TENDER DOCUMENT FOR PILE FOUNDATION FOR WATER TANKS AT ...tenders.hpcl.co.in/tenders/tender_prog/TenderFiles/6144/Tender/... · 7.2 TECHNICAL SPECIFICATION FOR PILING WORKS ... Supply

PILE FOUNDATION FOR WATER TANKS AT PARADEEP

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HINDUSTAN PETROLEUM CORPORATION LIMITED

ENGINEERING & PROJECTS

GRESHAM ASSURANCE HOUSE, 2ND

FLOOR,

A-1595(3) 1-A, SIR P M ROAD, FORT

MUMBAI-400 001

TENDER DOCUMENT

FOR

PILE FOUNDATION FOR WATER TANKS

AT

PARADEEP POL TERMINAL

ORISSA


Page 1 of 1

INDEX

Sr.

No.

DESCRIPTION PAGES

FROM TO

1

TENDER COVER PAGE

1

1

2

INDEX

1

1

3

PROJECT DESCRIPTION, SCOPE OF WORK & SCHEDULE OF

QUANTITIES

1 11

4 UNPRICED BID 1 2

5

TIME SCHEDULE

1

2

6

SPECIAL CONDITIONS OF CONTRACT

1

23

7

TENDER TECHNICAL SPECIFICATIONS

7.1 TECHNICAL SPECIFICATION FOR SAND/MURRUM FILLING WORKS 1 21

7.2 TECHNICAL SPECIFICATION FOR PILING WORKS 1 47

8

SAFETY, HEALTH & ENVIRONMENT(SHE) POLICY

1 8

9

PARADEEP TERMINAL LAYOUT

1

1


Page 1 of 11

PROJECT DESCRIPTION,

SCOPE OF WORK &

SCHEDULE OF QUANTITIES


Page 2 of 11

PROJECT DESCRIPTION/ SITE INFORMATION

Hindustan Petroleum Corporation Limited proposes to Augument storage capacities as a part

of revamping facilities of the Terminal at Paradeep, Orissa and have decided to invite eligible

parties to take-up the project as per the detailed job schedule enclosed. Scope of this job

involves providing necessary Pile Foundation for water storage tanks. Details of Tanks to

be constructed are as under:

S. No. Size of Tank Product Capacity No. of

Tanks

Type

1 25.0M Dia x 11.0M Ht

WATER 5400 KL 2 Open Roof

The bidder is advised to visit and examine the site of works and their surrounding and

obtain for himself and on his own responsibility all information that may be necessary for

preparing of the bid and entering into the contract. The cost of visiting the sites shall be at

bidder’s own expenses. No extra claim on account of non-familiarity of site conditions shall

be entertained during execution of works.

The prospective bidders are requested to thoroughly read and comprehend the various

sections of this tender document and visit the sites before quoting for the tender and offer

their most competitive rates for the job.

The site addresses is as below:

Hindustan Petroleum Corporation Ltd

Paradeep Terminal

Opposite Paradeep Railway Station,

Paradeep- 754145

Orissa

Ph : (06722) 229225/ 229226


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SCOPE OF WORK

Scope of the job involves but not limited to the following:

1. Scope of the job includes Design, Construction & Testing of Pile Foundation (including Pile Cap)

for water storage Tanks.

2. Conducting Routine Load tests on designated working piles namely Vertical, Lateral load tests.

IMPORTANT NOTES

1. The successful bidder will be given the copy of “Soil Investigation Report” to enable the bidder

to carryout design of the Pile foundation (including Pile Cap etc) of water storage tanks as per

relevant codal provisions based on the Soil investigation report/ recommendations of the soil

investigation agency and get the design vetted by a reputed institute like IIT, Kharagpur or any

other reputed Engineering Institutes/ Consultant duly approved by HPCL. The vetted design

shall be submitted to HPCL for approval before commencement of the job. Rate to include the

same in respective items and No separate payment shall be made to the party on this account.

2. The testing of the piles shall also be carried out by the party in line with IS 2911-Part IV and

relevant specification of this tender document within the quoted rates. No separate payment

shall be made to the party on this account.

3. Entire Cement concrete job need to be carried out thru Ready mix concrete only. The scope of

mix design is included in the scope of bidder and the same to be vetted by reputed

engineering institute like IIT, Kharagpur or any other reputed Engineering Institutes/

Consultant duly approved by HPCL. Party has to submit vetted design calculations to EIC and

obtain approval of the same before commencement of the job. RMC plants shall be of repute

like ACC, L&T etc. Alternatively, party can also set up a batching plant at the site and make

design mix as per provision including vetting by the reputed engineering institute like IIT,

Kharagpur or any other reputed Engineering Institutes/ Consultant duly approved by HPCL.

Party has to submit vetted design calculations to EIC and obtain approval of the HPCL before

commencement of the job. The batching plant need to be certified by third party for

robustness of performance and equipments associated with it.

4. Scope also includes shifting of all types of materials including scrap materials, if any lying at

the constructional area to the designated place inside the depot premises at no extra cost. Job

also includes site clearing from any debris, vegetation, bushes and trees, etc and make the site

free for construction at no extra cost.

5. Any cables / piping encountered during excavation and other construction activities, the same

shall be separated using Sand Bed and Tiles or to be re-routed, if necessary as directed by the

Engineer in charge at no extra cost to HPCL.

6. The complete requirements shall be executed comprehensively with single point

responsibility. The prospective bidders are requested to thoroughly read and comprehend the

various sections of this tender document and visit the sites before quoting for the tender.


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7. If any deviation is found during execution between the specification and the drawings, it is to be

explicitly noted that the specification will hold good and supersede the drawings.

8. The bidder is required to peruse carefully all parts of tender documents and drawings and if any

difference / inconsistency is noticed, he shall bring it to attention of HPCL before submission of

tender and shall get the clarification(s) required. Failure to do so will not entitle the successful

bidder for any extra claims on account of such discrepancies/inconsistencies.

9. All jobs shall be executed as per technical specifications, relevant codal provisions, sound

engineering practices and as directed by EIC.

Drawings required to be submitted by the Party:

1. Drawing of Pile Foundations along with pile cap for water storage tanks and any other design

and drawing required and directed by Engineer In Charge.

2. Preparation of all detailed and working drawing and obtaining approval of HPCL.

3. Submission of 4 copies of all the above drawings (As built) shall be submitted along with CD

containing soft copy in AutoCAD latest version after job completion.

The prospective bidders are requested to thoroughly read and comprehend the various sections of this

tender document and visit the sites before quoting for the tender.

SITE INFORMATION

The job needs to be carried out in the working Terminal premises. Works to be commenced only after

having obtained necessary work permit on a daily basis & all safety precautions to be taken by the

party for carrying out the above jobs as directed by Engineer In Charge/ Terminal Manager. The party

will also have to arrange for all necessary safety and fire fighting equipments like fire extinguishers,

foam trolley, localised fire screen etc at no extra cost. The party will have to abide by all instructions

and directions by Engineer In Charge/ Terminal Manager while working inside the premises.

All conditions of work permit to be followed religiously by the party. The explosive meter readings and

check for presence of flammable vapour shall be checked by contractor’s supervisor along with HPCL’s

representative before undertaking hot work. Full time supervisor to be provided at work spot and job

shall be carried out only after complying with all safety norms of the depot. A full Time Qualified

Engineer who is technically competent and having sufficient Site experience to be available at site for

supervising and carrying out all the Jobs as per the Scope.

All the safety precautions including supplying & providing localised fire screens etc shall be arranged by

the Contractors as per the directions of Engineer in charge at no extra cost to HPCL. The contractor has

to take necessary precaution for the safe transportation of the material. Before quoting for the said job

the contractor is required to visit the site and make himself acquainted with the scope of the job and

quote accordingly.


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The tenderers are required to go through the tender document thoroughly and carefully and offer their

most competitive rates for the job. All sets of this tender document are to be read in conjunction with

each other and accordingly quote in the priced bid.

In case of any clarifications contractor may contact Shri B. S. GOPALA KRISHNA, Senior Manager-E&P,

Engg & Projects Dept., Gresham Assurance House, 2ND

Floor, A-1595 (3), 1-A, Sir P M Road, 132, Shahid B

Singh Road, Fort, Mumbai- 400 001 on 022-22608507 regarding any queries. Party may also contact Shri

R. C. Panna, Senior Manager on 06722-229225 or 09437573955 regarding any queries.

SITE VISIT

1. The bidder is advised to visit and examine the site of works at all locations and their surrounding

and obtain for himself on his own responsibility all information that may be necessary for preparing

of the bid and entering into the contract. The cost of visiting the sites shall be at bidder’s own

expenses. No extra claim on account of non-familiarity of site conditions shall be entertained during

execution of works.

2. The bidder and any of his personnel or agents will be granted permission by the Owner to enter

upon his premises and lands for the purpose of such inspection, but only upon the explicit condition

that the bidder, his personnel or agents will release and indemnify the Owner and his personnel and

agents from and against all liability in respect thereof and will be responsible for personnel injury

(whether fatal or otherwise), loss of or damage and expenses incurred as a result hereof.

The prospective bidders are requested to thoroughly read and comprehend the various sections of this

tender document and visit the sites before quoting for the tender.


Page 6 of 11

SCHEDULE

OF

QUANTITIES


Page 7 of 11

IMPORTANT NOTES TO SCHEDULE OF QUANTITIES

1. These notes to be read in conjunction with the schedule of quantities and is integral part of the same.

2. Scope of Work , Supply of Material, Technical Specifications, QAP, ITP( Inspection Test Plan)

Requirement of relevant Codes , SCC( Special Conditions to Contract), GTC (General Terms &

Conditions) , Schedule of Rates ,Statutory Rules & Guide Lines as applicable, Minimum Equipment /

Machineries Deployment and any other requirement to complete the Job / Work as per this Tender

Document shall be deemed to be included in SOR items.

3. For all Items preparation of Design and Construction Drawing as per relevant code & Tech.

Specifications of this Tender & vetting after review by HPCL through Third Party approved by HPCL,

Quality Control , Inspection & Job procedure, Project Scheduling & Monitoring Document as per SCC ,

Submission of all these documents to HPCL for approval deemed to be included in quoted rates.

4. Scope of the job also includes design of pile foundations including pile cap based on soil

investigation report provided by HPCL by reputed institute like IIT, Kharagpur or any other reputed

Engineering Institutes/ Consultant duly approved by HPCL and submit the same to HPCL before

commencement of the job. Rate to include the same in respective items and No separate payment shall

be made to the party on this account.

5. The Water and Electrical power required for constructional activity shall be in the Scope of Contractor

& shall be deemed to be included in SOR Items.

6. All the Testing and Third Party Charges for Items as per tender documents elicited in various sections

shall be borne by contractor and deemed to be included in quoted rates.

7. All Tools & Tackles, Equipments, and items brought to site by contractor will be permitted to be taken

out only after completion of work & fulfillment of necessary formalities.

8. Rate for all items to include deployment of qualified Quality Control & Safety Engineer at site from the

date of LOI till completion of job as per PO. QC Engineer & Safety Engineer deployed as per above will

report to HPCL site-in-charge on daily basis for complying all the QC/safety jobs mentioned in the PO.

9. The Drawings/QAP/ITP /Job procedures attached along with tender document are for guidance/

tender purpose only. The successful bidder to submit the above for HPCL approval as per the job

requirements during the execution of the job.


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ITEM

NO

DESCRIPTION OF ITEM UNIT QTY

1.0 EXCAVATION

Earth work in excavation in ordinary soil including soft rock/ disintegrated rock, including

Pumping and Bailing out Surface and Subsoil water, Slush removal at all heights and depths to

the required line and level and Specifications wherever required and disposal of excavated

earth within plant premises in layers not exceeding 300 mm, watering and compacting to

achieve 95% standard proctor max dry density all complete as per attached technical

specification and direction of Engineer-in-charge complete.

Note: Measurement for payment shall be on the basis of initial and final levels at the location of

cutting.

CUM 500

2.0 SAND FILLING

Supply and filling best quality river sand conforming to IS:383 Grade- III arranged from borrow

area /pit outside premises including all excavation, transportation, labour, royalty etc. at the

borrow pit location, filling in HPCL premises in loose layers not exceeding 300 mm and

compacting with Plate vibrator /Vibro roller of 8-10 T capacity so as to achieve 85% of relative

density including dressing up the surface, breaking clods, removal of slush and water, removal

of surplus earth after formation, watering rehandling at site & job shall be carried out as per

attached technical specifications and as per directions of EIC complete. The quoted rate shall

include conducting initial laboratory tests on samples and consequent insitu relative density

test as per IS: 2720 Part- XIV/OMC tests@ 500 sqm of area in each layer of filling (moisture

content of sand shall be kept below 8%). The initial filling should start only after stripping the

area from bushes, grass and other vegetation. No separate payment will be made for clearing

bushes, vegetation and other materials. Before taking the level, area to be rolled properly at no

extra cost. Job shall be executed as per attached technical specification and direction of

Engineer-in-charge complete.

CUM 2500

3.0 MURRUM FILLING

Supply and filling best quality available Murrum arranged from borrow area /pit outside

premises including all excavation, transportation, labour, royalty etc. at the borrow pit location,

filling in HPCL premises in loose layers not exceeding 300 mm and compacting with mechanical

roller /Vibro roller of 8-10 T capacity so as to achieve 95% of max dry density arrived by

Standard Proctor test including dressing up the surface, breaking clods, removal of slush and

water, removal of surplus earth after formation, watering rehandling at site & job shall be

carried out as per attached technical specifications and as per directions of EIC complete. The

quoted rate shall include conducting initial laboratory tests on samples and consequent insitu

dry density /OMC tests@ 500 sqm of area in each layer of filling. The initial filling should start

only after stripping the area from bushes, grass and other vegetation. No separate payment will

CUM 2500


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be made for clearing bushes, vegetation and other materials.

4.0 BORED CAST-IN-SITU PILES- M30

Providing and casting of Bored cast-in-situ reinforced cement concrete piles with M30 design

mix as per IS 456-2000 with a minimum cement content of not less than 400 kg/cum and a max

water cement ratio of 0.45. The cement content shall be governed by Design mix or soil

characteristics, which ever is higher.

The job scope includes design of pile foundations including pile cap by reputed institute like IIT,

Kharagpur or any other reputed Engineering Institutes/ Consultant duly approved by HPCL

based on soil investigation report provided by HPCL and submit the same to HPCL before

commencement of the job.

The job includes boring up to required strata of the pile as per termination criteria of soil

investigation report (to be provided to successful bidder) and approved design requirements of

the pile foundation. The diameter of the pile shall be as per approved design.

The job also include collecting, conveying, loading, transportation of muck, clay, other fluid

particles along with soil to an unobjectionable place outside the terminal premises and HPCL

will not be responsible for any irregularities by the party regarding dumping of the

earth/muck/mud/debris. In case of any default by the party regarding the above, HPCL will be

forced to take necessary action suitably.

CUM 1000

Cement shall be Portland puzzolana Cement conforming to is:1489

RCC shall be executed thru ready mix concrete from approved RMC Plants only like ACC, L&T

etc. The scope of mix design is included in the scope of bidder and the same to be vetted by

reputed engineering institute like IIT, Kharagpur or any other reputed Engineering Institutes/

Consultant duly approved by HPCL. Alternatively, A weigh batcher along with a batching plant

can also be set up at the site duly certified for its performance with due components by third

party agency is also permitted. No separate payment will be made on account of this and shall

be deemed to be include in the quoted rates

The reinforcement for pile shall be Corrosion resistant steel and it shall be either “TISCON CRS”

from TISCO or HSCR-M from Vizag Steel or HCR-M from SAIL only. The item is exclusive of the

supply bending, erection of CRS steel. The same shall be paid in item no:6.

The piling job to include providing casing pipe if required, bentonite slurry mixing plant and

circulation plant, including filling of the bore hole with bentonite, hire and installation charges

for all other tools, rigs & plants as necessary.

The item is inclusive of all other sundry charges like oil, stores, testing equipments for routine

load tests namely vertical , lateral as per codal requirements on working piles and others as

deemed necessary as per enclosed specifications and standard engineering practices &

relevant latest IS codes etc, complete as per approved drawings & instruction from EIC. Rate


Page 10 of 11

quoted shall include conducting routine load tests on working piles as per relevant codal

provisions and replacement & re-casting of additional piles in case of failure in the load tests.

Load tests to be repeated in case of failure as above complete as per codal provision and as

directed by EIC.

The reinforcement along with Pile concrete will be terminated 600 mm above pile cutoff level.

The total approximate depth of boring may be 15 meters and actual depth shall be governed by

soil investigation report.

Payment will be made on actual quantity of concrete cast basis from termination strata to Cut-

off level of the pile. Pile shall be terminated as per soil report/Design requirements or as

advised by EIC. Rate to include casting of concrete of cast-in-situ piles 600mm above the cut-off

level as indicated in the approved design drawings. This is included in the scope of this item and

no additional payment will be made on this account. Rate to include chipping of concrete of

cast-in-situ piles already cast to the correct lines and levels from the top of the piles to the cut-

off level as indicated in the approved design drawings and exposing the reinforcing rods and

disposal of the debris to an unobjectionable place outside the terminal premises. The exposed

reinforcement shall be applied two coats of cement slurry as per the directions of EIC. No

additional payment shall be made on account of the above. The pile shall protrude at least

75mm in to the pile cap and care to be taken to ensure he same while chipping the cast-in-situ

pile. Rate to include development length of reinforcement at pile top which is to be embedded

in the pile cap where ever necessary. The rate also to include supply and filling of the interstices

between piles with lean mix PCC of 1:3:6 with 20mm down aggregate and make it ready to

receive Pile cap and the average thickness of the same PCC shall be 50mm. No additional

payment will be made on this account.

The quoted rate shall include all necessary testing of building materials, mobilization,

demobilization, cleaning of the site etc complete and job to be completed in all respect as per

attached technical specification and as per direction of EIC .

This item excludes the cost of supply and laying of reinforcement and the same will be paid

under item no:6.0

5.0 RCC PILE CAP- M30 CUM 1000

Providing reinforced cement concrete M-30 design mix as per IS 456-2000 with a minimum

cement content of not less than 400 kg/cum and a max water cement ratio of 0.45 using 20mm

down size graded crushed granite aggregates including cost of centering, shuttering and all

other charges for mixing, laying, consolidating and curing etc complete for pile caps as per

approved drawings and as per standard specifications and as directed by Engineer In Charge.

The cement content shall be governed by Design mix or soil characteristics, whichever is higher.

Job also includes excavation to required depth for casting of pile cap and all other works

required for completion of the job in all respect as per direction of EIC. This item excludes the


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cost of supply and laying of reinforcement and the same will be paid under item no:6.0

6.0 REINFORCEMENT MT 200

Supply, fabrication and laying in position Corrosion Resistant Steel Reinforcement conforming

to IS:1786 of grade Fe-500 as per drawings including cutting, cold bending, tying and placing in

position the rods, with necessary 20 SWG binding wire including cost of binding wire and any

other incidental charges etc., complete as per standard specification and as per direction of EIC.

The reinforcement shall be Corrosion resistant steel and it shall be either “TISCON CRS” from

TISCO or HSCR-M from Vizag Steel or HCR-M from SAIL only. Laps, chairs and spacer bars shall

not be considered for measurement and payment.

7.0 Plain Cement Concrete 1:2:4

Providing and laying Plain Cement Concrete of nominal volumetric mix 1:2:4(1 Cement; 3 Sand:

6 Crushed stone aggregates) with 20mm and down size graded aggregates for bed block for

foundations & any other work as per HPCL requirement including any required shuttering,

machine mixing, tamping, ramming, curing, etc all complete as per Specifications, Drawings, job

procedures etc and instructions of HPCL Engineer-in-Charge.

CUM 120


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UNPRICED BID


Page 2 of 2

SR.

NO DESCRIPTION UNIT QUANTITY

1 EXCAVATION Cubic Meters 500

2 SAND FILLING Cubic Meters 2500

3 MURRUM FILLING Cubic meters 2500

4 BORED CAST-IN SITU PILES-M30 Cubic Meters 1000

5 RCC PILE CAP-M30 Cubic Meters 1000

6 REINFORECEMENT Metric ton 200

7 Plain Cement Concrete 1:2:4 Cubic Meters 120


Page 1 of 2

TIME SCHEDULE


Page 2 of 2

TIME SCHEDULE

DESCRIPTION OF WORK:

PILE FOUNDATION JOB FOR WATER STOARGE TANKS AT

PARADEEP POL TERMINAL, ORISSA

PART COMPLETION PERIOD

PILE FOUNDATION JOB FOR WATER STORAGE TANKS 5 MONTHS

(FROM THE DATE OF HANDING OVER OF THE SITE)

LOCATION: PARADEEP POL TERMINAL

PARADEEP

ORISSA

NOTE:

1) Time for completion shall be reckoned from the date of issue of Fax/ Letter

of Intent/Purchase Order by HPCL.

2) Time for completion shall include the time required for mobilization, design,

QAP, Testing, execution, calibration, demobilization, carrying out the works

as per requirements of Contract Document and instructions of HPCL

Engineer-in-Charge.


Page 1 of 23

SPECIAL CONDITIONS

OF

CONTRACT


Page 2 of 23

1.0 GENERAL

1.1 Special Conditions of Contract (SCC) shall be read in conjunction with the

General Conditions of Contract (GCC) also referred to as General Terms &

Conditions of Works Contract, Schedule of Quantities, specifications of

work, drawings and any other document forming part of this Contract

wherever the context so requires.

1.2 Notwithstanding the sub-division of the document into these separate

sections and volumes, every part of each shall be deemed to be

supplementary of every other part and shall be read with and into the

Contract so far as it may be practicable to do so.

1.3 Where any portion of the GCC is repugnant to or at variance with any

provisions of the Special Conditions of Contract, then unless a different

intention appears, the provision(s) of the Special Conditions of Contract

shall be deemed to override the provision(s) of GCC only to the extent

that such repugnancy or variations in the Special Conditions of Contract

are not possible of being reconciled with the provisions of GCC.

1.4 Wherever it is stated in this Bidding Document that such and such a

supply is to be affected or such and such a work is to be carried out, it

shall be understood that the same shall be affected and /or carried out by

the Contractor at his own cost, unless a different intention is specifically

and expressly stated herein or otherwise explicit from the context.

Contract Price shall be deemed to have included such cost.

1.5 The materials, design & workmanship shall satisfy the applicable relevant

Indian Standards, the job specifications contained herein & codes referred

to. Where the job specifications stipulate requirements in addition to those

contained in the standard codes and specifications, these additional

requirements shall also be satisfied. In the absence of any Standard /

Specifications / Codes of practice for detailed specifications covering any

part of the work covered in this bidding document, the instructions /

directions of Engineer-in-Charge will be binding upon the Contractor.


Page 3 of 23

1.6 In case of contradiction between relevant Indian standards, GCC, Special

Conditions of Contract, Specifications, Drawings and Schedule of Rates, the

following shall prevail in order of precedence.

i) Detailed Purchase Order along with Statement of Agreed Variations, if any,

and its enclosures .

ii) Fax of Intent (FOI)/Letter of Intent(LOI)

iii) Schedule of Quantities AND Technical specifications

iv) Special Conditions of Contract

v) Drawings/data sheets/job procedures

vi) Instructions to Bidders

vii) General Conditions of Contract

viii) Relevant Indian Standards.

1.7 SAFETY, FIRE FIGHTING AND SPECIFIC REQUIREMENTS OF HPCL

1.7.1 Contractor shall provide adequate number of standard lengths of IS Stamped Fire

hoses, IS Stamped DCP Fire extinguishers, fire buckets with sand and nozzles.

These items can be taken back by the Contractor after completion of work. Sand

shall also be maintained dry by the Contractor with fresh supply, whenever

required. Work permit may not be issued by HPCL in the absence of above items.

1.7.2 Safety Helmets shall be provided to all the employees of Contractor including

that of his labour contractors.

1.7.3 Safety Belts and Harnesses shall be provided by the Contractor in adequate

number for the workers working at heights.

