deemed necessary in accordance with the PPE matrix contained within the Project Safety Plan

c) First aid facilities shall be available

8 ENVIRONMENTAL MANAGEMENT

All works described herein shall comply with the requirements of the approved Environmental Management Plan.

Specific Environmental considerations:

a) Good housekeeping practices shall be implemented i.e management of waste and the like

Appendix No 7 hereto includes the completed Environmental Risk

Assessment for the Conveyance Sewer Construction Works.

A PPENDIX N O 1

A PPENDIX N O 2

Schedule

AREA ACCUMULATED LENGTH

A PPENDIX N O 3

N O P ARTICULARS I TEM FOR

JIS R 5210, AASHTO M85, TCVN 2682-1992

1 per batch of delivery (20 tonnes

Quality Certificate Condition /

independent testing laboratory;

Compliance with

Materials finer than 0.075mm sieve

▲ In accordance withJIS A1103 AASHTO

independent testing laboratory;

Compliance with

Materials finer than 0.075mm sieve

▲ In accordance withJIS A1103 AASHTO

Compliance with A-II(CT-5) 22TCN 18-79

1 time at approved independent testing lab and at suppliers lab.

Test report

Condition /

Off the ground

5 Water Quality test ▲ Standard Compliance withTech Spec.

4.2.2.4

1 Fabrication

Design type, rebar arrangement, spacer, bar sizes,

▲ Measurement by

calliper and tape

Compliance with approved drawings