1.7.4 Proper earthing shall be provided for all equipments and generators.

2.0 THE WORK

2.1 Scope of Work & Scope of Supply

2.1.1 The scope of work and Scope of Supply covered in this Contract

will be as described in Scope of work provided in the Instructions

to bidders, Schedule of Quantities, Technical Specifications,

Drawings, etc.


Page 4 of 23

2.2 Time Schedule

The Completion period for pile foundation jobs including pile cap for water tanks

shall be 5 (FIVE) Months from the date of handing over the site.

2.2.1 Time is the essence of this Contract. The period of completion given includes

the time required for mobilization as well as testing, rectifications, if any,

retesting, demobilization and completion in all respects to the satisfaction

of the Engineer-in-Charge.

2.2.2 A joint program of execution of work will be prepared by the Engineer-in-

Charge and Contractor. This program will take into account the time of

completion period of the Contract.

2.2.3 Monthly execution program will be drawn up by the Engineer-in-Charge

jointly with the Contractor based on availability of materials, work fronts

and the joint program of execution as referred to above. The Contractor

shall scrupulously adhere to the Targets / Program by deploying adequate

personnel, Construction Equipment, Tools and Tackles and also by Timely

Supply of required materials coming within his scope of supply as per

Contract. In all matters concerning the extent of target set out in the

monthly program and the degree of achievement, the decision of the

Engineer-in-Charge will be final and binding upon the Contractor.

2.2.4 Contractor shall give every day category-wise labour and equipment

deployment report along with the progress of work done on previous day

in the proforma prescribed by the Engineer-in-Charge.

2.3 Measurement of Works

2.3.1 Mode of measurement will be as specified in Specifications or SOR.

2.4 Payment Terms

2.4.1 Payment will be released within 15 days of submission of duly certified Running

Account Bills at Disbursement section at Mumbai after deduction of

WCST(Works Contract Sales Tax) or VAT whichever is applicable, IT(Income Tax)

and any other statutory deduction as applicable from time to time, Any

MRR(Materials Received Report- An internal document forwarded by HPCL Site –

in-Charge/ Engineer to Disbursement Section along with Contractor’s Bill and


Page 5 of 23

duly certified measurement sheets for release of payment) Deductions, LD, etc.

In case of Final Bill, Payment will be released within 45 days of submission of

duly certified Final Bill along with all requisite documents, drawings, etc.

Payment break up for various items covered in SOR/PRICED BID is as indicated as

Appendix 1 to SCC. No further alteration is permitted in approved payment

break up.

2.5 Temporary Works

2.5.1 All temporary works, enabling works, including dewatering of surface and

subsoil water, preparation and maintenance of temporary drains at the

work site, preparation and maintenance of approaches to working areas,

adequate lighting, wherever required, for execution of the work, shall be

the responsibility of the Contractor and all costs towards the same shall be

deemed to have been included in the quoted prices.

2.6 Quality Assurance

2.6.1 Detailed quality assurance programme to be followed for the execution of

Contract under various divisions of works will be mutually discussed and

agreed to.

2.6.2 The Contractor shall establish, document and maintain an effective

quality assurance system as outlined in the specifications and various codes

and standards.

2.6.4 The Owner/Consultant or their representative shall reserve the right to

inspect/witness, review any or all stages of work at shop/site as deemed

necessary for quality assurance and / or timely completion of the work.

2.6.5 In case Contractor fails to follow the instructions of Engineer-in-Charge

with respect to above clauses, next payment due to him shall not be

released unless and until he complies with the instructions to the full

satisfaction of Engineer-in-Charge

2.7 Leads

2.7.1 For the various works, in case of contradiction, leads mentioned in the

Schedule of Quantities shall prevail over those indicated in the Technical

specifications.


Page 6 of 23

3.0 ROYALTY, INCOME TAX, SERVICE TAX AND PRICES

3.1 Royalty

3.1.1 All royalties etc., as may be required for any Borrow Areas, including right

of way etc., to be arranged by Contractor shall be deemed to have been

included in the quoted prices.

3.1.2 Contractor’s quoted rates should include the royalty on different applicable

items as per the prevailing State Government rates. In case, Owner is able

to obtain the exemption of royalty from the State Government the

Contractor shall pass on the same to Owner for all the items involving

royalty. Any increase in prevailing rate of royalty shall be borne by the

Contractor at no extra cost to the Owner.

3.2 Income Tax

3.2.1 Income Tax at the prevailing rate as applicable from time to time shall be deducted

from Contractor’s Bills as per Income Tax Act and quoted rates shall be inclusive

of this. Owner will issue the TDS (Tax Deduction at Source) Certificate.

3.3 Firm Prices

3.3.1 The contract price shall remain firm and fixed till the completion of work in

all respects and no escalation in prices on any account shall be admissible

to the Contractor except for statutory variations as per General Terms and

Conditions (GTC).

4 PROVIDENT FUND,LABOUR, LABOUR LAWS AND SITE REQUIREMENTS

4.1 Provident Fund

4.1.1 The Contractor shall strictly comply with the provisions of Employees

Provident Fund Act and register himself with Regional Provident Fund

Commissioner (RPFC) before commencing work. The Contractor shall deposit

Employees and Employers contributions to the RPFC every month. The

Contractor shall furnish along with each Running bill, the challan / receipt

for the payment made to the RPFC for the preceding month. The


Page 7 of 23

Contractor shall furnish the code number allotted by the RPFC Authority to

the Engineer-in-Charge before commencing the work.

4.1.2 In case the RPFC challan / receipt, as above, is not furnished, Owner shall

deduct 16% (sixteen percent) of the payable amount from Contractor’s

running bill and retain the same as a deposit. Such retained amounts shall

be refunded to Contractor on production of RPFC Challan / receipt for the

period covered by the related running bill.

4.2 Labour License

4.2.1 Before starting of work, Contractor shall obtain a license from concerned

authorities under the Contract Labour (Abolition and Regulation) Act 1970,

and furnish copy of the same to Owner.

4.3 Labour Relations

4.3.1 In case of labour unrest/labour dispute arising out of non-implementation

of any law, the responsibility shall solely lie with the Contractor and they

shall remove/resolve the same satisfactorily at his cost and risk.

4.3.2 The Contractor shall at all times take all reasonable precautions to prevent

any unlawful, riotous or disorderly conduct by or amongst his staff and

labour and to preserve peace and protection of persons and property in

the neighbourhoods of the Works against such conduct.

4.4 Employment of Local Labour

4.4.1 The Contractor shall ensure that local labour skilled and / or unskilled, to

the extent available shall be employed in this work. In case of non –

availability of suitable labour in any category out of the above persons,

labour from outside may be employed.

4.4.2 The Contractor shall not recruit personnel of any category from among

those who are already employed by other agencies working at site but

shall make maximum use of local labour available.

4.5 Site Cleaning

4.5.1 The Contractor shall clean and keep clean the work site from time to time

to the satisfaction of the Engineer-in-Charge for easy access to work site

and to ensure safe passage, movement and working.


Page 8 of 23

4.5.2 The Contractor shall dispose off the unserviceable materials, debris etc., to

the earmarked area within the premises or any other location outside the

premises as decided by the Engineer-in-Charge. No extra payment shall be paid

on this account.

4.5.3 Review/Approval of Drawings, Design and other documents submitted by

Contractor

4.5.3.1 HPCL/consultant will normally require and utilize a maximum time frame of seven

(07) working days from the date of Receipt for Review/Approval of Drawings,

Design and other documents submitted by Contractor. Upon Review of the

submitted documents, HPCL may give their comments and ask for redesign/

resubmission after necessary rectifications/ modifications and the time frame of

7 working days will be applicable for same.

4.6 Protection of Existing Facilities

4.6.1 Contractor shall obtain all clearance (work permit) from the Owner, as may

be required from time to time, prior to start of work. Work without

permit shall not be carried out within the existing premises.

4.6.2 Contractor shall obtain plans and full details of all existing and planned

facilities/services/utilities from the Owner and shall follow these plans

closely at all times during the performance of work. Contractor shall be

responsible for location and protection of all facilities/utilities and

structures at his own cost.

4.6.3 Despite all precautions, should any damage to any structure / utility etc. occur,

the Contractor shall contact the Owner / authority concerned and

Contractor shall forthwith carry out repair at his expenses under the

direction and to the satisfaction of Engineer-in-Charge and the

Owner/concerned authority.

4.6.4 Contractor shall take all precautions to ensure that no damage is caused

to the existing facilities etc., during construction. Existing

structures/facilities/utilities damaged / disturbed during construction shall be

repaired and restored to their original condition by Contractor after

completion of construction to the complete satisfaction of Owner.


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4.7 Work Front

4.7.1 The work involved under this Contract may include such works as

have to be taken up and completed after other agencies have completed

their jobs. The Contractor will be required and bound to take up as and

when the fronts are available for the same and no claim of any sort

whatsoever shall be admissible to the Contractor on this account. Only

extension of time limit shall be admissible, if the availabilities of work

fronts to the Contractor are delayed due to any reason not attributable to

the Contractor and the same is clearly recorded.

4.8 Site Facilities

4.8.1 The Contractor shall arrange for the following facilities at site, for workmen

deployed/engaged by him / his sub-contractor, at his own cost:

i) Arrangement for First Aid.

ii) Arrangement for clean & potable drinking water.

iii) A crèche where 10 or more women workers are having children below

the age of 6 years.

iv) Any other facility/utility as may be required under the Contract as per the

existing legislation/regulations.

4.9 Contractor’s Site Office and Stores

4.9.1 Owner shall provide land only for contractor’s site office and stores and

fabrication yard, if any at site. However, same shall be dismantled prior to

submission of Final Bill.

4.9.2 The Contractor shall remove all temporary buildings / facilities etc., before

leaving the site after completion of works in all respect.

4.10 Construction Power and Water

4.10.1 Owner shall not provide power and the Contractor shall be exclusively

responsible to make his own arrangements for supply of power, without

any extra cost to the Owner.


Page 10 of 23

4.10.2 Water required for the works shall be arranged by the Contractor. The

contractor has to make all necessary arrangement for drawing water

including making temporary storage, pumping etc.

4.10.3 CEMENT:

Cement required for execution of the job under the entire scope of work (other

than for Ready Mix Concrete where the cement is from the RMC manufacturer

scope) contained in this tender shall be supplied at provided at site by the

contractor at his own cost. Contractor to include the cost of cement required

for execution of various items included in this tender in their quoted rates.

Cement shall be of 43 / 53 Grade OPC as specified in the technical specifications

of Ultra Tech Cement/ Gujarat Ambuja / ACC / Birla / Lafarge Makes only and

shall conform to IS relevant standards of latest edition. Contractor to produce

Invoice Copy of every batch of cement procured at site to EIC. However, HPCL’s

decision with regard to the specific brand of cement to be procured for the

execution of the work shall be final and binding on the contractor.

Cement shall be procured and brought to site at least 15 days in advance.

Sample from every batch of cement brought to site shall be tested for standard

test as per the specification of relevant IS standards in approved Laboratory and

Test Certificate shall be submitted to EIC for verification. Only after obtaining

approval of EIC, cement shall be put into use. Manufacturer’s Batch Test

Certificates backed by Factory’s Invoice for the batch will also be acceptable for

approval of cement. Contractor shall bring cement well in advance before full

consumption of previous lot. No claims for extension of completion period for

stoppage of work on account of non-availability of cement / delays is testing

procedures will be entertained/accepted by HPCL.

For all computation purposes, the theoretical cement consumption shall be

considered as per CPWD standards. Cement cost shall be recovered for under-

consumption at the penal rate of Rs.7000/- per MT. Empty cement bag shall be

the property of the contractor. Theoretical weight of cement in a bag will be

considered as 50 Kgs. Bags weighing upto 4% less shall be accepted by HPCL.

Any shortage in weight of any cement bag by more than 4% will be to

contractor’s account. Contractor shall maintain necessary weighing scale at site

for the purpose of random checking of the weight of cement bags by

representative of HPCL.

The contractor will be required to maintain a stock register for receipt, issuance

and daily consumption of cement at site. Cement shall be regulated on the basis

of 1st receipt to go as 1st issue. Cement not consumed within 3 months after


Page 11 of 23

bringing to site shall not be used and shall be removed from site with prior

written permission of EIC.

All RA bills including the final bills will be accompanied by Cement Consumption

Statements giving the detailed working of cement used.

Contractor shall construct suitable temporary godown at site for storage of

cement under his lock and key. The contractor will be fully responsible for safe

custody of cement.

HPCL will not entertain any claims by the Contractor for theft, loss or damages to

cement. Contractor shall not remove from the site any cement bags at any time.

Permissible wastage shall be total 3% of the theoretical consumption. However,

these wastage shall be considered in excess of the theoretical quantity required

for the various items of work. No extra payment will be made towards this

wastage and the same will be in the contractor’s account. The contractor shall

be penalised for any under-consumption of cement at the rate of Rs7000/- per

MT.

4.10.4 STEEL:

Entire quantity of corrosion resistant reinforcement required for the project

shall be supplied and provided at site by the contractor at his own cost.

Contractor to include the cost of steel reinforcement / structural steel required

to be used against various items of this scope of work in their quoted rates.

HPCL shall not supply any reinforcement / structural steel. The contractor shall

make necessary arrangement at his own cost for unloading, storage of steel in

the open duly fenced under locking arrangement. The reinforcement steel shall

be procured from Tata/SAIL/Vizag Steel and will produce invoice for the same to

EIC for every batch of procurement along with Manufacturer’s Test Certificate.

In the case of steel reinforcement or structural steel the theoretical quantity of

steel shall be taken as the quantity required as per design or as authorised by

Architect/Consultant /HPCL’s Engineer including authorised lap lengths/chairs

etc. No further claim towards additional wastage due to lap length / full length

bars or other consideration including rolling margin will be entertained. No

payment will be made or measurement recorded for binding wires which shall

be of 18 SWG gauge and shall be provided by the contractor.

For the purpose of dealing and accounting, only linear measurements will be

taken and any difference in weight based on linear measurement and actual

weight shall be to contractor’s account. Quoted rate shall be deemed to include


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the above and the wastage mentioned below. No claim whatsoever shall be

entertained on account of wastage and difference in weight as referred to

above.

All binding wires required for tying the reinforcement in position etc. will be

supplied by the contractor. Cost of this binding wire and labour will be included

in the item for binding and placing reinforcement in position.

It will be necessary that the contractor get the steel tested at his own cost at a

Govt. approved laboratory as per the testing schedule or as per the EIC’s advise,

for strength and other properties specified in IS – 1786 latest editioin before

using it in the work.

The contractor will be required to maintain a register for recording details of

steel receipt, steel utilised and balance at site.

Final bill will be accompanied by steel consumption statement.

In every case, it shall be the contractor’s responsibility to ensure the standard of

quality and the correctness of quantity of steel procured at site by him.

The permissible wastage (wastage defined as bars having less than 3 mt. Length)

shall be of 3% of theoretical consumption. Recovery for less consumption as per

theoretical consumption will be recovered at Rs.50,000/- per MT. All scrap

(scrap defined as pieces of steel bars measuring less than 3 mt. in length) shall be

the property of the contractor. The wastage quantity shall not be considered to

be included within the theoretical quantity and no extra shall be payable on

account of wastage.

4.11 Construction

4.11.1 Rules and Regulations

4.11.2 Contractor shall observe in addition to Codes specified in respective

specification, all national and local laws, ordinances, rules and regulations

and requirements pertaining to the work and shall be responsible for extra

costs arising from violations of the same.


Page 13 of 23

5.0 Procedures

5.1 Various procedures and method statements to be adopted by Contractor

during the construction as required as per the respective specifications

shall be submitted to Engineer-in-Charge in due time for approval.

5.2 Security

5.2.1 As the premises will be protected area, entry into the area shall be

restricted and may be governed by issue of photo gate passes. The

Contractor shall arrange to obtain through the Engineer-in-Charge, well in

advance, all necessary entry permits/gate passes for his staffs and labourers

and entry and exit of his men and materials shall be subject to vigorous

checking by the security staff. The Contractor shall not be eligible for any

claim or extension of time whatsoever on this account.

5.2.2 It shall be the responsibility of the contractor to safeguard all his

materials/owned from theft, damage etc. For this purpose the contractor shall

be allowed to keep his own security inside HPCL premises

5.3 Drawings and Documents

5.3.1 Drawings accompanying the Bidding Document are indicative of scope of

work and issued for bidding purpose only. Purpose of these drawings is to

enable the bidder to make an offer in line with the requirements of the

owner.

5.3.2 The contractor as per ‘scope of work’ shall carry out preparation of detailed

and working drawings. Detailed construction layout drawings as needed

shall be prepared by contractor and got reviewed/approved by Engineer-in-

Charge/Architect before taking up the work.

5.4 Rounding off

5.4.1 All payments to and recoveries from the Contractor shall be rounded off to

the nearest rupee. Wherever the amount to be paid / recovered consists of

a fraction of a rupee (paise), the amount shall be rounded off to the next


Page 14 of 23

higher rupee if the fraction consists of 50 (fifty) paise or more and if the

faction of a rupee is less than 50 (fifty) paise, the same shall be ignored.

5.5 Contractor’s Billing System

5.5.1 HPCL will provide an approved format for Measurement sheets, Bill Summary and

Bill Abstract. Contractor has to ensure that these data are updated for each

subsequent RA and Final Bill.

5.5.1 HPCL will utilize these data for processing and verification of the

Contractor’s bill.

5.6 Site Organization

5.6.1 The Contractor shall without prejudice to his overall responsibility to

execute and complete the works as per specifications and time schedule

progressively deploy adequate qualified and experienced personnel together

with skilled / unskilled manpower and augment the same as decided by

Engineer-in-Charge depending on the exigencies of work to suit the

construction schedule without any additional cost to Owner.

5.6.2 The Contractor shall provide all necessary superintendence during the

execution of the Works and as long thereafter as the Engineer-in-Charge

may consider necessary for the proper fulfilling of the Contractor’s

obligations under the Contract Such superintendence shall be given by

sufficient persons having adequate knowledge of the operations to be

carried out (including the methods and techniques required, the hazards

likely to be encountered and methods of preventing accidents) for the

satisfactory and safe execution of the Work. The workmen deployed by

the Contractor should also possess the necessary license etc., if required

under the existing laws, rules and regulations.

5.7 Additional / Extra Works

Owner reserves the right to execute any additional works / extra works,

during the execution of work, either by themselves or by appointing any other

agency, even though such works are incidental to and necessary for the

completion of works awarded to the Contractor.


Page 15 of 23

5.8 Responsibility of Contractor

5.8.1 It shall be the responsibility of the contractor to obtain the approval for

any revision and/or modifications decided by the contractor from the

Owner / Engineer-in-Charge before implementation. Also such revisions and /

or modifications if accepted / approved by the Owner / Engineer-in-Charge

shall be carried out at no extra cost to the owner. Any change required

during functional requirements or for efficient running of system, keeping

the basic parameters unchanged and which has not been indicated by the

contractor in the data / drawings furnished along with the offer shall be

carried out by the contractor at no extra cost to the owner.

5.8.2 All expenses towards mobilization at site and demobilization including

bringing in equipment, work force, materials, dismantling the equipment,

clearing the site etc. shall be deemed to be included in the prices quoted

and no separate payments on account of such expenses shall be

entertained.

5.8.3 It shall be entirely the contractor’s responsibility to provide, operate and

maintain all necessary construction equipment, steel scaffoldings and safety

gadgets, cranes and other lifting tackles, tools and appliances to perform

the work in a workman like and efficient manner and complete all the

jobs as per time schedule.

5.8.4 Preparing approaches and working area for the movement of his men and

machinery.

5.8.5 The procurement and supply in sequences and at the appropriate time of

all materials, and consumables shall be entirely the contractor’s

responsibility and his rates for execution of work will be inclusive of

supply of all these items.

5.9 Coordination with other agencies

5.9.1 Contractor shall be responsible for proper coordination with other agencies

operating at the site of work so that work may be carried out

concurrently, without any hindrance to others. The Engineer – in – Charge

shall resolve disputes, if any, in this regard, and his decision shall be final

and binding on the Contractor.


Page 16 of 23

5.10 Underground and overhead structures

5.10.1 The Contractor will familiarize himself with and obtain information and

details from the Owner in respect of all existing structures, and utilities

existing at the job site before commencing work. The Contractor shall

execute the work in such a manner that the said structures, utilities, etc.

are not disturbed or damaged, and shall indemnify and keep indemnified the

Owner from and against any destruction thereof or damages thereto.

5.11 Documents required with final bill

5.11.1 Statement of final bills – issue of No Claim/ No Due Certificate

5.11.2 The Contractor shall furnish a No-Claim/No-Due declaration indicating that there

are no balance dues to his sub-vendor/sub-contractors/labour contractors along

with the Final Bill.

5.12 Working hours

5.12.1 Depending upon the requirement, time schedule / drawing/ programme

and the target set to complete the job in time, the works may also have

to continue beyond normal working hours/night hours / holidays or during

such periods with out causing any inconvenience to the neighbours/others with

due permission from EIC, for which no extra claim shall be entertained.

However for all such working contractor’s responsible representative shall be

available at site to receive the work permit to be issued by HPCL. With out

responsible representative of the contractor, no work shall be allowed inside the

premises.

6.0 TESTS, INSPECTION AND COMPLETION

6.1 Tests and Inspection

6.1.1 The Contractor shall carry out the various tests as enumerated in the

technical specifications of this Bidding Document and technical documents

that will be furnished to him during the performance of the work at no

extra cost to the Owner.


Page 17 of 23

6.1.2 All the tests either on the field or at outside laboratories concerning the

execution of the work and supply of materials by the Contractor shall be

carried out by Contractor at his cost.

6.1.3 The work is subject to inspection at all times by the Engineer-in-Charge.

The Contractor shall carry out all instructions given during inspection and

shall ensure that the work is being carried out according to the technical

specifications of this bidding document, the technical documents that will

be furnished to him during performance of work and the relevant codes of

practice.

6.1.4 Compressed air for carrying out works ,if required shall be arranged by the

Contractor at his own cost.

6.1.5 For material supplied by Owner, Contractor shall carry out the tests, if

required by the Engineer-in-Charge, and the cost of such tests shall be

reimbursed by the Owner at actual to the Contractor on production of

documentary evidence.

6.1.6 All results of inspection and tests will be recorded in the inspection

reports, proforma of which will be approved by the Engineer-in-Charge.

These reports shall form part of the completion documents. Any work not

conforming to execution drawings, specifications or codes shall be rejected

and the Contractor shall carry out the rectifications at his own cost.

6.2 Final Inspection

After completion of all tests as per specification the whole work w ill be

subject to a final inspection to ensure that job has been completed as per

requirement. If any defect is noticed, the Contractor will be notified by

the Engineer-in-Charge and he shall make good the defects with utmost

speed. If however, the Contractor fails to attend to these defects within a

reasonable time (time period shall be fixed by the Engineer-in-Charge) then

Engineer-in-Charge may have defects rectified at Contractor’s cost.

6.3 Inspection of Supply Items

6.3.1 All inspection and tests on bought out items shall be made as required by

specifications forming part of this contract. Various stages of inspection


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and testing shall be identified after receipt of Quality Assurance

Programme from the contractor / manufacturer.

6.3.2 Inspection calls shall be given for association of Owner , as per

mutually agreed programme in prescribed proforma , giving details of

equipment and attaching relevant test certificates and internal inspection

report of the contractor. All drawings, general arrangement and other

contract drawings, specifications, catalogues etc. pertaining to equipment

offered for inspection shall be got approved by Owner and copies shall be

made available to Owner before hand for undertaking inspection.

6.3.3 The contractor shall ensure full and free access to the inspection

engineer of Owner at the contractor’s or their sub-contractor’s premises at

any time during contract period to facilitate him to carry out inspection

and testing assignments.

6.3.4 The contractor / sub – contractor shall provide all instruments, tools,

necessary testing and other inspection facilities to inspection engineer of

Owner free of cost for carrying out inspection.

6.3.5 Where facilities for testing do not exist in the contractor’s / sub-

contractor’s laboratories, samples and test pieces shall be drawn by the

contractor / sub-contractor in presence of Inspection Engineer of Owner and

duly sealed by the later and sent for tests in Government approved test

house or any other testing laboratories approved by the Inspection

Engineer at the contractor’s cost.

6.3.6 The contractor shall comply with the instructions of the Inspection

Engineer fully and with promptitude.

6.3.7 The contractor shall ensure that the equipment / assemblies /

component of the plant and equipment required to be inspected are not

assembled or dispatched before inspection.

6.3.8 The contractor shall not offer equipment for inspection in painted

conditions unless otherwise agreed in writing with the Owner .

6.3.9 The contractor shall ensure that the parts once rejected by the

inspection engineer are not used in the manufacture of the plant and

equipment. Where parts rejected by the inspection engineer have been


Page 19 of 23

rectified or altered, such parts shall be segregated for separate inspection

and approval, before being used in the work.

6.3.10 On satisfactory completion of final inspection and testing, all accepted

part of the work and equipment shall be stamped suitably and inspection

certificate shall be stamped suitably and inspection certificate shall be

issued in requisite copies for all accepted items. For stage inspection and

for rejected items, only inspection memo shall be issued indicating therein

the details of observations and remarks.

6.3.11 All inspections and tests shall be made as required by the

specifications forming part of this contract. Contractor shall advise HPCL in

writing at least fifteen days in advance of the date of final inspection /

tests. Manufacturers inspection or testing certificate for equipment and

materials supplied may be considered for acceptance, at the discretion of

Engineer-in-Charge. All costs towards testing etc. shall be borne by the

contractor within their quoted rates.

6.4 Documentation

6.4.1 Completion Documents

The following documents shall also be submitted by the Contractor in

triplicate as part of completion documents :

a) Test certificate for materials supplied by the Contractor.

b) Certified records of field tests on materials / equipment, as applicable.

c) Material appropriation statement as required.

d) Six sets of drawings showing therein the as built conditions of the

work duly approved by the Engineer-in-Charge along with one set of

reproducible on polyester film (drawings prepared by Contractor)

along with soft form of the same.

e) Other documents as mentioned in Technical Specification.

6.4.2 “AS BUILT” Drawings

Upon completion of work, the Contractor shall complete all drawings to

“As built” status (including all vendor / Sub – vendor’s drawings for

bought out items) and provide the Owner, the following :


Page 20 of 23

a. One complete set of all original tracings / reproducible along with the

soft form of the same.

b. Six complete sets of prints.

7.0 OTHERS

7.1 Dispute Settlement between Govt. Dept. / PSU & PSE

7.1.1 In the event of any disputes or differences between the Contractor and the

Owner, if the Contractor is a Government department, a Government

company or an undertaking in the public sector, then such disputes or

differences shall be resolved amicably by mutual consultation or through

the good offices or empowered agencies of the Government. If such

resolution is not possible, then the unresolved disputes or differences shall

be referred to arbitration of an arbitrator to be nominated by the

Secretary. Department of legal affairs (Law Secretary) in terms of the

Office Memorandum No. 55 / 1 / 75 – CF dated 19th

December 1975 issued

by the Cabinet Secretariat (Dept. of Cabinet Affairs) as modified from time

to time. The Arbitration Conciliation Act 1996 shall not be applicable to

the arbitrator under this clause. The award of the arbitrator shall be

binding upon parties to the dispute, provided, however any party aggrieved

by such award may make a further reference for setting aside or revision

of the award to Law Secretary whose decision shall bind the parties finally

and conclusively.

7.2 Project Scheduling and Monitoring

7.2.1 The following schedules / documents / reports shall be prepared and

submitted by the CONTRACTOR for review / approval at various stages of

the contract.

7.2.3 After placement of Purchase Order

Upon placement of Purchase Order, Contractor has to furnish a detailed bar

chart within 15 days of issue of FOI/LOI.


Page 21 of 23

7.2.4 Project Review Meetings

7.2.4.1 The CONTRACTOR shall present the programme and status at various review

meetings as required.

Monthly Review Meeting

Level of Participation: Senior Officers of Owner & Contractor.

Agenda a)Progress Status/ statistics. .

b) Completion Outlook

c) Major hold ups / slippages.

d) Assistance required.

e) Critical issues.

f) Client query / approval.

Venue : Site

7.2.5 Progress Reports

I) Monthly Progress Report

This report shall be submitted in three copies on a monthly basis

within Ten calendar days from cut-off date as agreed upon, covering

overall scenario of the work. The report shall include but not be

limited to the following :

a) Brief introduction of the work.

b) Activities executed / achievements during the month.

c) Scheduled vs actual percentage progress and progress curves for

sub-ordering, manufacturing / delivery, sub-contracting, construction

activities and overall quantum wise status of purchase orders against

scheduled.

d) Areas of concern / problems / hold ups, impact and action plans.

e) Resource deployment status.

f) Annexure giving status summary for Material Requisitions and

deliveries, sub-contracting and construction


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Distribution: OWNER Two copies & One at Site.

II) Daily Report:

Daily report in duplicate as out lined in 2.2.4 of SCC and any other additional

information/data/guideline/job procedure sought by Engineer-in-Charge shall be

submitted without fail to HPCL at site by contractor.

7.3 General Environment Requirement

The contractor has to ensure efficient use of natural resources like water,

fuel oil and lubricants. The contractor should ensure proper awareness to

workers to maintain a green and clean environment inside / outside the

building premises. The contractor must collect and dispose of all the waste

and scrap materials at the designated place only as directed by Engineer – in

– Charge.

7.4 DEFECT LIABILITY PERIOD/Warranty Period

As per clause No. 5n of GTC.

7.5 Form C/D etc will not be issued by M/s HPCL


Page 23 of 23

APPENDIX -1 TO SCC

TERMS OF PAYMENTS

1.1 The basis and terms of payment without prejudice to any other mode of

recovery available to Owner, shall be as given below :

1.2 The Contractor shall be paid monthly running account bills at stages of

completion of individual item / work, based on the joint measurement, in the

following manner after deductions of necessary dues payable by Contractor to

the Owner such as Retention money, Taxes, Duties etc. in accordance with

various provisions made elsewhere in this document.

1.3 SPECIAL PAYMENT TERMS

Following payment shall be made to the contractor against the running bills subject to

the rate awarded to him and the clause regarding retention money as per general

terms and conditions.

1. Item nos 4, 5 and 6

90% on completion

10% on completion and acceptance of all jobs as per schedule of Quantities/ Rates

against submission of Performance Bank Guarantee for an equivalent amount valid for

a period of two (2) years from date of completion of job along with guarantee (in the

form of indemnity bond) for additional eight years period. In case, the settlement of

pile foundations are more than the limit (in ten years period) as mentioned in the

relevant IS Codes, Party has to rectify the same at their cost and risk, failure to do so

will result in invoking the bank guarantee. This is in addition to retention money clause

no.-7.c of General Terms & Conditions of Works Contract. (GTC)

2. For all the remaining items

95% after completion of the job

5% after completion and acceptance by HPCL as per SOR NOTES :

1. For Each stage, necessary testing shall be completed prior to claiming the percentage

break-up as given above.

2. Partial bill will be processed only after submission of duly certified copy of proof of

payment towards royalty.

3. Final bill will be processed only after submission of “No objection certificate” from relevant

statutory authorities towards payment of royalty.


Page 1 of 21

TECHNICAL

SPECIFICATION

FOR

SAND/MURRUM

FILLING WORKS


Page 2 of 21

1.0 SCOPE

1.1 This Specification covers classification of soil for earth work in excavation and filling for site grading work.

2.0 ORDINARY SOIL

2.1 Soft Soil/loose Soil Generally any soil which yields to the ordinary application of pick and showel, or to phawara, rake or other ordinary digging implements such as :

• Sand, gravel, loam, clay, mud, black cotton soil.

• Vegetation or organic soil, turf, peats, soft shale or loose murrum.

• Mud concrete below ground level.

• Any mixture of soil below ground level.

2.2 Hard / Dense Soil

Generally any soil which requires the close application of picks or Jumpers or scarifier and rippers to loosen the same. Such as:

• Stiff heavy clay, hard shale or compact murrum requiring grafting tool and/ or pick and shovel.

• Shingle and river or nallah bed boulders.

• Soling or roads, paths, etc and hard core.

• Macadam surface of any description(water bound, grouted tarmac , etc)

• Lime concrete, stone masonry in lime or cement mortar below ground level.

• Soft conglomerate.

3.0 SOFT ROCK This is fissured / disintegrated rocky strata, boulders (volume less than 0.4 Cu.M and more than 0.028 Cu.M) and also which cannot be quarried/excavated by using above manual Tools but can be quarried /excavated manually by using crow bars is classified as soft rock. Soft rock shall include all kinds of stiff and stratified rock such as shales, laterite, hard conglomerate, lime stone, sand stone, and unreinforced cement concrete below ground level. Soft rock may be quarried or split with crow bar or picks and can also be excavated by rippers, dozers and other mechanical equipment but without the aid of blasting.


Page 3 of 21

4.0 EXCAVATION

4.1 This specification covers in general the scope of excavation for this tender only which is to be carried out as per drawings and as directed by EIC.

4.2 The excavation mainly has to be carried out in soft soil / top soil i.e. to

the required line level and as directed by EIC

4.3 The site will be handed over to contractor with Vegetation/ bushes/ shrubs/ trees etc. Contractor shall visit the site to ascertain the nature of ground prior to bidding to accept all the responsibilities. The removal of the above is included in the scope of excavation and no additional payment will be made on this account.

4.4 HPCL shall hand over the Bench Marks at site only . The proceeding

activities for setting out of work like plotting grid points with Brick Pedestals on the land, fixing the center point for tanks as per drawing with physical verification with existing structures/land marks for distances measurement purpose, setting out the two permanent centre lines for each tank along with RL of main B.M. on brick pedestals etc to the satisfaction of EIC after stripping / clearing the ground complete in all respect . All the survey equipment like total station/theodolite etc, skilled & qualified surveying manpower, recording & maintaining the measurement book, tools & tackles etc completely at contractor’s cost to the best satisfaction of HPCL.

4.5 The contractor shall provide at his own cost all the assistance which

EIC may require for checking the setting out of works. The contractor shall be solely responsible for the horizontal & vertical alignment, correctness of level, and correctness of every part of work and shall rectify any errors or imperfection therein on instruction of EIC.

4.6 Prior to commencing the excavation, requisite block ground levels of

entire plot grid co-ordinate wise shall be taken by contractor at 5 meter intervals in consultation & presence of EIC. The proper duly signed record for the same shall be maintained.

4.7 Excavation shall be carried out once setting out of work by Contractor

is approved by HPCL. Contractor shall excavate the soil as per approved drawings which enumerate the levels to be achieved. The carting away and leveling of excavated earth shall be carried out as per specifications and as directed by EIC with in the premises. To minimize / avoid side sloughing and collapse sufficient side slope has to be maintained by Contractor. The excavation for side slope to avoid sloughing and collapse will not be entertained for payment. Royalty


Page 4 of 21

payment, if any to be made towards excavation shall be made by the Contractor as quoted rates are deemed to include the same.

4.8 Soil strata received as above shall be rolled thoroughly by 10T roller till

95% standard proctor maximum laboratory dry density is attained as directed by EIC. Thereupon at corresponding co-ordinates at 5m interval, level shall be taken to ascertain the excavated height as instructed by EIC.

Contractor shall maintain adequate drainage facilities at site at all times during the execution of work. Additional ditches, drains & such other temporary means to achieve this, over and above what is shown in drawings, will be provided and maintained by Contractor at his own cost. Adequate dewatering facilities like dewatering pumps, piping etc will also be provided by the Contractor for this work and also for dewatering during excavation etc. at his own cost.

5.0 : DELETED

6.0 CLEARING AND STRIPPING

• The areas including depressions, where filling or cutting is to be carried out shall be cleared and stripped completely of bushes, roots, vegetation, plantation trees, shrubs, trees, organic and other objectionable materials. All these shall be completely uprooted and virgin soil exposed not merely scrapped at the surface. The roots of trees shall be removed to a minimum depth of 1 m below existing ground level and holes, hollows filled up with selected approved available earth within all leads and lifts and compacted to obtain 90% of laboratory dry density of soil and levelled as directed by Engineer-in-charge. All soft patches must be worked out to remove soft soil and selected approved earth must be filled back and the areas (areas coming under filling ) compacted to obtain 90% of maximum laboratory dry density of soil, as per IS:2720 part vii. The depth of stripping shall be generally 50 to 150 mm as decided by Engineer-in-charge.

• Material obtained from clearing shall be disposed off as directed by Engineer-in-charge and in line with local bye laws/ statutory requirements.

• Payment

No separate payment shall be made for clearing, stripping and disposal of materials obtained from clearing .This shall be considered as part of cutting work in areas of cutting and filling work in areas of filling and the rates quoted under the respective items of:


Page 5 of 21

i. Earthwork in Excavation/cutting. ii. Earthwork in filling (Both with available earth & earth obtained

from approved borrow areas ), shall be inclusive of clearing and stripping with all operations described above in clause no.5 in respective areas of cutting and filling.

No separate payment shall be made for cleaning, stripping and disposal of materials obtained from clearing of borrow areas for earth as directed by Engineer-in-charge.This shall be considered a part of filling work in area of filling and the rate quoted under the respective items.

7.0 EARTHWORK IN EXCAVATION / CUTTING

After clearing, stripping of areas as specified above, spot levels at intervals and pattern as decided by Engineer in charge shall be taken jointly with the Contractor and Engineer in charge, and Excavation / cutting shall commence only after the levels are signed by the contractor as token of acceptance.

Excavation/ cutting for this work shall be carried out strictly as per the instructions of Engineer in charge

If the contractor excavates / cuts beyond the required level, additional quantity of earthwork shall not be paid for .The excavation taken below the specified level shall be made good by filling with approved material to the required compaction at contractor’s cost.

The final bed and sides of excavation must be levelled, dressed and compacted. In case of areas under excavation for Site Grading, the final surface shall be levelled, dressed and consolidated by means of sheep foot/ power driven rollers to obtain maximum compaction. However, no test control is required in such areas.

Provision for dewatering shall be governed by relevant clauses.

Payment

Payment for excavation shall be on the basis of volume of excavation Calculated on the basis of joint level taken for initial and the final finished grade levels, the volume being calculated by the trapezoidal rule.

8.0 SPECIFICATION FOR SAND FILLING


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• Contractor shall submit the sample of Sand to be used for filling to HPCL. This sand sample shall be tested in HPCL approved soil laboratory by contractor for following characteristics:- Mechanical analysis, specific gravity, grain size distribution, soil test data sheet etc to calculate minimum and maximum density as per clause no. 3.6 IS 2720. The sample test report of earlier job is attached for reference. Material - SAND

• Sand Shall be clean, dry, coarse, hard, angular river sand free from coatings of clay, dust and mix of vegetable and organic matters and shall conform to IS:383 Grade-III.

• Use of dust like sand and sea sand for this job is prohibited. It is recommended to wash the sand prior to use.

• After the excavation i.e. reduced level of virgin soil shall be taken on a grid of 5Mx5M, co-ordinate wise w.r.t benchmark, job includes setting out of work like fixing of B.M. for 0 deg, 90 deg, 180 deg and 270 deg for area desgnated. The same shall be plotted on construction drawing, to be prepared by contractor for HPCL’s approval on AUTOCAD.

• QAP/ITP for the job shall be drawn by contractor for HPCL’s approval.

• Sand Layer shall be laid in 300mm loose layer thoroughly compacted to achieve 85% Relative density as per IS : 2720 Part XIV. Principle method for compaction using vibratory table as explained vide clause no. 3 of IS:2720 part XIV will be used for ascertaining the compaction i.e. 85% relative density as per clause 3.6.4 of IS:2720 part XIV. For compaction purpose plate vibrator/ vibro roller shall be deployed. Each layer one test has to be done @500 sqm of area and top layer has to be tested by any HPCL approved third party.

• After clearing, stripping and consolidation of areas as specified in clause 6, spot levels at intervals and pattern as decided by Engineer-in-charge shall be taken jointly with the Contractor and Engineer-in-charge and filling shall commence only after the levels are signed by the Contractor as the token of his acceptance .Approved fill material shall be spread in uniform layers not exceeding 30 cms in loose depth. The contractor has to make his own approach and access roads from the borrow area to the demarcated filling areas. While the contractor may make use of such short cuts as may be available to him for earth movement from borrow areas to the filling areas, the Owner does not guarantee any pass way or the right of way for the Contractor work other than available at site. No claim shall also be admissible to the Contractor on the account of his having taken longer leads or routes for earth movement, than envisaged by him, either due to any road cuttings, non-availability of routes, or any other grounds whatsoever.


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• All clods, lumps etc , shall be broken before compaction.

• Successive layers of filling shall not be placed until the layer below has been thoroughly compacted to satisfy the requirements laid down in the specification.

• After adjusting the moisture content as described ,the layers shall be thoroughly compacted by either sheep foot roller or power driven roller or vibratory roller or plate vibrator or EIC as approved by Engineer-in-charge till the specified maximum laboratory dry density is obtained.

• Each layer shall be tested in field for density and accepted by Engineer-in-charge subject to achieving the required density before laying the next layer. A minimum of one test per 500m2 for each layer shall be conducted.

• If the layer fails to meet the required density, it shall be reworked or the material shall be replaced and method of construction altered as directed by Engineer-in-charge to obtain the required density.

• The filling shall be finished in conformity with the alignment, levels, cross section and dimensions as shown in the drawing. Earthen embankment shall be filled 300mm on both sides, where height is more than 1m, and this extra filling shall be dressed, after compaction , in conformity with alignment, level, cross section and dimensions as shown in drawing to achieve proper compaction in the slope. No extra payment shall be made in this regards.

• All the royalty payments etc. as deemed admissible to statutory / govt. authorities will be paid by contractor for all the earth brought for HPCL works. It shall be the responsibility for the contractor to produce all such payments, documents to Engineer-in-Charge during submission of running bill. At the end of work no objection certificate from relevant authorities will be submitted to ensure that HPCL is kept free from all encumbrances

• Extra material shall be removed and disposed off as directed by Engineer-in-charge .

• Tolerances General site grading including cutting and filling in depressions shall be carried out to within up down tolerance of+/- 2 cms of final lines grades and slopes.

PROCEDURE FOR SAND COMPACTION /CALCULATIONS


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PROCEDURE FOR FIELD COMPACTION OF SAND LAYER.

Equipment type: vibrating base plate contactor/ vibro roller

Application: for coarse grained sand/soil

• Procedure: loose filling of sand layer is spread on the filling area of max.

300 mm thick. Moisture content of the sand is maintained below 5%.the

compaction should be carried out with single pads or plates of min. 90 kg

may be used tender where working plate available. Vibratory frequency

shall be greater than 1600 cycles per minute. Minimum no. of passes or

coverages shall be 3. Relative density of the sand layer is measured in

field /lot and no. of passes or coverages are executed to obtain 85%

relative density. The next layer is filled on compacted layer and above

procedure is repeated until it reaches the desired level.

1. Procedure for the determination of minimum density

The pouring device and mould should be selected according to the maximum size of particle as indicated in Table 1 of IS:2720 Part XIV.The mould should be weighed and the mass recorded .Ovendry soils should be used. Soil containing particles smaller than 4.75mm should be placed as loosely as possible in the mould by pouring the soil through the spout in a steady stream.The spout should be adjusted so that the height of free fall of the soil is always 25mm.While pouring the soil the pouring device should be moved in a spiral motion from the outside towards centre to form soil layer of uniform without segregation.The mould should be filled approximately 25mm above the top and leveled by making one continous pass with the steel straight edge .If all excess matter is not removed,an additional continous pass should be made.Great care shall be exercised to avoid jarring the mould during the entire pouring and trimming operation.The mould and the soil should be weighed and the mass recorded. Soil containing particles larger than 4.75mm should be placed by means of a large scoop(or shovel) held as close as possible to and just above the soil surface to cause the material to slide rather than fall into the previously placed soil.If necessary ,large particles may be held by hand to prevent them from rolling off the scoop.The mould should be filled to overflowing but not more than 25mm above the top .The surface of the soil should be leveled with the top of the mould using the steel straightedge(and the fingers ,if necessary) in such a way that any slight projection of the larger particles above the top of mould shall approximately balance the larger voids in the surface below the top of the mould.The mould and the soil should be weighed and the mass recorded.

2. PROCEDURE FOR DETERMINATION OF MAXIMUM DENSITY.


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The maximum density may be determined by dry method. The guide sleeve should be assembled on top of the mould and clamp assemblies tightened so that the inner surfaces of the walls of the mould and the sleeve are in the line. The lock nuts on the two set screws equipped with them should be tightened. The third clamp should be loosened, the guide sleeve removed, the empty mould weighed and its mass recorded. The mould should be then filled the thoroughly mixed oven dry sand by the procedure explained as above. The mould filled for the determination of minimum density can also be used for this test. The guide sleeves should attached to the mould and surcharge base plate should placed on the soil surface. The surcharge weight then should be lowered on the base plate using the hoist in the case of the 15000 cm3 mould. The mould should be fixed to the vibrator deck assembly. The vibrator control should be set at max. Amplitude and the loaded specimen should be vibrated for 8 minutes. Calculations: Minimum density- the minimum density, Y min, in g/cm3 should be calculated as follows: Y min = W gm/Vc Where, Wgm = mass of dry soil in the minimum density test in gram ; and Vc = caliberated volume in the mould in cm3. Maximum density- The maximum density calculated as follows: Y max = Ws/Vs Where: Ws= mass of dry soil in the maximum density test in grams. Vs=volume of soil in maximum density test in cm3 = Vc-(Di-Df)A; Di = initial dial guage reading in cm Df= final dial guage reading on the surcharge plate. Density index (relative density): The density index expressed as a percentage should be calculated as follows: Id (or Dr) = Y max (Y d - Y min)/ Y d ( Y max- Y min) In terms of void ratio Id= ( [ emax-e]/[emax-emin])*100 emax=void ratio of the soil in loosest state e=void ratio of the soil in the field emin=void ration of the soil in the densest state

• Payment


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Payment for filling shall be made on cubic metre of volume calculated on the basis of cross-section plotted from the levels of ground, where filling is to be carried out and the levels reached after filling is duly consolidated, volume being calculated by trapezoidal method. Partial bill will be processed only after submission of duly certified copy of proof of payment towards royalty. Final bill will be processed only after submission of “No objection certificate” from relevant statutory authorities towards payment of royalty.

No extra payment shall be made towards testing charges.

9.0 MISCELLANEOUS & ENABLING WORKS

The sand filling work shall be commenced in following sequence.

a. Taking spot levels and marking grid pillars and clearing bushes & vegetation.

b. Identifying Borrow areas and obtaining laboratory results regarding nature of soil, Optimum moisture content (OMC) and max dry density.

c. Submission of sand/murrum filling and excavation procedure. d. Earthwork in excavation and filling. The filling shall be done in layers not

exceeding 300mm (loose) and compacted with 8-10T roller/ vibro roller so as to achieve 95% dry density or 85% relative density as applicable. The field testing shall be done for every layer per 500sqm.

e. The borrow area sand/murrum brought from outside should also be commenced simultaneously (only after it is ensured that the excavated earth within premises shall be utilized in filling fully). Whenever there is a change in source of sand/ murrum, fresh laboratory test shall be carried out and submitted.

f. Proper watering should be ensured during filling and compaction operation so that moisture content is near OMC.

g. Party should ensure that all royalty and other cess are paid before earth is brought to site for filling operation.

h. The trees cut within premises should be uprooted up to 1m below ground level and the branches to be chopped to small sizes and stacked at designated place within premises.

i. Coordination with other contractors, creating front for others for execution of job.

10.0 SPECIFICATION FOR MURRUM FILLING


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1.0 This covers the specification for external borrowed earth material i.e. MURRUM for land filling purposes..

2.0 Only Material considered suitable by HPCL shall be employed for the

construction and that consider unsuitable shall be disposed of, as directed by Engineer-in-Charge, at contractors cost and no claim for compensation will be entertained.

3.0 The contractor shall give 4 to 5 samples minimum to cover the best

material available in around the vicinity to Engineer-in-Charge / HPCL prior to collection and use for approval The test for following characteristic for all the samples shall be done in a laboratory / test house as guided by Engineer-in-Charge:

i ) Mechanical analysis are grain size distribution as per IS:2720 part IV.

ii ) Liquid limit as per IS:2720 part V iii ) Plastic limit as per IS: 2720 part V iv) Moisture density relationship as per IS: 2720 part VII 4.0 The murrum used for filling shall be free from boulders, lumps, tree

roots, rubbish or any organic deleterious materials. 5.0 Murrum approved by HPCL shall only be used for filling purpose. Non

plastic material will not be permitted 6.0 Murrum having standard proctor laboratory maximum dry density of

less than 1.8 gms/cc shall not be used. The murrum shall have a Plasticity Index of 7-17(medium Plastic) and not more than 20%Fines,i.e., Clay. Particle size grading shall be 20mm and down size.

7.0 Care shall be taken to see that waste material from murrum is disposed

of in such a manner that there is no likely hood of its getting mixed with the material proposed to be used for filling.

8.0 The contractor has to make own approach and access roads in the

borrow areas(Outside Plant Premises) and to the demarcated filling area(Inside Plant Premises).

9.0 All the royalty payments etc. as deemed admissible to statutory / govt.

authorities will be paid by contractor for all the murrum brought for HPCL works. It shall be the responsibility for the contractor to produce all such payments, documents to Engineer-in-Charge during submission of running bill. At the end of work no objection certificate from relevant authorities will be submitted to ensure that HPCL is kept free from all encumbrances.


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10.0 Approved murrum material shall be spread in uniform layers not exceeding 30 cm in loose thickness and watered as per OMC.

11.0 After checking the moisture through moisture tester by calcium carbide

method in field for OMC, the layers shall be thoroughly compacted by vibratory roller as approved by Engineer-in-Charge till 95% of Standard proctor maximum laboratory dry density is achieved. Each layer shall be tested in field for density and accepted by HPCL subject to 95% of Standard proctor maximum laboratory dry density being achieved. A minimum of 1 test per 500 sq. mt. of compacted area in field shall be conducted for dry density. Required equipments like Moisture Tester, Oven, Electronic weighing machine, proctor apparatus shall be supplied by Contractor.

12.0 Successive layers of filling and watering will not be permitted until the

layer below has been compacted thoroughly to satisfy the requirements of the specifications. If the layer fails to meet the required density, it shall be reworked till the required density is achieved.

13.0 The filling shall be finished in conformity with alignment levels, cross

section and dimension as shown in the drawing. Earthen embankment shall be filled suitably on both sides to achieve the required compaction and this extra filling shall be dressed after compaction, in conformity with alignment, levels, cross section and dimensions as shown in the drawing. No extra payment shall be made in this regard.

11.0 The excavated soil and / or unusable debris from excavation shall be

loaded, transported safely and unloaded at designated spots as specified/ as per local bye laws. In case of disposal within the premises, the soil/debris after unloading shall be levelled and dozed keeping a distance of at least 5m from the Compound wall to give a uniform appearance. No extra payment shall be made in this regard.

Payment

Payment for filling shall be made on cubic metre of volume calculated on the basis of cross-section plotted from the levels of ground, where filling is to be carried out and the levels reached after filling is duly consolidated, volume being calculated by trapezoidal method. Partial bill will be processed only after submission of duly certified copy of proof of payment towards royalty. Final bill will be processed only after submission of “No objection certificate” from relevant statutory authorities towards payment of royalty.


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No extra payment shall be made towards testing charges. SAFETY REQUIREMENT FOR CONSTRUCTION WORKS

1.0 GENERAL

1.1 This specification deals with the subject matter of safety and protection to be observed in the Civil Construction. This shall be followed along with all related statutory requirements/obligation including Governmental byelaws, codes, ordinance of local or central authorities related to the construction work.

1.2. In case of complicated work like deep excavation, intricate shuttering and formwork, excavation in loose soil and below water table, stacking of excavated earth etc., work plan with necessary drawings and documents have to be prepared by the Contractor and got approved by the Engineer.

1.3 Necessary reference shall be made to the following Indian Standard Codes on safety requirements for various type of work :

2.0 INDIAN STANDARD

4130 – 1991 Demolition of Buildings

3764 – 1992 Excavation Work

4014 – (P-II) – 1967 Scaffolding, Steel Tubular

3696 – (P-I & P-II) Scaffolds and Ladders 1987 to 1991

4138 – 1977 Working in Compressed Air

7293 – 1974 Working with Construction Machinery

8989 – 1978 Erection of Concrete Framed Structures

3.0 EXCAVATIONS

3.1. No excavation or earth work below the foundation level of an adjoining building shall be taken up unless adequate steps are taken to prevent damage to the existing structure or fall of any part.

3.2 Every accessible part of an excavation, pit or opening in the ground into which there is a danger of persons falling shall be suitably


Page 14 of 21

fenced with a barrier upto a height of one metre suitably placed from the edge of the excavation as far as practicable.

3.3. No material or load shall be placed or stacked near the edge of the excavation or opening in the ground. The excavated material shall not be placed within 1.5 m of the trench or half of the depth of the trench whichever is more.

3.4 Cutting shall be done from top to bottom. No undercutting of sides of excavation shall be allowed.

3.5 Materials shall not be dumped against existing walls or partition to a height that may endanger the stability of the walls.

3.6 While withdrawing piled materials like loose earth, crushed stone, sand, etc. from the stock piles, no over hanging shall be allowed to be formed in the existing dump.

3.7 No material on any of the sites of work shall be so stacked or placed as to cause danger or inconvenience to any person or public or any other agency at work.

4.0 SCAFFOLDING, LADDERS & SHUTTERING

4.1 For all work that cannot be done from the ground level or from part of any permanent structure or from other available means of support, soundly constructed scaffoldings of adequate strength shall be used as a safe means of access to places of work.

4.2 All scaffolding shall be securely supported or suspended and wherever necessary be properly braced to ensure stability.

4.3 All working platform and stages from which workers are liable to fall shall be of adequate width depending on the type of work done and closely boarded and planked.

4.4 Every ladder shall be securely fixed at top and bottom. A ladder more than 5 m long shall have a prop.

4.5 No portable single ladder shall be over 8 m in length.

4.6 Unfinished scaffolding which is under construction shall be prominently marked as unsafe and any access points shall be closed.


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4.7. Shuttering

The above remarks shall be applicable for this also. Shuttering, particularly for slabs, should be treated as a scaffold. Unfinished shuttering should be marked as dangerous similarly the finished form work should be adequately supported, care being taken to avoid trap door effects.

5.0 SAFETY APPLIANCE

5.1 Those engaged in white washing and mixing or stacking of cement bags or any materials which is injurious to the eyes, shall be provided with protective goggles.

5.2. The Contractor shall not employ men below the age of 18 and women on the work of painting with products containing lead in any form. Whenever men above the age of 18 are employed on the work of lead painting the following precautions shall be taken :

5.3. All necessary personnel safety equipment such as safety helmets, safety boots, safety belts, leather gloves for welders, clear glass safety goggles etc., as considered adequate by the Engineer have to be kept available for the use of persons employed at the site of work and maintained in condition suitable for immediate use and Contractor shall take steps to ensure proper use of equipment by the workers.

5.4 Sign boards 1 x 1.5 m in size with the following wording shall be erected at the access to these areas. “CONSTRUCTION AREA, HELMET REQUIRED BEYOND THIS POINT”.

5.5 Arrangement for rendering prompt and adequate first aid to the injured persons shall be maintained at every work site under the guidance of a medical officer-in-charge of the project. Depending upon the magnitude of the work the availability of an ambulance at a very short notice (a telephone call) shall be ensured.

First-aid arrangements commensurate with the degree of hazard and with the number of workers employed shall be maintained in a readily accessible place throughout the working hours. At least one


Page 16 of 21

experienced first-air attendant with his distinguishing badge shall be available on each shift to take care of injured persons. Arrangements shall be made for calling the medical officer, when such a need may arise. It is recommended that foreman/assistant foreman /supervisor /permanent workmen who are normally present at each working phase in each shift are given adequate training on first-aid methods to avoid employment of a separate attendant.

6.0 MISCELLANEOUS

6.1 The Contractor shall provide necessary fencing and lights to protect the public from accident.

6.2 To ensure effective enforcement of the rules and regulations relating to safety precautions, the arrangements made by the Contractor shall be open to inspection by the Engineer and Owner.

6.3. All sources of ignition shall be prohibited in areas where flammable liquids are stored, handled and processed. Suitable warning and ‘NO SMOKING’ signs shall be posted in all such places. Receptacles containing flammable liquids shall be stacked in such a manner as to permit free passage of air between them.

6.4 All combustible materials shall be continuously removed from such areas where flammable liquids are stored, handled and processed. All spills of flammable liquids shall be cleared up immediately. Containers of flammable liquids shall be tightly capped.

7.0 REPORTING OF ACCIDENT

7.1 All accidents, major or minor must be reported immediately. The Contractor, will provide first aid to the injured person immediately and the injured person shall report to the first aid station along with the ‘INJURED ON WORK’ form duly filled in quintuplicate and submit to the Medical Officer of the First Aid Station”.

7.2. Serious Injury


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In case of serious injury, the following procedure shall be adopted by the Contractor:

a) Provide First Aid at his own First Aid Station.

b) Take the injured person to the Hospital along with the “INJURED ON WORK” form duly filled in.

c) Reporting the accident to the Owner/Engineer by the Contractor.

7.3 Fatal Accident

Fatal accident must be reported immediately to the Engineer/Owner as well as to the Police.

8.0 PENALTY

Failure to observe the Safety Rules will make the Contractor liable to penalty by way of suspension of work, fine and termination of contract.


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STANDARD

INSPECTION & TEST PLAN

(I T P )

FOR

SAND/MURRUM FILLING


Page 19 of 21

STANDARD INSPECTION & TEST PLAN (I T P ) FOR SAND & MURRUM FILLING WORKS

1.0 GENERAL NOTES:

Inspection and Test Plan(ITP) given herein is indicative only. The Contractor shall prepare and submit ITP for all activities The provisions indicated herein for stage wise inspection are minimum and the Engineer-in-Charge may decide to increase the Hold Point / Witness Point. Contractor has to prepare ITPs for any of the activities not covered herein, submit the same to HPCL and obtain their approval. Contractor to prepare required reporting formats and job procedures for

each activity i.e. Setting out of work, levels at 5x5m grid co-ordinate wise and as per technical specifications, submission of min. 5 nos. Sand / Murrum samples meeting tender specifications along with soil lab. test report, watering, OMC, Rolling , carting away earth etc to HPCL for approval well in advance prior to commencement of activity. Any deviation to ITP shall be subjected to HPCL’s written approval. Contractor to carry out 100% examination of all activities and proper records shall be maintained and made available to HPCL Officer’s requirement at any time of inspection during the contract period.

2.0 LEGEND :

2.1 HP: HOLD POINT

A point which requires inspection/verification and acceptance by HPCL before any further processing is permitted. The contractor shall not process the activity/item beyond the Hold Point without written approval from Engineer-in-Charge.

2.2 W : Witness Point

An Activity which requires witness by HPCL when activity is performed.

2.3 RW : Review of Contractor’s Documentation 2.4 S : Surveillance Inspection by HPCL

Monitoring of observations to verify whether or not materials/items/services confirms to specified requirement. Surveillance activities may include audit, inspection, witness of testing, review of quality documentation & records, personnel qualifications, etc.

2.5 WC: 100% examination by Contractor. 3.0 The Indicative Inspection and Test Plan(ITP) is as given below:


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Sr. No.

ACTIVITY CONTRACTOR HPCL

1.0 SAND FILLING

1.1 Fixing of co-ordinates with respect to HPCL Bench Mark (B.M.) as per HPCL lay out , Setting out of various Control point & alignment, grid levels 5mx5m and as per tender specifications, Co-ordinates wise survey & recording. The readings will be taken on same co-ordinates in subsequent activity. Clearing of vegetation, shrubs etc and disposal of the same outside premises and make surface ready for further activities.

WC

HP

1.2

Collection of Sand samples from various borrow areas locally available river sand sample lab analysis as per IS 383 , submission to HPCL for approval with all requisite details. Sand to be approved by HPCL Required data for testing at field the relative density for compaction as per IS2720 PART XIV.

WC HP

1.3 (A) SAND LAYING : - 300mm loose layer checking it with templates/tools at various co-ordinates & recording. - Watering the layer as guided by Procedure as per requirements (B) COMPACTION : -Procedure to be given by HPCL to achieve 85% Relative density at site -Rolling/ Compaction by Plate Vibrator/ Vibro roller, maintenance of moisture content in sand below 5%. - Testing for compaction to confirm its 85% relative density achieved co-ordinate wise, Recording the levels co-ordinate wise min. one test @500 sqm . (Min. 1 no test per 25 sq. Mtr.) and on positive test result, next layer commencement. -

WC WC HPCL WC WC

W W HP W

HP

2.0

MURRUM FILLING

2.1 Fixing of co-ordinates with respect to HPCL B.M. as per HPCL lay out , Setting out of various Control point & alignment, grid levels 5mx5m and as per tender specifications, Co-ordinates wise survey & recording. The readings will be taken on same co-ordinates in subsequent activity. Clearing of vegetation, shrubs etc and disposal of the same

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outside premises and make surface ready. .

2.2

Collection of Murrum samples from various borrow areas, lab analysis of samples, submission of test reports to HPCL for approval with all requisite details.

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2.3 Excavation, if any as per approved drawings and as directed by EIC & carting away unusable earth as per instructions of HPCL within Plant premises.

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2.4 (A) Rolling of sub grade/ sub base & testing for 95% max. lab dry density in case of soil or 85% relative density in case of sand as applicable.

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2.5

(A) MURRUM LAYING : - 300mm loose layer checking it with templates / tools at various co-ordinates & recording. - Watering the layer, checking the OMC through Moisture Tester & recording co-ordinate wise. (B) COMPACTION : - Rolling the OMC watered layer immediately once tested for OMC till 95% Standard Proctor dry density achieved. - Testing for compaction to confirm its 95% Standard Proctor dry density achieved co-ordinate wise, Recording the levels co-ordinate wise . (Min. 1 no test per 500 sq. Mtr.) - Offering Tested layer to HPCL to inspect & witness to give clearance for next layer.

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2.6 Final profile of Murrum surface to receive further courses per Approved levels/coordinates and Construction drawing to be prepared by Contractor based on general civil detail drawing furnished in this tender duly approved by HPCL, to be executed as per 2.5 above, cutting / making of edges for embankments etc & complete as per EIC instructions.

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TECHNICAL

SPECIFICATION


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TECHNICAL SPECIFICATION

&

SCOPE OF WORK

FOR

PILING JOB


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1.0 PURPOSE This document defines the scope of works for RCC bored cast-insitu piles and its specific requirements including pile foundation system for the proposed Petroleum Product storage Tanks at Paradeep Terminal, Orissa. 2.0 CODES, STANDARDS & SPECIFICATION a. IS: 2911 (All Parts) b. Specification for materials for Reinforcement concrete piles c. Specification for construction and installation for bored cast in situ piles d. Specification for testing of concrete piles 3.0 SCOPE 3.1 General Providing RC bored cast in situ piles and R.C. pile caps as per design carried out by the bidder, vetted by reputed engineering institute like IIT, Kharagpur or any other reputed Engineering Institutes/ Consultant duly approved by HPCL and submitting to HPCL for review before commencement of piling work. All jobs to be completed within the specified time period mentioned in the tender. Supply of all materials is also included in contractor’s scope. The scope in general consists of designing the RCC pile foundation basis the soil investigation report/ recommendation, which shall be provided to the successful bidder. The party has to carry out the design of the pile foundation basis the soil report after the award of the contract and get the design vetted by reputed engineering institute like IIT, Kharagpur or any other reputed Engineering Institutes/ Consultant duly approved by HPCL within the quoted rates. For the purpose facilitating the bidders to provide their techno commercial offer the diameter of piles have been assumed ranging from 500 mm dia to 800 mm dia and depth of termination approximately 15 meters The quantities mentioned in the schedule of rates are approximate and actual payment shall be made basis the actual executed quantities based on the approved design. The testing of piles shall also be carried out by the contractor in line with IS 2911– (Part IV) and relevant specifications of this tender document within the quoted rates. No extra payment shall be made to the Bidders on this account. However the contractor is expected to quote for this tender based on the information provided herein and other sections of this tender document including the Schedule of Quantities. The work involves but not limited to the following:

(i) Design & Construction of Pile foundation for construction of Petroleum storage tanks ( 2 nos of 28 mt dia X 10 mt ht (5000 KL capacity) & 2 nos of 30 mt dia X 10 mt height(6700 KL capacity)

(ii) Conducting Routine Load tests on designated working piles namely Vertical, Lateral & Pullout load tests.


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3.2 Minimum Requirement of Piling Equipment Sufficient no of hydraulic self propelled or manual rotary piling rig complete with casing Adaptor and Casing Oscillator to complete the entire job as per the time schedule provided in this tender document.. The Contractor shall mobilize sufficient spares; cutting tools (e.g. flat teeth bits, round shank bits, holders, etc) to avoid any stoppage of work.

3.3 Surveying and Staking It is the express responsibility of the contractor to bring to site all surveying instruments necessary for the marking out, fixation of levels, etc. and conduct these survey operations himself with utmost accuracy. The contractor shall put-up stable bench marks etc. as necessary for the work. HPCL will be present when this work is being carried out and will inspect all these operations with the Contractor’s assistance. The contractor shall be entirely responsible for accurate setting out of the work and he shall at his own expense make good any defects arising from errors in line and levels. 3.4. Dewatering Dewatering of accumulated water in all locations on job site from whatever source or cause untill the virtual completion of the entire work shall be done by the contractor at his own expense and shall not be separately paid for. The rates quoted by the contractor shall be deemed to be inclusive of this. 3.5 Tenderer’s shall submit the following information as part of their technical bid: i) Numbers of the piling rig proposed to be deployed. ii) Full Technical details of piling rigs and accessories in the form of catalogues, data sheets, etc. iii) Piling procedure, piling programme and accessories to be mobilized by the contractor at no extra cost to the client. 3.6 The contractor shall use only Ready mixed concrete for the proposed piling and pile caps works. Contractor shall indicate the resources available in this regards including number of batching plants to be mobilized considering the time frame and nature of works. As a specific requirement, only Portland puzzolana cement conforming to IS 1489 shall be used for all concrete works. All rebars shall be Corrosion resistant steel (Tiscon CRS/SAIL-HCR- /RINL-HSCR) and shall conform to IS 1786 grade Fe 500 for mechanical properties. 3.7 The work involves but not limited to the following: a) Construction of straight shaft RCC bored cast-in-situ piles of approved diameter and depth of termination (basis approved design carried out by the bidder based on soil investigation report to be handed over the bidder after award of work order) and approximate number of piles b) Carrying out routine load tests as specified on randomly selected job piles selected by Engineer-in-Charge and as per codal provisions.


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4.0 AVAILABLE INFORMATION 4.1 The proposed pile top need to be terminated at 600mm above Pile cutoff level..The same will be chipped off at the time of commencement of pile cap job to progress the job further. The soil profile and design requirements shall dictate length of temporary casing pipe required for construction purposes which shall be immediately withdrawn after casting of the pile Free boring, if any will not be considered for measurement & payment. 5.0 REQUIREMENTS All work shall be carried out in accordance with the specifications enclosed herewith and contractor shall ensure minimum requirements as laid down hereunder: 5.1 Termination of Piles Piles shall be terminated with a minimum embedment of 2.40m inside the soft /disintegrated strata having SPTN Value more than 100 or as per soil investigation report or as per design requirements. After encountering the soft /disintegrated medium dense layer, the beginning of the layer shall be established by conducting SPT. In case SPT is observed more than 100, the pile shall be terminated with an embedment of minimum 2.4m inside the strata. For confirmation of the similar strata two more SPT shall be conducted thereafter with an interval of 1.0m, conducting of SPT shall be done at least one in five (1 in 5) pile location. In case medium hard or hard strata encountered before minimum embedment depth in the above specified strata the pile shall be terminated in this layer with a minimum embedment of 500mm in medium hard strata or 200mm in hard strata. Piling in soft / disintegrated strata shall be done preferably with chisel as per discretion of Engineer-in-Charge and in the case of medium hard / hard rock strata pile boring shall be proceed with chisel of weight 2.5t or more. The level of encountering the particular strata and termination depth in all cases shall be certified by Engineer-in-Charge and shall be binding on the tenderer. 5.2 Safe Load Carrying Capacity For Vertical Compression/Lateral/Uplift The tenderer shall guarantee minimum safe load of 1.5 times the design capacity for the piles provided. The safe load may be increased by 25% in the case of wind and seismic. 5.3 MATERIALS Materials shall conform to specifications for materials for Reinforcement concrete pile which is enclosed elsewhere in this tender document and forming a part of the tender. 5.3.1 CONCRETE The concrete shall have a minimum strength of 30 N/sq. mm at 28 days. The cement for concrete shall be Portland puzzolana cement having minimum cement content not to be less than 400 kg/cum and a max water cement ratio of 0.45. The cement content shall be governed by Design mix or soil characteristics, which ever is higher. The allowable slump shall be as per relevant latest revision of IS codes (IS 2911 Part 1/Sec 2). The Engineer-in-charge


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may allow marginal adjustment in water/cement ratio to obtain concrete of good workability. The other concrete specifications shall be as per relevant clauses of “Design, Construction & Installation of Bored cast-in-situ piles forming part of this tender. 5.3.2 REINFORCEMENT Reinforcement shall conform to IS: 1786 (latest version) grade Fe-500 for mechanical properties and shall be Corrosion resistant steel and it shall be either “TISCON CRS” from TISCO or HSCR-M from Vizag Steel or HCR-M from SAIL only. The reinforcement in the pile shall consist of the following: a) Longitudinal/Ties/Spacer bar Reinforcement Reinforcement provided shall be as per approved design with respect to diameter, numbers and should run through the entire length of the pile. d) Cover Clear cover to reinforcement shall be as per approved design (min 75mm). 5.4 INSTALLATION 5.4.1 Installation of piles shall be carried out in accordance with the pile lay out drawings as prepared/vetted/approved which are prepared by the contractor at the time of execution of work. 5.4.2 Cut-off level of the piles shall correspond to those given in the working drawings. 5.4.3 To ensure dense and sound concrete upto cut-off level, concreting shall extend minimum 600 mm above cut-off level. However, no extra payment shall be made for this and quoted rates shall be inclusive of this. 5.4.4 In case the reinforcement cage is made up of more than one segment, the same shall be assembled by welding only, before lowering, as per IS: 456-2000 by providing necessary laps. 5.4.5 The vertical reinforcement shall project 50 times its diameter above the cut-off level. 5.4.6 Pile shall be constructed by using temporary casing upto minimum 1.5m to 3.0m inside the stiff to very stiff clay exists below very soft / marine clay as per site conditions or design requirements. Adequate bentonite mud shall be used as full depth temporary casing not been used during the boring below temporary casing. Concrete shall be placed by tremie. All precautions for obtaining clean and sound pile shaft shall be strictly observed. 5.4.7 For Tremie concreted piles, a sample of drilling fluid shall be taken from the base of the borehole by means of an approved sampling device in the first few piles and at suitable interval of piles thereafter. Concreting shall not proceed if density of fluid exceeds 1250 kg/cu.m. The sand content in the fluid shall not exceed 7 percent. 5.5 MEASUREMENT OF PILES 5.5.1 The piles shall be measured and paid for the actual pile length from pile tip to the cut off level, as per the approved working drawings submitted by the contractor based on the approved design or as indicated by the Engineer-in-Charge. No extra payment shall be made for empty boring, if any. 5.5.2 Payment for routine load tests which shows unsatisfactory results shall not be made.


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5.5.3 Piles showing unsatisfactory results shall be treated as defective piles. Defective piles shall be removed or left in place and replaced by additional piles as directed by engineer-in-Charge at no additional cost to the owner. 5.5.4 Reaction piles, if required for the purpose of conducting load tests on piles shall not be paid extra. Quoted rate for tests shall be inclusive of this. However, for routine lateral and uplift tests, if required, job piles may be used as reaction piles. 5.5.5 The quoted rate for bored cast in situ piles shall be exclusive of reinforcement conforming to IS 1786 – Fe 500 corrosion resistant bars of TISCON – CRS, HSCR-M from Vizag steel or HCR-M from SAIL. However, measurement/payment for reinforcement used shall be made through a separate item available in the schedule of rates. 5.6 PILE TESTING 5.6.1 Initial Load Test : DELETED 5.6.2 Routine Load Test Routine load tests shall be carried out up to one and half times the design load. The piles for the test shall be randomly selected by the Engineer-in-Charge 5.6.3 Pile Load Test Details i) For pile load tests, the test set up shall be as per IS 2911 Part IV and specifications for testing of concrete piles. ii) All testing shall be done by Direct method of loading in successive increments as per the relevant clauses of IS: 2911 Part IV & Standard Specifications for testing concrete piles forming a part of this tender iii) Each stage of loading shall be maintained till the rate of movement is less than 0.2 mm per hour. Test shall be carried out at the cut-off level. 5.6.4 Maximum test loads shall be as follows: i) Initial pile load tests: Deleted ii) Routine vertical load test: Load corresponding to 12 mm settlement or one and half times the safe load whichever occurs earlier. 5.6.5 Number of Tests Required The number of tests required shall be as per relevant clause of IS 2911 Part IV. 5.6.6 Payment for testing of Piles No additional payment shall be made for testing of piles. The rates quoted in the schedule of rates shall deem to be inclusive of the pile testing required to be carried out under clause 5.6. NOTE: Kentledge load shall be at least 25% higher than the maximum test loads. 5.6.5 Criteria for Assessment of Safe Loads 5.6.5.1 Safe vertical load on single pile shall be the least of the following: i) Two thirds of the final load at which the total settlement attains a value of 12 mm. ii) 50% of the final load at which the total settlement equals to 10% of the piles dia. iii) Safe lateral load on single pile shall be least on the following: iv) 50% of the final load at which the total lateral displacement equals to 12 mm. v) Final load corresponding to the total displacement of 5 mm.


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5.6.5.2 A full record of pile load test results shall be submitted in triplicate to the Engineer-in-Charge immediately on completion of each test. The record shall also include the plots of load-settlement (for various stages of loads) characteristics of pile and also the interpretation of the pile load test curve as per criteria for safe loads mentioned in the specifications for testing concrete piles forming a part of this tender. Any special observations shall be duly explained by the contractor.

5.6.5.3 Replacement of Rejected Piles Piles/boring/casing that are defective or exceed the tolerances specified above shall be left in place or pulled out as directed by Engineer In Charge without adversely affecting the performance of the adjacent piles. In case the piles/casing cannot be removed they shall be cut out as directed by Engineer In Charge. Voids resulting from rejected borings or extraction of the piles or casings shall be filled with gravel or sand unless other piles are installed in such voids at the cost of contractor . 6.0. General Pumping and bailing out of water, shoring, strutting, etc., if found necessary for successful and speedy operation of work shall be carried out by the contractor and cost of such works shall be included in his rates. No extra claims whatsoever on all subsidiary works pertaining to pilling work will be entertained. All the excavated materials including debris, Loose earth, muck etc shall be carted away and disposed off by the contractor out of the premises to any suitable place as per local statutory authorities. The Contractor shall provide all the equipments, tools and plants required for the work and rates shall include the cost of bringing the equipment etc, to site, proper maintenance and removal of the same after completion of work. Control of Piling Installation shall be as per the relevant IS Code (IS 2911 (part 1 section2). Piles that are defective shall be left in places as judged by Engineer In Charge and additional piles shall be driven to replace them at no extra cost. Adequate length of bars to be left over the cut-off level of the pile to develop anchorage in the pile caps and also dowels to be kept of adequate lengths. Sample of the hard strata shall be taken appropriately marked and preserved by the contractor and finally handed over to HPCL. The level on the container should specify the date of piling, pile marked and depth of strata from which the sample has been obtained.


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Rig register and weekly report as per the format, approved by HPCL shall be submitted to In-charge of the project. During the period of establishing mix- design at site, nominal mix 1:1:2 for piling work only can be followed but the cement consumption for entire volume of piling work under reference will be reconciled based on approved design mix. For the purpose of measurements and payments, the length of pile shall be measured from the tip of the pile to the bottom of the pile cap. The 8 cm. length of the pile projecting into the cap shall not be measured for the payment and also shall not be deducted from the quantity of Pile cap concrete. Reinforcement placed in the pile shall be paid for separately for the actual quantity of reinforcement placed in the pile exclusive of couplings, welded joints, spacer bars and binding wire as stipulated in the relevant specifications for reinforcements. All piles shall be concreted to a level 600 mm above the specified pile cut off elevation which shall be 7.5 cm. above the bottom of the Pile cap. For piles cast by tremie method, in bentonite established bore holes, this level of concreting above pile cut of level shall not less than 600mm. Before casting the pile cap, this excess concrete shall be cut off up to pile cut off elevation. In case sound concrete is not met with at such elevation the piles shall be cut to such elevation where sound concrete is met. Piles shall be cut off at level and true to elevation shown or specified on the Drawings. Care shall be taken not to damage the reinforcement or the concrete below cut off elevation during such stripping operations. Where stripping to be done to a level lower than the specified cut off elevation to obtain dense and sound concrete, the Piling Contractor shall built up the pile up to cut off elevation at his own cost. Upon completion of the piling work, all casing equipments, construction tools, protective covering and debris resulting from the piling operations shall be removed from the works site with the permission of the HPCL. A minimum length of 2-3 metres of temporary casing shall be provided for each bored piles unless otherwise specifically desired. Additional length of temporary casing shall be used depending on the condition of the strata, ground water level etc. 7.0 Recording of Data

Daily site records shall be maintained by the Contractor for the installation of piles against each Rig and shall contain the number and dimension of the pile, depth bored ( including depth in soft / hard rock ), time taken for boring, concreting and empty boring ( cut-off level) , chiselling and where the pile is wet or dry.


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Sample bore log in the initial stage or when major variation occur should be shown. When drilling mud is used, amount of bentonite needed for stabilization of bore, specific gravity of the fresh supply and contaminated mud in the bore hole before concreting shall be checked and recorded regularly. Concrete volume actually cast per pile against required volume and actual cement consumption. Detail of any obstruction encountered, its nature, depth and obstruction time. Any deviation from the designated location alignment or load capacity of any pile shall be noted. Typical data sheet in triplicate for facility of recording piling data to be prepared by the Contractor before starting of actual piling operation at site and information to be recorded against each pile in the data sheet shall be signed by the contractor and countersigned by HPCL. One copy of the data sheet shall be retained by the Contractor and the other two copies to be submitted to HPCL for records & future reference. At least six photographs are to be taken by the party depicting progress of the job in every week and a set of same to be separately submitted for review and record to HPCL.


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STANDARD SPECIFICATION

FOR MATERIALS FOR

REINFORCED CONCRETE

PILES


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CONTENTS

1. GENERAL

2. MATERIALS FOR CONCRETE

3. ADMIXTURES

4. REINFORCEMENT


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1.0 GENERAL 1.1 Scope 1.1.1 This specification establishes the material specification of reinforced cement concrete to be used in pile foundation. Any special requirements as shown or noted on the drawings shall govern over the provisions of these specifications. 1.1.2 For specific work requirements concerning design and construction or otherwise modifying or supplementing the provision of this specification, refer to the specific requirements. In case of conflict between specific requirements and provision of this specification, former shall govern. 1.2 Definitions 1.2.1 Reference to Indian Standard Codes shall always mean reference to the latest issue of the relevant standards including all its amendments up to date. 1.3 Codes All design and construction shall be performed in accordance with the Indian Standard Code of Practice for Plain and Reinforced Concrete I S: 456 & IS: 2911 2.0 MATERIALS FOR CONCRETE All materials which may be used in the Plain or Reinforced Cement Concrete work shall be of Standard quality conforming to IS or equivalent and shall have IS certification mark as far as possible unless otherwise approved by the Engineer-in-Charge. The contractor shall get all materials approved by Engineer-in-Charge prior to its procurement and before actual use. The Engineer-in-Charge shall have the right to determine whether all or any of the materials offered or delivered for use in the works are acceptable. Any material brought to site and not conforming to specification and instruction of Engineer-in-Charge shall be rejected and the contractor shall have to remove the same immediately from site at his own expense. 2.1 Cement 2.1.1 General The cement used shall be Portland puzzolona cement conforming to IS: 1489 latest version and the make of the same shall be approved by HPCL. 2.1.2 Tests after Delivery Each consignment of cement may, after delivery on the site at the discretion of the Engineer-in-Charge, be subjected to any or all of tests and analysis required by the relevant Indian Standard Specifications. Facilities for testing shall be provided by contractor at his own cost. 2.1.3 Storage on the Site The cement shall be stored in a suitable weather-tight building and in such a manner as to permit easy access for proper inspection to prevent deterioration due to moisture and to minimize warehouse deterioration. Cement of different type and brands shall be kept in


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separate storage. All accepted cement stored on the site shall be arranged in batches, and used in the same order as received from the manufacturer. The contractor shall maintain a cement register, in which all entries shall be completed day to day showing the quantities received, date of receipt, source of dispatch, type of cement, etc. and also the daily cement consumption on site. The register shall be accessible to the Engineer-in- Charge for his verification. 2.1.4 Rejection of Cement The Engineer-in-Charge may reject any cement as a result of any tests thereof, notwithstanding the manufacturer’s certificate. He may also reject cement which has deteriorated owing to inadequate protection from moisture or due to intrusion of foreign matter or other causes. Any cement which is considered defective by the Engineer-in-Charge shall not be promptly removed from the site of the work by the contractor at his own expense. 2.2 Aggregates for Concrete 2.2.1 General Coarse and fine aggregates for concrete shall conform in all respect to IS: 383, “Specification for Coarse and Fine Aggregates from Natural Sources for Concrete”. Aggregates shall be obtained from a source known to produce those satisfactory for concrete. Aggregates shall consist of naturally occurring sand and granite/basalt trap stone, crushed or uncrushed, or a combination thereof. They shall be chemically inert, hard, strong, dense, durable, clean and free from veins, adherent coatings and shall be of limited porosity. Flaky and elongated pieces shall not be used. The source of aggregates shall be approved by the Engineer-in-Charge and shall not be changed during the course of the job without his approval. Rejected aggregates shall be removed from the work site by the contractor at his own expense. 2.2.2 Deleterious Materials Aggregates shall not contain any harmful materials such as iron pyrites, coal, mica, shale or similar laminated materials, clay, alkali, soft fragments, sea shells, organic impurities etc. in such quantities as to affect the strength or durability of the concrete. In addition to the above, for reinforced concrete, any material which might cause corrosion of the reinforcement and aggregates which are chemically reactive with the alkalis of cement shall not be used. The maximum quantities of deleterious materials in the aggregates, as determined in accordance with IS: 2386 (Part-II) “Methods of Test for Aggregates for Concrete”, shall not exceed the limits given in Table-I of IS: 383. The sum of the percentages of all deleterious materials shall not exceed five. Deleterious materials also include material passing 75 micron IS sieve. 2.2.3 Coarse Aggregates Coarse aggregate is aggregate most of which is retained on 4.75 mm IS sieve. These may be obtained from crushed or uncrushed granite/basalt trap stone as per Cl. 2.3.1 and may be supplied as single sized or graded aggregates given in Table-II of IS: 383. The Engineer-in-Charge may allow all-in-Aggregate to be used provided they satisfy the requirements of clause 4.4 and T able-IV of IS 383.


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2.2.4 Fine Aggregates Fine aggregate is aggregate most of which passes 4.75 mm IS Sieve but not more than 10% pass through 150 microns IS Sieve. These shall comply with the requirements of grading zones I, II and III and given in Table-III of IS: 383. Fine aggregate conforming to grading zone IV shall not be normally used in reinforced concrete unless tests have been made by the contractor to ascertain the suitability of the proposed mix proportion and approved by the Engineer-in-Charge. Fine aggregate shall consist of natural sand resulting from natural disintegration of rock and which has been deposited by streams or glacial agencies, or crushed stone sand or crushed gravel sand. 2.2.5 Sampling and Testing In case of doubt the Engineer-in-Charge may require the contractor to carry out tests, at the contractor’s expense in accordance with – IS: 516 – Method of Tests for Strengths of Concrete; and IS: 2386- Method of Tests for Aggregates for Concrete. 2.2.6 Storage of Aggregates T he contractor shall at all times maintain at the site of work such quantities of aggregate as are considered by the Engineer-in-Charge to be sufficient to ensure continuity of work. Each type and grade of aggregate shall be stored separately on hard firm ground having sufficient slope to provide adequate drainage to rain water. Any aggregate delivered to site in a wet condition or becoming wet at site due to rain shall be kept in storage for at least 24 hrs. to obtain adequate drainage, before it is used for concreting, or the water content of mix must be suitably adjusted as directed by Engineer-in-Charge. 2.3 Water Water used for concrete shall be clear and free from injurious amounts of Oil, Acid Alkali, Organic matters or other harmful substances in such amount that may impair the strength or durability of structure. Potable water shall generally be considered satisfactory for mixing and curing concrete. The Engineer-in-Charge may require the contractor to prove at latter’s expense, that the concrete mixed with water proposed to be used should not have a compressive strength, lower than 90% of the strength of concrete mixed with distilled water. The Engineer-in-Charge may require the contractor to get the water tested from an approved laboratory at his own expenses and in case the water contains any sugar or an excess of acid, alkali, any injurious salts, etc. the Engineer-in-Charge may refuse to permit its use. 3.0 Admixtures 3.1 Admixtures such as CICO grade I or KIM (KRYTON make) or equivalent may be used in concrete only with the approval of Engineer-in-Charge. 4.0 Reinforcement 4.1 Corrosion resistant Steel reinforcement 4.1.1 The reinforcement shall confirm to IS: 1786, Fe-500 grade. The reinforcement shall be Corrosion resistant steel and it shall be either “TISCON CRS” from TISCO or HSCR-M from Vizag Steel or HCR from SAIL-M normally be mild steel in the form of round bars, conforming to IS: 432-Grade 1 unless specified otherwise.


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4.1.2 Hard-Drawn Steel wire Fabric When specified in the drawings, hard drawn steel wire fabric shall be used conforming to IS: 1566, It shall be of approved type and of the weights and dimensions shown in the drawings. 4.2 Welding 4.2.1 Field welding of reinforcing bars will not be permitted without the written consent of the Engineer-in-Charge. Where welding is permitted it must be at staggered locations. Tests shall be made to provide that the joints are of the full strength of bars connected. Welding of reinforcement shall be done in accordance with the recommendation of IS: 2751. 4.3 Storage 4.3.1. The steel reinforcement shall be stored in such a way as to avoid distortion and to prevent deterioration and corrosion. 4.4 Other Specifications 4.4.1 General construction details and workmanship relative to reinforcement including bar bonds, lap splices and installation shall be in accordance with I S:2502- Code of Practice for Bonding and Fixing of Bars for concrete reinforcement, as well as the detailing of reinforcement given in I S:456. 4.4.2 Hot bending of bars shall not be allowed. 4.4.3 The number of sizes, shape and position of all the reinforcement shall, unless otherwise directed or authorized by the Engineer-in-Charge, be strictly in accordance with the drawings. The reinforcement shall be adequately secured and held in position by metal chairs and spacers. Ties of inter-sections shall be made with 16 SWG soft black annealed binding wire. 4.4.4 The contractor must obtain the approval of the Engineer-in-Charge for the reinforcement placed, before any concrete is placed in the forms. The reinforcement of this time shall be free from loose rust or scale or other coating that will destroy or reduce bond. 4.7.5 Concrete spacer blocks of the same strength as parent concrete shall be used to ensure correct cover to the reinforcement. This clear cover shall be as shown on the drawings or as per instructions of the Engineer-in-Charge. 4.7.6 All the reinforcing bars shall be so tied as to form a rigid cage to prevent displacement before or during concreting.


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STANDARD SPECIFICATION

FOR

CONSTRUCTION AND

INSTALLATION OF

RCC BORED

CAST-IN-SITU PILES


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CONTENTS 1. SCOPE 2. CODES 3. MATERIALS 4. DESIGN CONSIDERATIONS 5. EQUIPMENTS AND ACCESSORIES 6. PILE INSTALLATION 7. DEFECTIVE PILES 8. RECORDING OF DATA


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1.0 SCOPE 1.1 This standard specification covers the construction and installation of load bearing reinforced concrete bored cast-in-situ piles. 1.2 For specific work requirements concerning construction or otherwise modifying or supplementing the provisions of this specification, reference may be made to ‘Specific Requirements’. In case of any conflict between requirements set forth in ‘Specific Requirement’ and the provisions of this specification, the ‘Specific Requirements’ shall govern. 2 CODES 2.1 IS: 2911 (Part I /Sec.2) – Indian Standard Code of Practice for Design and Construction of pile foundations for Bored Cast-in-Situ Piles shall be referred to in conjunction with these specifications during the entire design, construction and installation work. 2.2 Reference to any code shall always mean reference to the latest revised edition of the code including all its amendments up to date, unless otherwise specified. In the event of any conflict between the requirements of this specification and those of the referred codes, the former shall govern. 3 MATERIALS 3.1 All materials, viz. cement, steel, aggregates, water, etc. which are to be used in the construction work, shall conform to Standard Specification for construction and installation of RCC bored cast-in-situ piles. 3.2 Concrete 3.2.1 Methods of the manufacture of cement concrete shall in general, be in accordance with IS: 2911 (Part I /Sec.2) and as per following clauses: 3.2.2 The grade of concrete shall be M-30 with a minimum cement content of 400 kg/cum and a max water cement ratio of 0.45. The cement content shall be governed by Design mix or soil characteristics, which ever is higher. 3.2.3 Slump of Concrete Slump of concrete shall range between 100 to 180 mm depending on the manner of concreting. The table below gives the general guidance. PILI NG SLUMP (In MM) TYPICAL CONDITIONS OF USE Min. Max. A 100 180 Pouring into water-free unlined bore having widely

spaced reinforcement. Where reinforcement is not spaced widely enough, cut-off level of pile is within the casting and diameter of pile less than or equal to


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600mm, higher order of slump within this range may be used.

B 150 180 Where concrete is to be placed under water or

drilling mud by tremie or by placer 4 DESIGN CONSIDERATIONS 4.1 Structural Design: The piles shall have necessary structural strength to transmit the load imposed on it, to soil. Relevant part of IS: 2911 (Part I/ Sec.2) and specific requirements shall be considered to apply for assessing the structural capacity of piles. 4.2 Reinforcement 4.2.1 The minimum longitudinal reinforcement shall be 0.4% of the cross sectional area of the pile. 4.2.2 Clear cover to the main reinforcement shall be 50 mm. This shall be increased to 75 mm in case of aggressive soils and ground water conditions. 4.2.3 The vertical reinforcement shall project 50 times its diameter above the cut-off level. 4.2.4 The minimum clear distance between the two adjacent main reinforcement bars should normally be 100 mm for the full depth of cage. The bars shall be so placed as not to impede the placing of concrete. 4.2.5 The lateral ties in the reinforcing cage shall be preferably spaced not closer than 150 mm centre to centre. 4.2.6 The minimum diameter of the lateral ties shall be 6 mm. 5 EQUIPMENT AND ACCESSORIES 5.1 The equipment and accessories for installation of bored case-in-situ piles shall be selected giving due consideration to the subsoil conditions and the method of installation, etc. These shall of standard type and shall have the approval of the Engineer-in-Charge. 5.2 The capacity of the rig shall be adequate so as to reach the desired depth. 5.3 Provision shall be kept for chiseling within the borehole in case of any underground obstruction/hard strata. However, chiseling shall be carried out only with the approval of Engineer-in-Charge. 5.4 In case pile is required to be socketted in medium or good quality rock strata, the equipment mobilized shall have adequate capability to do so up to the required socket length. For the purpose of classification of rock for the determination of length of socketting, pilot drill holes shall be carried out in the areas to be piled.


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5.5 Pilot drill hole shall be of Nx or Bx size as per specific requirements. Rock drilling shall be carried out using double tube core barrel. Drilling and storing of rock cores shall conform to relevant IS codes. Rock quality shall be classified as under depending upon the RQD. RQD (%) ROCK QUALITY <25 Poor 25 to 75 Medium >75 Good 6 PILING INSTALLATION 6.1 Control of Alignment 6.1.1 The piles shall be installed as accurately as possible as per the designs and drawings. The permissible positional deviations shall be governed by IS: 2911 (Part I /Sec.2). In case of piles deviating beyond such permissible limits, the piles shall be replaced or supplemented by additional piles, as directed by Engineer-in-Charge. 6.2 Boring 6.2.1 The boring shall be done by one of the following methods: (a) Direct mud circulation (b) Reverse mud circulation (c) Bailer bentonite The actual method of construction to be followed shall be as per specific requirements. 6.2.2 In very soft soil a permanent liner shall be installed to ensure stability of borehole. A liner shall be used to protect the green concrete where a high hydrostatic pressure exists in the subsoil or where an underground flow of water exists and which is likely to damage the concrete on withdrawal of casing. 6.2.3 Use of temporary liner only in lieu of bentonite to stabilize sides of boreholes shall not be permitted. 6.2.4 Properties of bentonite used and quality control shall be as per IS: 2911 (Part I /Sec.2). 6.3 Concreting of Piles 6.3.1 Reinforcement 6.3.1.1 The reinforcements shall be made into cages sufficiently rigid to withstand handling without damage. In case the reinforcement cage is made up more than one segment, the same shall be assembled by providing necessary laps preferably by welding. 6.3.1.2 Stirrups to the main bars shall be tack welded. 6.3.1.3 Care shall be taken to ensure that the reinforcement bars do not come closer while the cage is lowered down the hole.


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6.3.1.4 Proper cover and central placement of the reinforcement shall be ensured by use of suitable concrete spacers or rollers, case specifically for the purpose. 6.3.2 Concreting 6.3.2.1 Concreting shall not be commenced until the Engineer-in-Charge satisfies himself that at final borehole depth the soil is not weaker than that taken as the basis for pile design. If necessary, SPT or similar test shall be conducted to ensure the above. 6.3.2.2 Borehole bottom shall be thoroughly cleaned to make it free from sludge or any foreign matter before lowering the reinforcement cage. The full length of reinforcement cage shall be in position before start of concreting. 6.3.2.3 Concreting shall be done by tremie method. The operation of tremie concreting shall be governed by IS: 2911 (Part I / Sec.2). 6.3.2.4 The concrete placing shall not proceed if specific gravity of fluid near about the bottom of borehole exceeds 1.2. Determination of the specific gravity of the drilling mud from the base of the borehole shall be carried out by taking samples of fluid by suitable slurry sampler approved by the Engineer-in-Charge, in first few piles and at a suitable interval of piles thereafter and the results recorded. Control of consistency of drilling mud shall be carried out throughout boring as well as concreting operations. 6.3.2.5 Care shall be exercised to preserve correct cover and alignment of reinforcement and avoid any damage to it throughout the complete operation of placing the concrete. 6.3.2.6 The top of the pile shall be brought up above the cut off level minimum by 0.75 m so as to permit removal of all laitance and weak concrete before capping and to ensure good and sound concrete at the cut off level for proper embedment into the pile cap. Any defective concrete in the head of the completed piles shall be cut-away and made good with new concrete. 7 DEFECTIVE PILES 7.1 Defective piles shall be removed or left in place, as judged convenient by the Engineer-in-Charge, without affecting the performance of adjacent piles of capping above and additional piles shall be provided to replace them. 8 RECORDING OF DATA 8.1 A competent supervisor shall be present to record the necessary information during the installation of piles. The data to be recorded shall include: a) The dimensions of the piles, including the reinforcement detail and the mark of the pile. b) The boring method employed. c) The type of soil in which pile is terminated. d) The depth bored.


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e) The depth of water table. f) When drilling mud is used, the specific gravity of the fresh supply and contaminated mud in the borehole before concreting is taken up, in case of first few piles and subsequently at suitable interval of piles. g) The time taken for concreting. h) The cut-off level/working level, and i) The consumption of cement. j) Any other important observations. 8.2 Typical data sheets of recording piling data shall be as given in Appendix-D of IS: 2911 (Part I/ Sec.2). 8.3 Any deviation from the designed location, alignment or load carrying capacity of any pile shall be noted and promptly reported to the Engineer-in-Charge.


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STANDARD

SPECIFICATION

FOR

TESTING OF

CONCRETE PILES


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CONTENTS

1. GENERAL 2. VERTICAL LOADING TEST 3. LATERAL LOADING TEST 4. PULL OUT CAPACITY OF PILES 5. COMBINED VERTICAL AND LATERAL LOADING TEST 6. SPECIAL TYPE OF LOADING

APPENDIX 1 – PILE LOAD TEST RECORD


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1.0 GENERAL 1.1 Scope 1.1.1 This Specification covers the requirement and methods of testing of a single pile for evaluating its safe capacity in: a) Vertical Loading (Compression) b) Lateral Loading c) Pull Out d) Combined Vertical and Lateral Loading e) Special type of loading such as vibratory loadings 1.1.2 These specifications shall be applicable for all types of piles in general excepting sheet piles. 1.1.3 For specific work requirements or otherwise modifying or supplementing the provision of this specification, refer to specific requirement. In case of conflict between requirements set forth in the specific requirements and the provisions of this specification, the specific requirements shall govern. 1.2 Definitions 1.2.1 Reference to Indian Standard Codes shall always mean reference to the latest issue of the relevant standards, including all the amendments up to date. 1.3 Codes 1.3.1 All testing shall be performed in accordance with the following codes and the provision of these specifications IS: 2911-(Part IV) – Code of Practice for design and construction of pile foundations – Load Test on Piles. 1.4 Requirements 1.4.1 The load test shall be required to provide data regarding the load deformation characteristics of the pile up to failure or otherwise specified and the safe design capacity. 1.4.2 Full details of the equipment proposed to be used and the test set up shall be submitted to the Engineer-in-Charge with detailed sketches for approval. Approval of the Engineer-in-Charge shall also be obtained after the test set up is complete, prior to commencement of loading. 1.4.3 All measuring devices shall be tested for satisfactory performance and accuracy at an approved institution and a certificate to that effect obtained and submitted to the Engineer-in-Charge prior to use. 1.4.4 The test pile shall be constructed using same equipment and technique as for the job piles.


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1.4.5 A minimum time period of one week shall be allowed between the time of installation and testing in case of a precast pile and not less than four weeks from the time of casting in case of a cast-in-situ pile. 1.4.6 Records A full record giving all details of the test in the proforma shown in Appendix-I shall be submitted in triplicate to the Engineer-in-Charge immediately on completion of each test. The record shall also include the plot of load time settlement characteristics of piles. 2.0 VERTICAL LOADING TESTS 2.1 Equipment and Test Set -up 2.1.1 Test Pile 2.1.1.1 The test pile shall be decided by the Engineer-in-Charge. It may be one of the working piles or a separate test pile. 2.1.1.2 The head of the test pile shall be brought to the proper level and provided with a pile cap with a level and plane surface and with adequate space for proper seating of a jack and dial gauges. 2.1.1.3 Test pile surface shall be prepared for testing purposes on the expiry of one week after casting the pile. 2.1.2 Loading Systems 2.1.2.1 Loading shall be applied by the reaction method consisting of an hydraulic jack centrally against a loaded platform. Supports of the platforms shall be adequately designed. Special anchor piles or any other suitable type of anchorage systems may be used. However, use of the uplift capacity of neighboring piles for providing the reaction shall normally not be permitted. 2.1.2.2 The loading system shall be adequate to ensure that the test can be carried up to the specified limit. The reaction to be made available for the test shall be at least 25% greater than the maximum jacking force required. 2.1.3 Measuring System 2.1.3.1 Loading on Piles The load applied on the pile shall be recorded on a calibrated pressure gauge mounted on the jack. 2.1.3.2 Settlement of Pile a) Settlement of the pile shall be recorded by dial gauges suspended from datum bars. Four dial gauges of 0.01 mm sensitivity shall be positioned on four corners around the pile. b) The datum bars shall have rigid supports preferably of concrete pillars or steel sections, embedded well into the ground. The supports shall be located more than three times the pile


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diameter, subject to a minimum of 1.5 m, clear away from the pile face and also sufficiently away from the supports of the loaded platform to avoid any disturbance on these accounts. Movements near the supports of the datum bar shall be avoided while the test is in progress. 2.2 Method of Conducting Test The test shall be carried out by the direct method of loading in successive increments or by the cyclic loading method as specified and as described by the Engineer-in-Charge. 2.2.1 Direct Method of Loading in Successive Increments The test shall be carried out as per the procedure outlined. a) The load shall be applied to the pile top in increments of about of fifth of the rated capacity of the pile or as specified. Settlement readings shall be taken before and after the application of each new load increment and at 2, 4, 8, 15, 30, 60 minutes and at every two hours until application of the next load increment. b) Each stage of loading shall be maintained till the rate of movement of the pile top is not more than 0.2 mm per hour or until two hours have elapsed, whichever is later. c) Further loading shall then be continued as in (a) above till one of the following occurs:

i) Yield of soil-pile system occur causing progressive settlement of the pile exceeding a value of one tenth of the pile diameter. ii) The loading on the pile top equals twice the rated capacity or as specified in the case of a separate test pile and 1.5 times the rated capacity of the pile in case of a working pile.

d) Where yielding of the soil does not occur, the full test load shall be maintained on the pile head for 24 hours or more if necessary and settlement readings shall be taken at 6 hours interval during the period. e) Unloading shall be carried out in the same steps as loading. A minimum of half hour shall be allowed to elapse between two successive stages of load decrement. The final rebound shall be recorded 6 hours after the entire test load has been removed. f) If so directed by the Engineer-in-Charge, loading and unloading cycles shall be carried out for all load stages within the assumed working load. g) Assessment of Safe Load The safe capacity of the pile shall be the least of the following values

i) Load corresponding to settlement specified in specific requirements which is based on the nature and type of structure. ii) 50 percent of the final load at which the total displacement equals 10 percent of the pile diameter in case of uniform diameter piles and 7.5 percent of bulb diameter in case of under-reamed piles.

2.2.2 Cyclic Loading Test The test shall be carried out as per procedure outlined by IS: 2911-(Part-IV) and as described below: a) The load shall be applied to the pile top in increments of about one fifth the estimated safe capacity of the pile or as specified. Settlement readings shall be taken before and after the application of each new load increment at 2, 4, 8, 15, 30, 60 minutes and at every two hours until application of the next load increment.


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b) Alternate loading and unloading shall be carried out at each stage and the total and net settlements recorded as specified. If so directed by the Engineer-in-Charge, more than one cycle of loading and unloading shall be carried out at any or all of the stages. c) Each stage of loading or unloading shall be maintained till the rate of movement of the pile top is not more than 0.2 mm per hour provided that the minimum period if two hours for loading and one hour for unloading. T he following load stages shall however be maintained for longer periods as given below:

i) At load of 1.5 time assumed safe capacity (for routine test only) – 24 hours. ii) At load of twice assumed safe capacity (for initial test only) – 24 hrs.

The loading shall be continued till one of the following occurs: i) Yield of the soil pile system occur causing progressive settlement exceeding one tenth of the pile diameter. ii) The loading on the pile top equals twice the estimated safe load in case of a separate test pile and 1.5 times the rated capacity of the pile in case of a working pile.

d) Assessment of Safe Load The safe capacity of the pile shall be the least of the following:

i) Load corresponding to settlement specified in specific requirements which is based on the nature and type of structure. ii) Half of the final load at which the total settlement equals one tenth of the pile diameter.

3.0 LATERAL LOADING TEST 3.1 Equipment and Test Set -up 3.1.1 Test Pile The test pile shall be decided by the Engineer-in-Charge. It may be one of the working piles or a separate test pile. The test pile shall be cut off at the proper level and provided with a cap with vertical plane sides having an adequate area for proper seating of the jack and dial gauges. 3.1.2 Loading System, 3.1.2.1 Loading shall be applied by an hydraulic jack of adequate capacity, abutting the pile horizontally and reacting against the suitable system. The reaction may be provided by the wall of the excavated pit when the test is being conducted below ground level or by a neighbouring pile in which case thrust pieces shall be inserted on either end of the jack to make up the gap. 3.1.3 Measuring System 3.1.3.1 Lateral load applied on the pile shall be measured by a calibrated pressure gauge mounted on the jack, having a least count of 500 kg. 3.1.3.2 Deflection of the pile head shall be measured by dial gauges, fixed to datum bars and having a least count of 0.01 mm. The datum bars shall be provided with rigid supports as described in Clause 2.1.3.2 (b) above. 3.2 Method of Conducting Tests The test shall be carried out in accordance with the provisions of I S: 2911-(Part-IV) and as detailed below: 3.2.1 Loading shall be applied in increments of 500 kgs or as specified.


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3.2.2 Each stage shall be maintained for a period till the rate of movement of the pile head is not more 0.2 mm/hr or 1 hr whichever is greater. 3.2.3 Loading shall be continued till one of the following occurs: a) Deflection of the pile head exceeds 12 mm. b) T he applied load on the pile is twice the assumed lateral load capacity of the pile in case of a separate test pile and 1.5 times the rated capacity in the case of a working pile. 3.2.4 Assessment of Safe Load The safe load shall be the smaller of the following:

i) Half of the final load for which the total deflection is 12 mm. ii) Load corresponding to 5 mm total deflection.

Note: The deflection is at the cut off level of the pile. 4.0 PULLOUT CAPACITY OF PILES 4.1 Equipment and Test Set up 4.1.1 Test Pile 4.1.1.1 The test pile shall be decided by the Engineer-in-Charge. The test shall be conducted on separate pile installed specifically for this purpose. 4.1.1.2 The test pile shall be built up to the proper length and the head provided with suitable arrangements for anchoring the load applying system. 4.1.2 Loading System 4.1.2.1 Load shall be applied using an approved reaction system. Uplift force on the pile may be applied directly to the test pile or through a level system. T he reaction may be provided by neighboring piles or blocks may be constructed for the purpose. A hydraulic jack shall be used for load application. 4.1.3 Measuring System 4.1.3.1 Load applied by jack shall be measured by a calibrated pressure gauge with a least count of 1000 kgs. 4.1.3.2 Movement of the pile shall be measured by dial gauges, fixed to datum bar and having a least count of 0.01 mm. A minimum of two dial gauges, placed diametrically opposite shall be used. Datum bars shall be provided with rigid supports as described in 2.1.3.2 (b) above. 4.2 Method of Conducting Test T he test shall be conducted as outlined below: 4.2.1 Loading shall be applied to the pile top in increments of one fifth the rated capacity of pile. 4.2.2 Each stage shall be maintained for a period till the rate of movement of the pile head is not more than 0.2 mm/hr or one hour, whichever is greater.


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4.2.3 Loading shall be continued till one of the following occurs: a) Yield of soil pile system occurs causing progressive movement of he pile exceeding 12 mm. b) T he loading on the pile top equals twice the estimated safe load or as specified. 4.3 Assessment of Safe Load The safe capacity of the pile shall be the least of the following: a) Two-thirds of load at which the total displacement is 12 mm or the load corresponding to a specified permissible uplift, and b) Half of the load at which the load displacement curve shows a clear break (downward trend). 5.0 COMBINED VERTICAL AND LATERAL LOADING 5.1 Equipment and Test set -up 5.1.1 The equipment and test set up shall be same as described in Clause 3. In addition, a platform shall be constructed on the pile top, and loaded to 1.0 times the pile capacity in vertical loading. The pile shall be first subjected to the full vertical load. The lateral load shall commence after all settlements due to the vertical load have ceased and while the full vertical load is in position. 5.1.2 The loading system, measuring system and recording of the results shall be the same as described in clause-3. 5.2 Method of Conducting Test and Assessment of Safe Load This shall be in accordance with the provision of clause 3.2 above. 6.0 SPECIAL TYPE OF LOADING This shall include evaluating the pile response to vibratory loads, both horizontal and vertical in nature. The test set up and method of conducting the test shall be covered under specific requirements.


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APPENDIX – 1

PILE LOAD TEST RECORD

Vertical / Lateral / Pull Out Test

Pile No…………………… Date of ……………… WT of Hammer …………………….. Type……………………… Driving……………….. AVR. Drop of Hammer……………. Diameter (cm)……………. Casting……………….. Total No. of Blows………………….. Length below Commence of Test Sum of Temporary Compression in cms G.L. (M)………………… ………………………… ………………………………………. Location………………… Completion of Test…… Ground level …………………………

Date Time Total time (hr)

Load on (T)

Load off (T)

Total Load (T)

Settlement (Deflection) Gauge (mm)

AVR. Settlement (Deflection) (mm)

Rebound (mm)

Remarks

I II Total Net


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TECHNICAL

SPECIFICATIONS

FOR

CONCRETE AND

REINFORCEMENT

WORKS


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1. CONCRETE AND STEEL REINFORCEMENT 1.1 GENERAL: This section describes and specifies work required for plain and reinforced cement

concrete including reinforcement and form work. Unless otherwise specified or agreed in writing by the EIC, all materials and methods used in the production, testing and handling of concrete shall comply with the latest editions or amendments of the relevant Indian Standards.

1.2 MATERIALS: All materials shall be obtained from sources approved by the EIC. The agreed source or

quality of any material shall not be changed during the course of the contract except with the approval of the EIC.

Whenever requested by the EIC, the Contractor shall provide a certificate from the

manufacturer, for each and every delivery of material, showing the source, quantity delivered and confirming that the material has been tested and conforms to the required Indian Standard.

1.3 TESTING OF CONCRETE MATERIALS : Prior to the commencement of concrete work, the contractor shall get all cement

aggregates and water tested in the laboratories approved by the EIC and shall keep the approved samples in the site office for inspection at any time of the concreting operation. The test certificates shall be submitted to EIC for review & approval before concreting. During construction also, the materials shall be sampled and tested as often as deemed necessary and also as per the “Periodicity of Testing” by the EIC. Samples shall be taken and tested in accordance with the latest revision of relevant Indian Standard Specifications and the cost thereto shall be borne by the Contractor.

1.4 CEMENT : The cement used throughout the work shall be to the approval of the EIC. A certificate

shall be obtained from the manufacturers and produced to EIC for each delivery of cement and it shall comply with the requirements of as mentioned in the “Technical Specification – Materials” . The Contractor shall store the cement in storage sheds to be provided by him for this purpose at site. The cement shall be delivered to the site in bags sealed with the manufacturer's seal and different types of cement shall be stored separately. The storage sheds with watertight walls and roof, shall be maintained in a perfectly dry and wall ventilated condition, 12" above ground level and the cement shall be stored a per instructions issued by EIC. It shall be turned over from the bottom as and when required by the EIC. Any cement which has been deteriorated caked or which has been damaged due to any reason whatsoever shall not be used. No cement shall be used for the works that has been stored at site for more than three months. Test samples of cement may be drawn from each consignment as delivered and tested by the EIC. Should the results of such test show that any samples does not comply with the specified requirement, the whole consignment from which the sample was taken,


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shall be rejected and forthwith removed entirely from the site and replaced with cement of satisfactory quality.

1.5 SAND :

Sand to be used for concrete shall be well graded mixture from coarse to fine grains, complying with the requirements of IS 383 Latest edition. It shall be clean, hard and free from salt, earth, clay and other impurities. Fine sand confirming to Zone – iv shall not be used. It will comply with sieve analysis in accordance with IS 2386 Part I & II.

Unless initially clean, all sand shall be thoroughly and carefully cleaned by screening and washing in fresh and clean water. The screened and washed sand shall not contain more than 8% by volume of clay, dust and silt immediately after allowing it to settle for 3 hours in water.

Field tests shall be carried out regularly to ensure the suitability of sand. Sample loads shall be available at site for inspection of the EIC and if approved by him

all sand in the work shall be of quality at least equal thereto. In case of sand containing moisture the proportions of concrete materials shall be

adjusted to give the correct mixture. 1.6 COARSE AGGREGATE : The coarse aggregate for the reinforced concrete work shall consist of crushed black

trap, granite/basalt or other stone to the approval of the EIC and shall be free from dust confirming to IS – 383 latest edition. If considered necessary by the EIC, the aggregate shall be washed specially until an approved cleanliness is obtained. The use of laminated stone, flat or flaky material will not be permitted. The combined coarse aggregate shall in all respects be so graded as to allow 95% to 100% by weight to pass a 20mm I.S. sieve 25% to 55% by weight to pass a 5mm I.S. sieve and 0% by weight to pass a 5mm I.S. sieve. The aggregates of different sizes shall be stored in separate stacks in clean state and free from all dirt.

The coarse aggregate where absorption of water after 24 hours immersion is more than

5% by weight shall not be used. When required by the EIC the tests indicated in I.S. 383 or IS-2386 (all parts) shall be

got carried out by the Contractor at his cost to show the acceptability of the materials. Stowage piles of aggregate shall have good drainage, preclude inclusion of foreign

matter and preserve the gradation. 1.7 WATER : Water used for all purpose in this contract shall be free from oil, acid, vegetable matter,

salts or dirt of any kind which will have adverse effect on cement or steel in the case of reinforced concrete. Whenever called for, the Contractor shall produce test results for water being used on work. The water quality shall confirm to IS-456-2000.


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1.8 ADMIXTURES: Admixtures or Cement containing additives (such as accelerators, retarders, water

proofing agents etc.) shall not be used unless specified or otherwise directed or approved by the EICs). The Admixtures shall confirm to IS-9103 latest edition.

1.9 FORM WORK : The form work shall be designed and constructed in such a manner that all concrete

work shall be true to line, level and size, and free from honeycombing, pinholes, surface irregularities and every other defect whatsoever.

All form work shall be adequately propped, braced and framed to prevent deformation under weight and pressure of wet concrete, constructional loads, wind, vibrations and other forces. All joints in shuttering shall be close fitting to prevent the loss of cement paste or mortar from the concrete.

All form work shall be carefully cleaned and coated with an approved proprietary mould

oil before use, care being taken to keep all reinforcement away from contact with such oil. All moulds shall be free from sawdust, shavings, dirt, mud or other debris by hosing with water or oil free compressed air.

The shuttering for beams and slabs shall be erected so that the shuttering on the sides

of the beams and of the soffits of the slabs can be removed without disturbing the beam bottoms. For beams having spans greater than 6 meters and for cantilevers, the form work shall be given adequate upward camber as directed by the EIC.

Details of all temporary work (timbering, staging etc.) are to be submitted for the

approval of the EIC and the form work shall be inspected and approved by the EIC before concrete is placed within it. Notwithstanding such approval, any damage or consequences arising there from shall be the Contractor's entire responsibility.

1.10 PROPORTIONS FOR CONCRETE: The contractor shall design concrete mixes (by Ready Mix Concrete Plants) to produce

concrete of the required strengths. The contractor must submit full designs done from RMC plants of the mixes and shall get it vetted by Reputed Engineering institutesand submit the same for approval of EIC. Site trial mixes will be prepared by the contractor in the presence of the EIC, having workability, strength, minimum cement content and surface finish as criteria. Notwithstanding the acceptance by the EIC of any mix design and series of trial mixes, variations may be made to the proportions when considered necessary by the EIC. Such variations may be made also to normal mixes if used, but variations of this nature will not be allowed to affect the unit price of concrete.

For both Nominal as well as Design mix concrete, the quantity of cement shall be

determined by weight. Where standard bags of cement are used, their weight shall be checked at frequent intervals and any loss in weight due to leakage etc. shall be made good.


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In the case of Nominal Mix concrete, aggregates shall be measured by volume, cement by weight and mixing water in graduated cans. In the case of controlled concrete all aggregates and cement shall be measured by weight in approved weigh batching equipment. Mixing water shall be measured in graduated cans.

While calculating the amount of mixing water, the moisture content of the aggregates

shall be taken into account. READY MIX CONCRETE:

• The provision in this section shall apply to all concrete grades and is to be considered as a supplementary to general provisions for Plain Cement Concrete & Reinforced Cement Concrete works.

1. Ready mix concrete (RMC) may be manufactured in a central automatic weigh batching

plant and transported to the job by agitating Transit mixers. The RMC is to be sourced from reputed & approved batching plants as mentioned in the approved list of manufacturers or suppliers only. The design mix has to be submitted to HPCL before concreting and the same has to be approved by HPCL before concreting is done. Alternatively, a batching plant can also be set up at the site and make design mix as per codal provision including vetting by the reputed Engineering Institutes/ Consultant duly approved by HPCL. Party has to submit vetted design calculations to EIC and obtain approval of the HPCL before commencement of the job. The batching plant need to be certified by third party for robustness of performance and equipments associated with it.

• The design mix is to be carried out as per IS-10262/ as per approved methods by EIC

• The standard deviation for concrete mix design will be considered as per Table 8 of IS-456-2000.

• The proportion of fine aggregates to coarse aggregates should be adjusted so as to keep them within the specified limits as mentioned in IS-383.

• The Bidders have to submit the Quality Assurance Plan of theirs as well as the RMC plant for approval and shall strictly adhere to the same.

• The admixtures used shall confirm to IS-9103.


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APPLICABLE CODES AND SPECIFICATIONS; The following specifications, standards and codes are made a part of this specification. All standards, tentative specifications, codes of practice referred to herein shall be the latest editions including all applicable official amendments and revisions. In case of discrepancy between this specification and those referred to herein, this specification shall govern. APPLICABLE IS SPECIFICATIONS AND CODES OF PRACTICE: IS 269:- Specification for ordinary, rapid hardening and low heat portland cement. IS-10262: Recommended guidelines for concrete mix design. IS 8112:- Specification for high strength ordinary, portland cement. IS 1489 - Specification for portland - pozzolona cement. IS 383:- Specification for coarse and find aggregates from natural source for concrete. IS 455: - Specification for Portland Slag Cement IS 2386:- Methods of test for aggregates for concrete. (Part I to VIII) IS 516:- Method of test for strength of concrete. IS 1199:- Method of sampling and analysis of concrete. IS 3025:- Methods of sampling and test (Physical and chemical) water used in industry. IS 432:- Specification for mild steel and medium tensile steel (parts I & II) bars and hard drawn steel wire for concrete reinforcement. IS 1139:- Specification for hot rolled mild steel and medium tensile steel deformed bars for concrete reinforcement. IS 4926: Ready Mix Concrete – Code Of Practice IS 1566:- Specification for plain hard drawn steel wire fabric (Part I) for concrete reinforcement. IS 1786:- Specification for cold twisted steel bars for concrete reinforcement. IS 2645:- Specification for integral cement waterproofing compound.


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IS 456:- Code of practice for plain and reinforced concrete. IS 3370:- Code of practice for concrete structures for storage of liquids (Part I to IV) IS 2502:- Code of practice for bending and fixing of bars for concrete reinforcement. IS 2571:- Code of practice for laying in situ cement concrete flooring. IS 3596:- Safety code for scaffolds and ladders. (Part I & II) IS 1200:- Method of measurement of building works. In the event that state, city or other Government bodies have requirements, more stringent than those set forth in this specification, such requirements shall be considered part of this specification and shall supersede this specification where applicable. The quality of materials , method and control of manufacture and transportation of all concrete works irrespective of the mix , whether reinforced or otherwise, shall conform to the applicable portion of this specification. Engineer shall have the right to inspect the source/s of material/s , the layout of operations of procurement and storage of materials, the concrete batching and mixing equipment and quality control system. Such an inspection shall be arranged and approval of Engineer-In-Charge shall be obtained prior to starting of concrete work. Concrete shall be mixed by mechanical mixer only and no hand mixing shall be allowed for RCC works. GENERAL: The quality of materials and method and control of manufacture and transportation of all concrete work irrespective of mix, whether reinforced or otherwise, shall conform to the applicable portions of this specification. Engineer shall have the right to inspect the source/s of material/s, the layout and operation of procurement and storage of materials, the concrete batching and mixing equipment, and the quality control system. Such an inspection shall be arranged and Engineer’s approval obtained, prior to starting of concrete work. MATERIALS FOR STANDARD CONCRETE: The ingredients to be used in the manufacture of standard concrete shall consist solely of a standard type portland cement, clean sand, natural coarse aggregate, clean water and admixtures, if specially called for on drawings or specifications. CONSISTENCY: The consistency of the concrete shall be such that it flows sluggish during pumping of concrete into the forms and around the reinforcement without any segregation coarse aggregate from


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mortar. The slump tests are mandatory and shall be carried out at regular intervals so that the consistency concrete can be monitored. PLACING OF CONCRETE: Concreting shall commence only after inspection and written approval by EIC. Shuttering shall be clean and free from deposits of foreign materials and proper deshuttering agent shall be applied to the surface. Proper arrangements shall be provided for conveying the concrete the place of deposition without disturbing the reinforcement. COMPACTION: Concrete shall be compacted immediately after placing by means of mechanical vibrators. All RCC works shall be cured for a minimum period of 14 days or more as advised by EIC. INSPECTION AND RECTIFICATION OF DEFECTS: Immediately on removal of forms, the RCC works shall be examined by the Engg. -in-Charge /

Architects before any defects are made good.

The work that has sagged or contains honey combing to an extent detrimental to the structural

safety or architectural concept shall be rejected.

Surface defects on a minor nature may be accepted and the same shall be rectified as follows:

a) Bulges due to movement of forms, ridges at forms, ridges at form joints shall be carefully

chipped and then rubbed with a grinding stone.

b) Honeycombed and other defective areas must be chipped out, the edges being out as

straight as possible and perpendicular to the surface. Shallow patches are first treated with

a coat of thin grout (1 cement : 1 sand) and then filled with mortar similar to that used in

concrete. Large and deep patches shall be filled up with concrete held in place by forms

and shall be reinforced.

c) Holes left by bolts shall be filled carefully with mortar. Holes extending right through the

concrete shall be filled with mortar with a pressure gun.

d) The same amount of care to cure the material in patches should be taken as with the whole

structure.

POST TREATMENT OF SURFACE :

The surface which has to receive plaster or where it has to be joined with brick masonry walls

shall be properly roughened immediately after the shuttering is removed.


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ACCEPTANCE CRITERIA OF CONCRETE WORK : will be as per clause 16 of IS-456-

2000.

MEASUREMENT

All measurements shall be as per IS 1200

1.11 MIXING OF CONCRETE:

Mixing of concrete shall continue until there is a uniform distribution of material and the concrete is uniform in colour and consistency and for at least two minutes.

Mixes and weigh batches shall be maintained in good condition throughout the contract

and any mixer or plant which is faulty shall not be used. The drums on all mixers shall revolve at the speed recommended by the maker. A mixer of any type which has been out of use for more than 20 minutes shall be thoroughly cleaned out before any fresh concrete is mixed. All equipment shall be maintained in a clean serviceable condition and their accuracy periodically checked.

1.12 SLUMP TEST :

The Contractor shall keep at the site of the works for the EIC’s use or his representative

a standard slump test mould and shall provide facilities throughout the construction for tests to be made as and when the EIC may require.

1.13 COMPRESSIVE STRENGTH : Concrete shall confirm to IS-456-2000. The Contractor shall keep on site minimum 12 nos. standard 15 cm test cube moulds

and ancillary equipment for preparing test cubes. Before the Contractor commences any concrete construction they shall make six cubes of mix concrete with the cement sand, aggregate and water which he proposes using on the contract and shall have them tested at a Laboratory approved by the EIC/EIC. Three cubes shall be tested at 7 days and three cubes at 28 days after casting and curing. In all cases the cubes shall give the minimum compressive strength. No concrete construction shall be commenced until Preliminary Tests on the six cubes referred above have been completed and results show the concrete to have the minimum compressive strength. As construction proceeds samples from fresh concrete shall be taken as per IS 1199 - 1959 and cubes shall be made, cured and tested in accordance with IS 516 1959.

Three test specimens shall be made from each sample for testing at 28 days. Additional

cubes may be required for various purposes as to determine the strength of concrete at 7 days or at the time of striking form work, or to determine the duration of curing, or to check the testing error.

The test strength of the sample shall be the average of the strength of three specimens.

The individual variation should not be more than 15 percent of the average.


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Any part of the work from which the cubes fail to give the required minimum compressive strength shall be dealt with by the Contractor as directed by the EIC and at the expenses of the Contractor.

The concrete is also liable to be rejected or repaired as per the instructions of the

EIC/EIC if it is porous or honeycombed, its placing has been interrupted without providing a construction joint or the reinforcement has been disproportionately displaced. The rejected concrete has to be demolished and redone to the satisfaction of the EIC free of cost.

The Contractor shall keep a daily record (Concrete Pour Card) showing the date when

each portion of concrete is poured in slab, beam, column etc., curing, removal of form work and test cube results at 7 days and 28 days period. They shall be sent immediately to the EIC/EIC.

1.14 TRANSPORTING, PLACING AND COMPACTING OF CONCRETE : The concrete shall be transported maintaining required workability in a manner such as

to avoid the segregation of the constituent materials, and loss of any of the ingredients. It shall be deposited as nearly as practicable in its final position to avoid re handling. It shall be placed and compacted before setting commences and should not be subsequently disturbed. Methods of pouring should be such as to preclude segregation, and to avoid displacement of reinforcement and movement of form work. Concrete Pumping needs to be arranged for conveying the concrete from transit mixers to work spot.

The concrete should be thoroughly compacted and fully worked around the

reinforcement, around embedded fixtures and into the corner of the form work without formation of honeycombing, pinholes or surface irregularities and any other defects whatsoever.

The use of mechanical vibrators having capacity of producing vibrations at a rate not

less than 5000 cycles per minute is recommended. Over vibration or vibration of very wet concrete is harmful. In addition to mechanical vibration, sufficient hand tools must be used to assure full consolidation around reinforcement and at edges and corners.

The deposition of concrete shall be carried out as continuously as possible to reduce to

minimum joints between new concrete and concrete which has set. Where construction joints are necessary they shall be formed at right angles to the axis of the member concerned by the insertion of rigid stopping off forms, against which concrete can be properly rammed or as per the advise of Structural EIC.

No unset concrete shall be brought into contact with unset concrete containing cement

of different type. Special permission and instructions shall be obtained when concrete has to be deposited under water.


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Accumulation of set concrete on the reinforcement shall be avoided. Before fresh concrete is deposited upon or against any concrete which has already hardened, the surface of hardened concrete shall be well roughened if necessary by chipping and laitance remove. The surface shall then be swept clean with wire brushes, thoroughly wetted and covered with a thin layer of cement mortar.

1.15 PROTECTION OF CONCRETE : Newly placed concrete shall be protected by approved means from rain, sun and drying

winds. Concrete placed below the ground shall be protected from falling earth during and after placing. Approved means shall be taken to protect immature concrete from damage by debris, excessive loading, vibration, abrasion, deleterious ground-water, mixing with earth or other materials that may impair the strength and durability of concrete.

1.16 CONSTRUCTION JOINTS : Before construction commences the Contractor shall submit to the EIC, for his approval,

sketches showing proposed positions of construction joints. Each section of concrete shall be poured continuously between construction joints.

Shuttering to all construction joints should be so made that it produces on the face of joints a suitable grooved or indented surface to act as a sheer key or bond for the subsequent concrete. Inclined joints shall not be permitted.

If the concrete has been allowed to harden excessively, the surface shall be chipped

over its whole surface to a depth of at least 3/8"and thereafter thoroughly washed. If the concrete has not fully hardened, all laitance shall be removed by scrubbing the wet surface with wire brushes to avoid dislodgement of particles of aggregate. Before fresh concrete is added to the other site of a construction joint the surface of the old concrete will be thoroughly wetted and then covered with a thin layer of cement mortar of the same quality as that in the concrete.

No distortion or displacement of reinforcement from the positions shown on the

drawings shall be permitted at construction joints. Water stoppers shall be provided to the construction joints of terrace slabs, kitchen and

bathroom slabs, and water retaining structures where water leakage poses serious problems.

1.17 STRUCTURAL JOINTS : Expansion joints or other permanent structural joints shall be provided in the positions

and of the form described in the drawings or elsewhere. In no case shall the reinforcement, corner protecting angles or other fixed metal items, embedded or bonded into concrete run continuously through as expansion joint. The placing of concrete on


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either side of the expansion joint shall be done separately after an interval of at least 7 days.

1.18 CUTTING INTO CONCRETE : No concrete shall be cut into, nor shall it be interfered with in any way, without the prior

approval in writing of the EIC. Necessary holes shall be provided as required for plumbing work and for electrical pipes etc. at the time of execution.

1.19 CURING OF CONCRETE : Exposed surfaces of concrete shall be kept continuously in a damp or wet condition for

at least seven days from the date of placing of concrete. Approved curing compounds may be used in lieu of moist curing with the permission of

the EIC. Such compounds shall be applied to all exposed surfaces of the concrete as soon as possible after the concrete has set.

1.20 SUPERVISION : Constant and strict supervision of all the items of the construction is necessary during

the progress of the work, including the proportioning and mixing of the concrete. Supervision is also of extreme importance to check the reinforcement and its placing before being covered.

Before any important operation, such as concreting or striking off the form work is

started, adequate notice shall be given to the EIC.

1.21 CONTRACTOR'S RATES TO INCLUDE : The rates of contractor for providing and laying cement concrete in various grades or

proportions in the Schedule of Quantities shall, apart from any other factors specified elsewhere in the tender documents, include for the following:

(a) For all factors and method of work described in these specifications. (b) For all materials, labour, tools and plants, scaffolding, etc. mixing, conveying and

placing concrete in position, ramming, vibrating, trawling, curing, providing necessary scaffolding and removing the same after the work is complete.

(c) Unless otherwise specified in the Schedule of Quantities the cost for concrete items

shall include for providing and fixing form work as described inclusive of erecting, propping to required heights, bracing, providing stays, struts, bolts, nuts and everything necessary to keep the forms rigid, smoothening the surface to receive concrete as per detailed drawing, striking and stripping form work after the concrete is cured, hacking the concrete surface required to receive plaster etc.


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(d) The reinforcement in case of Reinforced Concrete work will be paid for separately unless otherwise stated in the particular items, but rate shall include for pouring concrete and packing around reinforcement.

(e) The measurement of concrete will be as per detailed drawings, shapes and size based

on net structural sizes as per drawings i.e. exclusive of plaster. (f) Rates for concrete items shall cover for any shape of structural members like columns,

beams, facias, fins, louvers etc. and for cantilevered beams slabs etc. (g) Formation and treatment of contraction and expansion joints (where water bars like

copper strips or joint fillers like 'Shalitex' are specified, such materials shall be paid for separately.

(h) Design of mixes where so required by specification in an approved Laboratory and on

tests of materials and work required in the opinion of the EIC and described in these specifications.

(i) Fixing all inserts like pipes, plugs, forming holes etc. as described. (j) Weigh-batching using a Mechanical weigh-batcher or a batching plant or where so

specified for volumetric batching. (k) For taking out dowel bars, fan hooks etc. through shuttering. (l) In case where at the junctions of beams, columns, slabs, the composition of concrete

mix or specified strength be different for columns, beams and slabs, then in such cases only the richer concrete among those specified for in all these members shall be used at the junctions and rate quoted for columns, beams and slabs or any member entering such junctions shall allow for the same. Rate shall also cover for spill over of richer concrete in beams to natural angle of repose of wet concrete required from practical considerations, while concreting the junctions.

(m) For forming drip moulds in Chajjas, sills, etc. and where shown in the drawings or as

directed. (n) For work at all levels. 2 STEEL REINFORCEMENT : 2.1 CORROSION RESISTANT STEEL BARS

The reinforcement shall confirm to IS: 1786, Fe-500 grade. The reinforcement shall be Corrosion resistant steel and it shall be either “TISCON CRS” from TISCO or HSCR-M from Vizag Steel or HCR from SAIL-M.


Page 46 of 47

2.2 CLEANING OF REINFORCEMENT : Before steel reinforcement is placed in position, the surface of the reinforcement shall

be cleaned of rust, dust, grease and other objectionable substances. 2.3 CUTTING OF REINFORCEMENT : Before the reinforcement bars are cut, the contractor shall study the lengths of bars

required as per drawings and shall carry out cutting only to suit the sizes required as per drawings.

2.4 PLACING AND SECURING : Reinforcement bars shall be accurately placed and secured in position and firmly

supported or wedged by precast concrete blocks of suitable thickness, at sufficiently close intervals, so that they will not sag between the supports or get displaced during the placing of concrete or any other operation of the work. It is most important to maintain reinforcement in its correct position without displacement and to maintain the correct specified cover. Contractor shall be responsible for all costs for rectification required in case the bars are displaced out of their correct position.

2.5 BINDING WIRE : The reinforcement shall be securely bound wherever bars cross or wherever required

with 18 gauge soft annealed steel wire. 2.6 WELDING : Welding of bars shall not be carried out unless specially authorised in writing by

Structural EIC. 2.7 BENDS ETC : Bends, cranks etc. on steel reinforcement shall be carefully formed, care being taken to

keep bends out of winding. Otherwise, all rods shall be truly straight. If any bend shows signs of brittleness or cracking, the rod shall be removed immediately from the site. Minimum radius of 9 times diameter of the bar shall be used unless otherwise specified in the drawings. However, in respect of standard hooks the radius of bend shall be 2 times of diameter of bar. Heating of reinforcement of bar to facilitate bending will not be permitted. The bars shall always be bent cold.

In case of mild steel reinforcement bars of larger sizes, where cold bending is not

possible, they may be bent by heating with written permission of the Project Engineer. Bars when bent hot shall not be heated beyond cherry red colour and after bending, shall be allowed to cool slowly without quenching. The bars damaged or weakened in any way in bending shall not be used on the work. High strength deformed bars shall in no case be heated to facilitate bending or cranking.

2.8 INSPECTION OF REINFORCEMENT : No concreting shall be commenced until the Structural EIC has inspected the

reinforcement in position and until his approval has been obtained.


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A notice of at least 24 hours shall be given to the Project Engineer by the Contractor for

inspection of reinforcement. If in the opinion of the Project Engineer any material is not in accordance with the

specification or the reinforcement is incorrectly spaced, bent or otherwise defective, the contractor shall immediately remove such materials from the site and replace the same and rectify any other defects in accordance with the instruction of the Project Engineer to his entire satisfaction.

2.9 NET MEASUREMENTS : Reinforcement shall be placed as shown on the structural drawings and payment will be

made on the net measurements from drawings. No laps, dowels, chairs and pins in reinforcement shall be paid for. The Contractor shall allow in his quoted rate for all wastage which will not be paid for.

2.10 RATES QUOTED FOR REINFORCEMENT SHALL IN ADDITION TO ANY FACTORS

MENTIONED ELSEWHERE SHALL ALSO INCLUDE FOR : (a) All cutting to lengths, labour in bending and cranking, forming hooked ends, handling,

hoisting and everything necessary to fix reinforcement in work as per drawings. (b) Cost of binding wire required as described. (c) Cost of PVC blocks to maintain cover and holding reinforcement in position. (d) For fabricating and fixing reinforcement in any structural member irrespective of its

location, dimensions and level. (e) Removal of rust and every other undesirable substances, using wire brush etc. as

described. (f) Stock piling of reinforcement as described. (g) Work at all levels.

SAFETY, HEALTH

AND

ENVIRONMENT

REQUIREMENTS

(SHE POLICY)

SAFETY , HEALTH & ENVIRONMENT POLICY

SPECIFICATION FOR SAFETY HEALTH AND ENVIRONMENT (SHE)

MANAGEMENT

CONTENTS

________________________________________________________________________

CLAUSE NO. TITLE

________________________________________________________________________

1.0 SCOPE

2.0 REFERENCES

3.0 REQUIREMENT OF SAFETY, HEALTH AND

ENVIRONMENT (SHE)

3.1 MANAGEMENT RESPONSIBILITY

3.2 HOUSE KEEPING

3.3 SAFETY, HEALTH & ENVIRONMENT

4.0 DETAILS OF SHE MANAGEMENT SYSTEM

BY CONTRACTOR

4.1 ON AWARD OF CONTRACT

4.2 DURING JOB EXECUTION

1.0 SCOPE

This specification establishes the Safety Health and Environment (SHE)

management requirement to be complied with by the Contractors during

construction.

Requirements stipulated in this specification shall supplement the requirements of

SHE Management given in relevant Act (s) / legislations. General Conditions of

Contract (GCC), Special Conditions of Contract (SCC) and Job Specifications.

Where different documents stipulate different requirements, the most stringent shall

be adopted.

2.0 REFERENCES

This document should be read in conjunction with following:

- General Conditions of Contract (GCC)

- Special Conditions of Contract (SCC)

- Job Specifications

3.0 REQUIREMENTS OF SAFETY HEALTH & ENVIRONMENT (SHE)

MANAGEMENT SYSTEM TO BE COMPLIED BY BIDDERS

3.1 MANAGEMENT RESPONSIBILITY

3.1.1 The Contractor should have a documented SHE policy to cover commitment of

their organization to ensure health, safety and environment aspects in their line of

operations.

3.1.2 The SHE management system of the Contractor shall cover the SHE requirements

including but not limited to what is specified under Para 1.0 and para 2.0 above.

3.1.3 Contractor shall be fully responsible for planning and implementing SHE

requirements. Contractor as a minimum requirement shall designate / deploy the

following to co-ordinate the above :

No. of workers deployed

Up to 250 - Designate one safety supervisor

Above 250 & up to 500 - Deploy one qualified and experienced safety

Engineer / officer

Above 500 - One additional safety (for every 500 or less)

engineer/officer as above.

Contractor shall indemnify & hold harmless Owner / HPCL & either representatives

free from any and all liabilities arising out of non – fulfillments of SHE

requirements.

3.1.4 The Contractor shall ensure that the Safety, Health and Environment (SHE)

requirements are clearly understood & faithfully implemented at all levels at site.

3.1.5 The Contractor shall promote and develop consciousness for Safety , Health and

Environment among all personnel working for the Contractor. Regular awareness,

program site meetings shall be arranged on SHE activities to cover hazards

involved in various operations during construction.

3.1.6 Arrange suitable first aid measures such as First Aid Box, trained personnel to

give First Aid, Stand by Ambulance or Vehicle and install fire protection

measures such as : adequate number of steel buckets with sand and adequate fire

extinguishers to the satisfaction of HPCL/Owner.

3.1.7 The Contractor shall evolve a comprehensive planned and documented system for

implementation and monitoring of the SHE requirements. This shall be submitted to

HPCL/Owner for approval. The monitoring for implementation shall be done by

regular inspections and compliance to the observations thereof. The Contractor

shall get similar SHE requirements implemented at his sub-contractor(s) work

site/office. However, compliance of SHE requirements shall be the sole

responsibility of the Contractor. Any review / approval by HPCL/Owner shall not

absolve contractor of his responsibility / liability in relation to all HSE

requirements.

3.1.8 Non-Conformance on SHE by Contractor (including his Sub-contractors) as brought out

during review/audit by HPCL/Owner representatives shall be resolved forthwith by

Contractor. Compliance report shall be provided to HPCL/Owner.

3.1.9 The Contractor shall ensure participation of his Resident Engineer / Site-in-Charge in the

Safety Committee / SHE Committees meetings arranged by HPCL/Owner. The compliance

of any observations shall be arranged urgently. He shall assist HPCL/Owner to achieve the

targets set by them on SHE during the project implementation.

3.1.10 The Contractor shall adhere consistently to all provisions of SHE requirements. In case

of non-compliance or continuous failure in implementation of any of SHE provisions;

HPCL/Owner may impose stoppage of work without any Cost & Time implication to

Owner and/or impose a suitable penalty for non-compliance with a notice of suitable

period, up to a cumulative limit of 1.0% (one percent) of Contract Value with a

maximum limit of Rs. 10 lakhs. This penalty shall be in addition to all other penalties

specified else where in the contract. The decision of imposing stoppage work, its extent

& monitory penalty shall rest with HPCL/Owner & binding on the Contractor.

3.1.11 All fatal accidents and other personnel accidents shall be investigated by a team of

Contractor’s senior personnel for root cause & recommend corrective and preventive

actions. Findings shall be documented and suitable actions taken to avoid recurrences

shall be communicated to HPCL/Owner. Owner / HPCL shall have the liberty to

independently investigate such occurrences and Contractor shall extend all necessary help

and co-operation in this regard.

3.2 HOUSE KEEPING

3.2.1 Contractor shall ensure that a high degree of house keeping is maintained and

shall ensure inter alia the followings wherever applicable:

a. All surplus earth and debris are removed/disposed off from the

working areas to identified location(s).

b. Unused/Surplus Cables, Steel items and steel scrap lying scattered at

different places within the working areas are removed to identified

location(s).

c. All wooden scrap, empty wooden cable drums and other combustible

packing materials, shall be removed from work place to identified

location(s).

d. Roads shall be kept clear and materials like: pipes, steel, sand

boulders, concrete, chips and bricks etc. shall not be allowed on the

roads to obstruct free movement of men & machineries.

e. Fabricated steel structural, pipes & piping materials shall be stacked

properly for erection.

f. Water logging on roads shall not be allowed.

g. No parking of trucks / trolleys, cranes and trailers etc. shall be

allowed on roads which may obstruct the traffic movement.

h. Utmost care shall be taken to ensure over all cleanliness and proper

upkeep of the working areas.

i. Trucks carrying sand, earth and pulverised materials etc. shall be covered

while moving within the premises.

j Only properly designed steel scaffolding materials to be used for working

at heights more than 3.0M . Double scaffolding using wooden ballis may

be allowed for working at height less than 3.0M

3.3 SAFETY, HEALTH AND ENVIRONMENT

3.3.1 The Contractor shall provide safe means of access to any working place

including provisions of suitable and sufficient scaffolding at various stages

during all operations of the work for the safety of his workmen, and,

HPCL/Owner. Contractor shall ensure deployment of appropriate equipment

and appliances for adequate safety and health of the workmen and

protection of surrounding areas.

3.3.2 The Contractor shall ensure that all their staff and workers including their

sub-contractor(s) shall wear Safety Helmet and Safety shoes. Contractor shall

also ensure use of safety belt, protective goggles, gloves etc. by the

personnel as per job requirements. All these gadgets shall conform to relevant

IS specifications or equivalent.

3.3.3 Contractor shall ensure that a proper Safety Net System shall be used at

appropriate locations. The safety net shall be located not more than 30 feet

(9.0 metres) below the working surface at site to arrest or to reduce the

consequences of a possible fall of persons working at different heights.

3.3.4 Contractor shall ensure that flash back arrester shall be used while using

Gas Cylinders at site. Cylinders shall be mounted on trolleys.

3.3.5 The Contractor shall assign to his workmen, tasks commensurate with their

qualification, experience and state of health for driving of vehicles,

handling and erection of materials and equipments. All lifting equipments

shall be tested certified for its capacity before use. Adequate and suitable

lighting at every work place and approach there to, shall be provided by

the Contractor before starting the actual operations at night.

3.3.6 Hazardous and/or toxic materials such as solvent coating, or thinners shall

be stored in appropriate containers.

3.3.7 All hazardous materials shall be labelled with the name of the materials,

the hazards associated with its use and necessary precautions to be taken.

3.3.8 Contractor shall ensure that during the performance of the work, all

hazards to be health of personnel, have been identified, assessed and

eliminated.

3.3.9 Chemical spills shall be contained & cleaned up immediately to prevent

further contamination.

3.3.10 All personnel exposed to physical agents such as ionizing radiation,

ultraviolet rays or similar other physical agents shall be provided with

adequate shielding or protection commensurate with the type of exposure

involved.

3.3.11 Where contact or exposure of hazardous materials could exceed limits or

could otherwise have harmful affects, appropriate personal protective

equipments such as gloves, goggles, aprons, chemical resistant clothing and

respirator shall be used.

- A Crèche where 10 or more female workers are having children

below the age of 6 years.

- Reasonable Canteen facilities are made available at appropriate

location depending upon site conditions.

3.3.13 Suitable facilities for toilet, drinking water, proper lighting shall be

provided at site and labour camps, commensurate with applicable Laws /

Legislation.

3.3.14 Contractor shall ensure storage and utilization methodology of materials that

are not detrimental to the environment. Where required Contractor shall

ensure that only the environment friendly materials are selected.

3.3.15 All persons deployed at site shall be knowledgeable of and comply with

the environmental laws, rules & regulations relating to the hazardous

materials substances and wastes. Contractor shall not dump, release or

otherwise discharge or dispose off any such materials without the express

authorization of HPCL/Owner.

4.0 DETAILS OF SHE MANAGEMENT SYSTEM BY CONTRACTOR

4.1 On Award of Contract

The Contractor shall prior to start of work submit his Safety Health and

Environment Manual or procedure and SHE Plans for approval by HPCL/Owner.

The Contractor shall participate in the pre-start meeting with HPCL/Owner to

finalise SHE Plans including the following :

- Job procedure to be followed by Contractor for activities covering.

Handling of equipment, Scaffolding, Electric Installation, describing the

risks involved, actions to be taken and methodology for monitoring each

activity.

- HPCL/Owner review / audit requirement.

- Organization structure along with responsibility and authority records / reports

etc. on SHE activities.

4.2 During job execution

4.2.1 Implement approved Safety Health, and Environment management procedure including but

not limited to as brought out under para 3.0. Contractor shall also ensure to:

- arrange workmen compensation insurance, registration under ESI Act,

third party liability insurance etc., as applicable.

- arrange all HSE permits before start of activities (as applicable) like

hot work, confined space, work at heights, storage of chemical / explosive

materials and its use and implement all precautions mentioned therein.

- submit timely the completed checklist on SHE activities, Monthly SHE

report, accident reports, investigation reports etc. as per HPCL/Owner

requirements. Compliance of instructions on SHE shall be done by

Contractor and informed urgently to HPCL/Owner.

- ensure that Resident Engineer / Site-in-Charge of the Contractor

shall attend all the Safety Committee / SHE meetings arranged by

HPCL/Owner. Only in case of his absence from site that a second

senior most person shall be nominated by him in advance and

communicated to HPCL/Owner.

- display at site office and work locations caution boards, list of hospitals,

emergency services available.

- provide posters, banners for safe working to promote safety consciousness.

- carryout audits / inspection at sub contractor works as per approved SHE

document and submit the reports for HPCL/Owner review.

- assist in SHE audits by HPCL/Owner, and submit compliance report.

- generate & submit HSE records / report as per SHE Plan.

- appraise HPCL/Owner on SHE activities at site.

HINDUSTAN PETROLEUM CORPORATION LTD MARKETING DIVISION

FLPCENTRIFUGAL PUMP SET

14.

13.

12.

SCHEDULE OF PRODUCT PUMPS

1.

SL.NO

2.

6.

7.

8.

4.

5.

3.

DESCRIPTION

9.

10.

11.

TYPEMOTOR ENGINE RATING PRODUCT

CENTRIFUGAL PUMP SET FLP 25HP SKO

CENTRIFUGAL PUMP SET FLP 25HP SKO

CENTRIFUGAL PUMP SET FLP 25HP MS

CENTRIFUGAL PUMP SET FLP 25HP

CENTRIFUGAL PUMP SET FLPCENTRIFUGAL PUMP SET FLP 30HP HSD

CENTRIFUGAL PUMP SET FLP




CENTRIFUGAL PUMP SET FLP SKO

CENTRIFUGAL PUMP SET FLP SKO

30HP

60HP

60HP

60HP

60HP

60HP

MS

HSD

HSDHSD

HSD

HSD

4.00X16.00WEIGHT BRIDGE31.

INDUSTRY O/H

30. BLACK OIL PUMP HOUSE

29. FRESH WATER SUMP

9.00X5.0028. SUBSTATION

9.00X5.0027. MCC ROOM

9.00X5.0026. D.G.ROOM

12.00X8.0025. OFFICE BUILDING

5.00X12.00

24. PUMP HOUSE

3.00X4.0023. SECURITY CABIN

22. OIL WATER SEPATER

3.60X2.1021. GATE CHECKERS CABIN

2.10X2.10X5.40(H)20. WATCH TOWER

3.90X3.50X30.0(H)19. LIGHT TOWER

6.00X8.0018.FIRE WATER PUMP HOUSE

TO BE DELETED

24.00X24.0017. STATIC WATERTANK

6.00X5.0016. METER ROOM

6.00X36.0015. PUMP HOUSE

3.00X3.0014. WEIGH BRIDGE CABIN

12.80X31.80/42.4013.6BAY TANK TRUCKLOADING GANTRY

9.25X15.2512. STORE

8.95X21.1411. LAB BUILDING/MEDICAL BLOCK

9.85x7.7510. SUB-STATION / DG. ROOM

3.00X15.009. CYCLE/SCOOTER SHED

TOILET FOR VISITORS

REMARKS AREA

TIME OFFICE

1.

SL.NO

2.

SECURITY OFFICE

DESCRIPTION

6.50X8.75

SCHEDULE OF FACILITIES

5.00X6.50

8.00X6.625

6.

7.

8.

4.

5.

LADIES TOILET

CANTEEN

CAR SHED

ADMINISTRATIVEBUILDING/TOILET BLOCKWORKERAMENITY BLOCK

4.00X4.00

13.25X9.50

4.50X9.00

23.84X10.00 9.00X4.00

8.50X8.50

3. GATE OFFICE

8 BAY T/T GANTRY 14.00X49.00

32

(PROPOSED)

(18NOS PUMPS PROPOSED)33. PUMP HOUSE ( TWL&TTL) 64 X 5.50

TOPOGRAPHY

LIGHTING POLES OF HT. 5M ABOVE FGL AT A DISTANCE OF 12.48MTHROUGHOUT THE SIDING P/L LENGTH EACH POLE TO SUPPORT TWO125 W HPMV WITH GAUSS FITTING @ TOP & ONE 125 W HPMV @ 2MFROM FGL FOR HOSE CONNECTION .

LESS VOLUME OF FIRE BREAK WALL.

HEIGHT OF DYKE WALLFREE BOARDNET HEIGHT OF DYKE WALL

LESS VOLUME OF TANK ENCLOSURE(TK HT.0.3)

VOLUME OF TANK ENCLOSURE

VOLUME OF SINGLE LARGEST TANK WITHIN THE DYKE

NET VOLUME OF TANK ENCLOSURE

LESS VOLUME OF FOUNDATION 1.00avg. ht.

*

*

*

**

*

**

*

CALCULATION OF ENCLOSURE CAP.(PROPOSED) HSD/MS DYKE -3

6716.00 KL.

1.30 M.11212.00 Cum.

0.20 M

3632.00 Cum362.00 Cum.70.00 Cum.

1.50M

7148.00 Cum.

HPCL PARADEEP TERMINAL

LOCATION SITE PLAN.

PARADEEP TERMINAL LAYOUT PLAN

WATER TANK 400KL

10.0030.00

10.00

28.00 10.00

10.503.00

9.00

10.503.00

23.00 10.00

42.00 9.00

12000

8800

TO IOCGATE

BW BOUNDARY WALL, 0.23 THK.X 3.05M HIGH+0.6M HIGH- BARBED WIRE FENCING ON TOP.

DISMANTLING WORK SHOWN IN YELLOW

PROPOSED WORK SHOWN IN RED

4.50 S

IDIN

G PERIP

HERY ROAD

4.50 S

IDIN

G PERIP

HERY ROAD

36.00 9.00

ALL DIMENSION ARE IN MTRS.

FIXED CONE ROOF

FIXED CONE ROOF

ENCL. CAP=4635KL

671616. T16

T15 30.00

B

B

(PROPOSED)

(PROPOSED)HIGHSPEED DIESEL6716

BWBARBED WIRE FENCING ON TOP.

EG

WG WICKET GATE 1.20 M WIDE EMERGENCY GATE 6.0M WIDE

MAIN GATE 7.5M WIDE MG.

LEGEND

FBW

FMFH

FIRE MONITOR

FIRE HYDRANT POINT.

CW

FWL

OWS.CLF

FIRE WATER LINECHAIN LINK FENCING 1.8m ht..

FLOOD LIGHT TOWERFLT

EW

GENERAL NOTES

A. FIRE FIGHTING FACILITIES 1. DIESEL DRIVEN PUMP SET OF CAP. 616 M3/HR X 4 NOS.(PROP.) 2. WATER MONITORS OF CAP 144 M3/HR. 3. HYDRANT POINT WITH LANDING VALVES OF CAP. 36 CUM / HR.

B. ELECTRICAL FACILITIES ALL FITTINGS IN T/T FILLING SHED, PUMP HOUSE AND ELECTRICAL MOTORS ARE FLAME PROOF CONFIRMING TO IS 2148, 1981, 2206 (PART 1) 1968 & 2147 - 1962.

C. TANKS - TANKS ARE TO BE FABRICATED AS PER IS 803.

ENCLOSURE WALL 0.35 THICK

OIL WATER SEPATOR WITH DRAIN VALVE

FIREBREAK WALL 0.35 THICK 0.60M HIGH.

BOUNDARY WALL, 0.23 THK.X 3.05M HIGH+0.6M HIGH-

CURB WALL 0.30M HT X 0.35 THK. BRICK MAS. WALL

RAI

L LI

NE

TO IO

CL

680 TWL GANTRYAETHANOL456.653.00T12

AETHANOL70T11

WATERA/G OPEN ROOF TANK4007.60T10

BSKOA/G HOR.TANK70T9

BSKOA/G HOR. TANK7010.503.00T8

CFO5409.009.00T7

A3500T6

A350010.0023.00T5

BHSDFIXED CONE ROOF12000T4

BHSDFIXED CONE ROOF9.0042.00T3

BSKOFIXED CONE ROOFT2

BSKOFIXED CONE ROOF88009.0036.00T1

REMARKSCLASSPRODUCTTYPE OF ROOFCAPACITY IN KLHEIGHT IN M.DIA IN M.

12.

11.

10.

9.

TANK NO

3.

5.

4.

8.

7.

6.

2.

SL.NO

1.

FLOATING ROOF

FLOATING ROOF

FIXED CONE ROOF

MS

MS

SCHEDULE OF TANKS

13.

14.

15.

U/G HORZ. TANK

U/G HORZ. TANK

28.00 10.00 5000

5000

FLOATING ROOF

FLOATING ROOF

MOTER SPRIT (PROPOSED)

(PROPOSED)

A

A

T13

T14

B

DETAIL 'B"DETAIL 'A"

A

4.00

WID

E R

OA

D

3500KLMS

1

235

CABLE TRENCHFUEL TANK

DG

MC

C

1020 SUB-STATION

IN OUT21

RO

AD

GARDEN

411 12

RO

AD

RO

AD

EMERGENCY GATE

CHAMBER-1

CHAMBER-217 18

20

23

OWS

HPC EXCHANGE PIT

24 H.S.D/ S.K.O

H.S

.D

H.S

.D

S.K

.O

S.K

.O

H.S

.D

6000 WIDE ROAD

15X15 M T

262728 25

TRANSFORMERYARD

23

BPCEXCHANGE PIT

IOCEXCHANGE PIT

24"Ø H.S.D24"Ø S.K.O18"Ø M.S

1.50 HIGH EW

4.00

WID

E R

OA

D

WATERPUMPHOUSE3.6X3.6

4.00WIDE ROAD

T2

T1 T3

T4

T5

T6

0.6M HIGH FIRE BRICK WALL

ENCL. CAP=15890KL

4.00 WIDE ROAD

4.00

WID

E R

OA

D

ROAD

TK 1230

T7 T8 T9

ROAD

3V S

IDIN

G

RAI

L LI

NE

TO IO

CL

28

3050 HIGH COMPOUND WALL WITH600 HIGH BARBED WIRE ON TOP(ALL AROUND)

SICK V

AN SID

ING

10" DIA SKO WAGON LOADING LINE WITH 4" DIA (REDUCED TO 3") LOADING HEADERSAT ENTRY 8.28M THROUTHOUT THE LENGTH OF PIPE. PIPELINE IS AT A DISTANCE OF3.5M FROM OADING INPUT.

BOTTOM LOADING HEADERS OF LENGTH 900MM AT THE SPACINGOF 8,28M THROUGHOUT THEPIPELINE LENGTH OF 670M.

T/T PARKING AREA

BOUNDARY WALL

ROAD

RO

ADI.O.C.L

PRODUCT P/H

18"Ø M.S24"Ø S.K.O24"Ø H.S.D

BOUNDARY WALL

B.P.C.L

GATE VALVES

HAMMERBLIND VALVESGATE VALVES

PLUG VALVESPLUG VALVES

ROADTOWARDS ATHARABANKIROAD CONNECTING STATE HIGHWAY

VACANT LAND VACANT LAND

22

7 29 FUEL TANK

3500KLMS

SIDIN

G RLY

. TRACK

SIDIN

G RLY

. TRACK

MB 150

EQ EQ EQEQ

SLOPE 1:5

8

WALK WAY25 THK GRATING

MB 150

GL GL

6mm THK. ACC SHEETSLOPE 1:5

PURLIN MC 100(TYP)

+947.049

(T.O.RAIL)

+947.049

(B.O.B.P)

8

(TYP)

(TYP)

SWING PLATFORM

1325

MB 200

MB 150 MB 200

MB 200

MB 150 MB 200

22 22

B A

TYPICAL CROSS SECTION OF TANK WAGON LOADING GANTRY

BW

BW

BWBW

BW

BW

BW

BW

RCC COPING

RCC COPING

MSONARY

0.6 M

WALL

OUT SIDE

GR.LVL.GR.LVL.

TANK SIDE

DRIVE WAY

A/C SHEET

PIPE LINE

TYPICAL CROSS

LOADING P/L

250 X 80

3.05 M

MAS. WALL

3.05 M

COMPOND WALL(BW)

0.60

WALL

GR.LVL.

P.C.C. 1:4:80.8M

BREAK WALL

WALL

RR

0.35M THK.MAS.

CHANNEL

0.35M THK.RR

0.40M THK.MAS.

OF FIRE

TANK ENCLOSURE

TYPICAL CROSS SECTION

RCC COPING

B.B. WIRE FENCING

1400 HIGH ENCLOSURE WALL

TWL GANTRY SHED 680.00X2.50CONVERSION FROM BOTTOMLOADING TO TOP LOADING WITHSHED (PROPOSED)

34.

FWL

FWL

FWL

FWL

FWL

FWL

T10

TK 11

CW

-

EW

( PROP.)SKO2NOS 2400LPM

6.00WIDE ROAD

37.00X9.00 FACILITIES

4500KL CAP.WATEREXISTING

( PROP.)HSD



( PROP.)MS

3NOS 2400LPM

2NOS 2400LPM

( EXISTING.)FIRE FIGHTING

TANK TRUCK PARKING AREA

TANKER LOADING /PUMPING AREA

680 TWL GANTRY

680 TWL GANTRY

38.00X8.00 (PROPOSED)35. FIRE WATER PUMPHOUSE

EXISTING

WATCH TOW

ER

20

19

LUBE STOCKINGYARD

20

3.5° KINK

4.50 W

IDE SIDING PERIPHERY ROAD

FIRE WATER LI

NE

HYDRANT&MONITOR @ EVERY 30

M

WATCH TOWER

WATCH TOWER

POINT 1/35

5

DEAD END OF LO

ADING LINE

510 F

ROM REAR COMPOUND WALL

BW

FWL

4.50 S

IDING PERIPHERY ROAD

BW

BW

3.5°

BW

DYKE = 1

GATE

DYKE = 2

SECTION OF T/T GANTRY

1.4 HIGH ENCLOSURE WALL

35

CULVERT

36.

PLANNING ROOM 6.00X4.00

(PROPOSED)

(PROPOSED)37.

19A

19A

HIGH MAST TOWER 30.0M HIGHHMT

30.0 HIGH X 5 NOS.19A. HIGH MAST TOWER PROPOSED/RELOCATED

32

32

32

16.0X8.00MCC/DG ROOM

99

31

DELETED

RESITEMENT

RCCDRIVE WAY

3434

10 M ROAD

4 BAY T/T GANTRY 14.00X25.0

19A

EXISTING

TO BE DELETED

TO BE DELETED

PRODUCT PUMP HOUSEELEVATION

3.5M

48.00

ROAD

10.00X10.00CALIBRATION SHED

EXISTING (4NOS.)

GATE

TO BE DELETED

EXISTING

BW

39

38.

39.

40.

AUTOMATION ROOM 12.0X10.00 (PROPOSED)

(PROPOSED)

RCCDRIVE WAY

FLT

ROAD

ROAD

ROAD

ROAD

37

33

13M

MA

NIF

OLD

MOTER SPRIT

HIGHSPEED DIESEL

11.00 ----- (PROPOSED)T1717. A/G OPEN ROOF TANK

11.00 (PROPOSED)T1818. -----A/G OPEN ROOF TANK

RCC DRIVE WAY

40

P/L

FBW

T13T14

T15 T16

PRODUCT LINE (TYP)

6.00

WID

E R

OA

D

ENCL. CAP=7148KL

30DIA.X10 HT

6716KL

HSD

5000KL28DIA.X10 HT

1.50 HIGH EW

4.00

WID

E R

OA

D

T3

T4

30DIA.X10 HT

6716KL

HSD

28DIA.X10 HT

MS

5000KL

FWL

FWL

EW

6.00WIDE ROAD

DYKE = 3

CULVERT

CATCHPIT5.5X4.6

U/GWATERDROUGH(TYP)

CATCHPIT5.5X4.6

T15U/GWATERDROUGH(TYP)

U/GWATERDROUGH(TYP)

CATCHPIT5.5X4.6

U/GWATERDROUGH(TYP)

CATCHPIT5.5X4.6

U/GWATERDROUGH(TYP)

MS

SWDRAIN

SWDRAIN

1x1CHEMBERWATERDROUGH(TYP)

1x1CHEMBERWATERDROUGH(TYP)

U/GWATERDROUGH(TYP)

U/GWATERDROUGH(TYP)

U/GWATERDROUGH(TYP)

FROMEX. PIT

10"DBBV

20"

TOBV

18"10"

18"RECEIP

TOBVTOBV

10" TOBV

DBBV

DBBVDBBV

TWLRTNTLF

20"

18"10"

TWLRTNTLF

16"18"10"24"RECEIP

TWLRTN

TLF

TOBVTOBV

TOBV10"

24"RECEIPT HSD24"RECEIPT SKO

18"RECEIPT MS

SANDPIT-1.5X2.75

3-VOLVEPIT-1.8X2.5

CONCEALEDMSPIPE6"

CONCEALEDMSPIPE6"

10"DBBV 10"

10"

10" 10"

8M.EXISTING PIPE ALLEY

3-VOLVEPIT-1.8X2.5

18" RECEIPT

16"18"10"

TWLRTN

TLF20"

18"10"

TWLRTNTLF

20"

18"10"

TWLRTNTLF

MSMSMS

MSMSMSMS

MSMSMS HSD

HSDHSD

HSDHSDHSD

HSD

6.00 WIDE ROAD

6.00

WID

E R

OA

D

FIRE WATER-CUM-FOAM MONITOR (HIGH VOLUME LONG RANGE) 5NOS.

3. HYDRANT POINT WITH LANDING VALVES OF CAP. 36M3/HR.

AND JOKEY PUMP 70KL/HOR.@ 105 HEAD(1REGULAR +1 STAND BY).

FM(HVLR)

FIRE WATER LINEFWL

FIRE HYDRANT FH

FM(REGULAR) WATER CUM FOAM MONITOR (REGULAR)

NOTES. FIRE FIGHTING FACILITIES 1. DIESEL DRIVEN PUMP SET OF CAP. 616 M3/HR @105 HEAD X( 4 NOS.REGULLAR+2N0S. STANDBY)

2. WATER MONITORS OF CAP 144 M3/HR. & 228 M3/HR. 3. HYDRANT POINT WITH LANDING VALVES OF CAP. 36M3/HR.

FIGHTING FACILITIES DESIGNED AND PROVIDED AS PER OISD-117(AMENDED OCT.10)

AND JOKEY PUMP 70KL/HOR.@ 105 HEAD(1REGULAR +1 STAND BY).

HYDRANT POINTS , FIRE MONITORS & WATER CUM FOAM MONITORS ARE PLACED @ EVERY 30M.5. DISTANCE IN OPERATIONAL AREAS & @ EVERY 45M DISTANCE FOR OTHER AREAS

SYMBOLS DESCRIPTION

SCHEDULE OF HYDRANTS , MONITORS & VALVES

ALL FIRE WATER LINES ARE A/G & U/G FOR ROAD , PAVEMENT & DRIVEWAYS CROSSING6.

IV- ISOLATION VALVE PLACED @ NOT MORE THAN 300 MTRS

4. EXISTING FIRE FIGHTING FACILITIES REPLACED WITH NEW

HVLR CONTROL PANEL - 5 NOS.HVLR CP

600KL/HR

600KL/HR

410KL/HR

237HP

188HP

CENTRIFUGAL PUMP SET WITH DIESEL ENGINE



1.

SL.NO

2.

4.

3.

DESCRIPTIONMOTOR ENGINE RATING

DISCHARGE

CENTRIFUGAL PUMP SET WITH DIESEL ENGINE 188HP 410KL/HR

237HP

SCHEDULE OF FIRE FIGHTING PUMPS

CENTRIFUGAL PUMP SET 616KL/HR

WITH DIESEL ENGINE616 KL/HR5 ( PROPOSED.)

CENTRIFUGAL PUMP SETWITH DIESEL ENGINE

616 KL/HR6616KL/HR

( REGULAR)

( STAND BY.)

1.

1.

1.

1.

4.

2.

NOS

DELETION

REMAKS

( PROPOSED.)

DELETION

DELETION

DELETION

AS PER SHUDULE OF FIRE WATER CALCULATION SEPARATE DRG. NO.- HPCL/1239/ 002(FFG.)

CALCULATIONS OF FIRE WATER STORAGE & FIRE PUMPS AS PER OISD 117 (CL.4.3.2.1(i),(iii)&(v))

(AS PER DRG.HPCL/1239/002(FFG)

19A

CALCULATION OF ENCLOSURE CAP.(PROPOSED)

38

PA

THW

AY

010203040506070809101112

DELETED

FOAMTANK

19A

19A19

19

19

19A

19A

8 NOS.

WALL

19A

HMT(PROPOSED)

OW

S

HVLR3HCP

HVLR1

HCP

HVLR5HCP

HVL

R4

HC

P

HVLR2

HCP

4 BAY TTLGANTRY 2 8 BAY TTL GANTRY 1

(PROPOSED)15.0X10.00VAPOUR RECOVERYUNIT

36

VAPOURRECOVERY

UNIT15

X10

TANK WAGON LOADIN

G GANTRY

D:\WORK\DRAWINGS\PARADEEP\LATEST 07-03-12\PARADEEP TERMINAL LAYOUT PLAN REVISED ON 25-01-2012 (HVLR ALTERED).DWG 09/10/201212:32 PM

540025.0

25.0

25 DIA.X11HT5400KL

WATER

T17

3.00WIDE PATH WAY

5400

25 DIA.X11HT5400KLWATER

T18

WATER FOR FIREFIGHTING

WATER FOR FIREFIGHTING

PRO

DU

CED

BY

AN

AU

TOD

ESK

ED

UC

ATI

ON

AL

PRO

DU

CT

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

PRO

DU

CED

BY A

N A

UTO

DESK

EDU

CA

TION

AL PR

OD

UC

T

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT