tender no. : 12000107-hd-10002 tender published on : 11...

Delivery Terms - Free to Destination location unless specified otherwise. Validity of offer - 120 days from the initial or extended Due Date for submission

of Tender whichever is later unless specified otherwise. Liquidated Damages accepted unless specified otherwise.

In case bidder does not deviate from the standard offer validity in on line deviation form, bid’s offer validity shall be considered as mentioned above.

In case a Revised priced bid is initiated for this tender, at a later date (eg Technical evaluation stage etc), it shall be incumbent upon the bidder to submit

revised bids for the specified items/entire tender. In the absence of revised bids rom the bidder within specified time period, the original bid submitted by

the bidder shall not be considered for evaluation.

Tender No. : 12000107-HD-10002 Tender Published On : 11-Jul-2012 12:21

Basic Information Of TenderTitle RailwaySidingJob Bakaro

Description Ralilway siding job at Bokaro, Jharkhand, inside HPCL premises

Tender Type Public

Tender Scope Domestic

Bid Type Two Bid

Evaluation Criteria Overall L1 for all items

Tender Due Date & Time 10-Aug-2012 15:00

Pre Bid Conference Start Date & Time

Pre Bid Conference End Date & Time

Queries Start Date & Time 11-Jul-2012 11:43

Quries End Date & Time 03-Aug-2012 15:00

Un Priced Bid Open Date & Time 10-Aug-2012 15:30

Tender Description Completion Period:- 6 (Six) Months from the date of issue of LOI/FOI/PO whichever is earlier.

Currency Type Tender Fee EMD

INR 2315500.0


Line Details Of TenderSrl.No.

Line Description UOM Quantity Mandatory

Raliway siding job at Bokaro Manadatory: No

1 Setting out Lump Sum 1 Yes

2 DrwgPrep/Sub./Rlwy Approval Lump Sum 1 Yes

3 Excavation <=3m Cubic Meters 5000 Yes

4 Excavation 3m-7m Cubic Meters 1000 Yes

5 EXCAVATION HARD ROCK Cubic Meters 500 Yes

6 Earthwork with imported earth Cubic Meters 100000 Yes

7 Earthwork with excavated earth Cubic Meters 5000 Yes

8 Murrum Filling Cubic Meters 35000 Yes

9 Soling Cubic Meters 500 Yes

10 Stone Pitching Square Meters 15000 Yes

11 Grass Turfing Square Meters 20000 Yes

12 PCC 1:3:6 Cubic Meters 220 Yes

13 PCC M-25 Cubic Meters 1100 Yes

14 RCC M-30 Cubic Meters 600 Yes

15 RCC M-35 Cubic Meters 1400 Yes

16 Reinforcement Steel Metric Ton 225 Yes

17 WeepHoles Meters 200 Yes

18 Cement Plaster Square Meters 1000 Yes

19 S&L HumePipe 600mm NB Meters 100 Yes

20 S&L HumePipe 750mm NB Meters 100 Yes

21 Supply of Rails Running Meter 1300 Yes

22 Supply PSC Sleepers Each 2500 Yes

23 Lay Rlwy Track (Ballast) Running Meter 600 Yes

24 Stacking Ballast Cubic Meters 1500 Yes

25 Supply Ballast Cubic Meters 1500 Yes

26 1 in 12 Point&Crossing Set 1 Yes

27 1 in 8.5 Point&Crossing Set 1 Yes

28 Lay Rlwy Track (Ballastless) Running Meter 700 Yes

29 BituminousConcrete Cubic Meters 40 Yes

30 RCC Buffer End Set 1 Yes

31 Trap Switch Set 1 Yes

32 Kilometer Post Each 2 Yes

33 Gradient Post Each 2 Yes

34 Fouling Mark Each 2 Yes

35 C-ClassUnmanLevelCrossing Square Meters 90 Yes

36 Rlwy Liasoning&Apporval Lump Sum 1 Yes


Tender specification TechnicalSl.No. Description HPCL File HPCL Value Supporting

Doc. Req'd

1 - Tender.PDF - No

2 Bidders may upload documents here - Allowed



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CONSTRUCTION OF BROAD GAUGE POL RAILWAY SIDING

AT NEW POL DEPOT PROJECT SITE, BOKARO, JHARKHAND

Bid Qualification Criteria

1of 7

BID QUALIFICATION CRITERIA




2of 7

INTRODUCTION & BRIEF SCOPE OF WORK

Hindustan Petroleum Corporation Limited, a Government of India

Enterprise, is a Global Fortune 500 Energy Company involved in the

business of Refining and Marketing of Petroleum Products.

SCOPE OF WORK: This tender envisages Construction of Broad gauge

Railway siding at our New POL Depot Project site, Bokaro, Jharkhand along

with other associated jobs civil jobs like embankment, Bridges, culverts etc

complete inside HPCL premises.

The site address is as below:

Hindustan Petroleum Corporation Ltd

Bokaro Depot Project Site

Balidih, Bokaro Industrial Area

Bokaro Steel City- 827 014

BID QUALIFICATION CRITERIA

The scope of this tender includes construction of Broad gauge railway siding with

allied jobs within HPCL premises. The brief scope of each part is as described below.

Broad gauge POL Railway siding job inside HPCL premises

BRIEF SCOPE OF WORK

The scope of the work includes but not limited to the following.

(i) Carrying out railway track laying job with ballast less and with ballast

for the siding for unloading of POL products along with all required

points, crossings, turnouts etc complete as per requirement of railways.

(ii) Making drawings, setting out, Obtaining required permissions from

railways for commencement/execution and obtaining siding fitness

certificate from railways and commissioning of Sidings.

(iii) Construction of Box culvert underneath the railway track and other

Hume pipe crossings

(iv) Concrete apron work for the ballast less track.

(v) Land development work for formation in Embankment/cutting, bridge

work & other allied civil jobs related to railway track.




3of 7

Completion period for the job is 6 months

(A) Bidders shall meet all the Criteria given hereunder in Clauses 1.0, 2.0, 2.1,

2.2 , 2.3 & 2.4.

1.0 Financial:

Annual Turnover: Bidder shall meet the minimum turnover requirement

as follows:

Average Annual Financial Turnover, as per audited profit & Loss account,

in each of the last three financial year ending March 11 shall be 413 lacs.

For the vendors following financial year closing at the end of June or

September or December, the last 3 financial years ending with June 11 or

September 11 or December 11 will be considered.

2.0 Technical:

The bidder should have successfully carried out and completed #

Similar works as defined below, in the last 7 years ending 30-06-2012

as per any of the following mentioned table below .

(Figures are in Lakhs)

2.1 One #similar completed

work costing not less than 1102

2.2 Two# similar completed


2.3 Three # similar completed


Note: For evaluating the work order value as enlisted in the Table -2,

cost of supply of free issue materials issued for execution of the work shall not

be considered.

# Similar work implies

Bidder should have constructed and successfully completed broad gauge rail

track laying jobs with or without associated jobs like bridges, culverts etc in

India as per guidelines of Indian railways and the same should have been

declared fit for traffic by railways. The vendor shall be an approved vendor of

Indian Railways for executing track laying jobs.

2.4 MOST IMPORTANT NOTES TO BE READ IN CONJUNCTION WITH

ABOVE BID QULIFICATION CRITERIA: TECHNICAL.




4of 7

HPCL has already obtained Detail project report (DPR) approval from

South Eastern Railway (S.E.Rly), Kolkata for the proposed railway

siding. Further, the Engineering Scale plan (ESP) is submitted to

S.E.Rly for approval.

3.0 Parties who are affiliates of one another can decide which Affiliate will

make a bid. Only one affiliate may submit a bid. Two or more affiliates are

not permitted to make separate bids directly or indirectly. If 2 or more

affiliates submit a bid, then any one or all of them are liable for

disqualification. However up to 3 affiliates may make a joint bid as a

consortium, and in which case the conditions applicable to a consortium

shall apply to them. “Affiliate” of a Party shall mean any company or legal

entity which:

(a) Controls either directly or indirectly a Party, or

(b) Which is controlled directly or indirectly by a Party; or

(c) Is directly or indirectly controlled by a company, legal entity or

Partnership which directly or indirectly controls a Party. “Control” means

actual control or ownership of at least a 50% voting or other controlling

interest that gives the power to direct, or cause the direction of, the

management and material business decisions of the controlled entity.

4. Bids may be submitted by:

a) A single person/ entity (called sole bidder);

b) A newly formed incorporated joint venture (JV) which has not

completed 3 financial years from the date of commencement of

business;

c) A consortium (including an unincorporated JV) having a maximum of 3

(three) members;

d) An Indian arm of a foreign company.

5. Fulfilment of Eligibility criteria and certain additional conditions in respect

of each of the above 4 types of bidders are stated below, respectively:




5of 7

a) The sole bidder (including an incorporated JV which has completed 3

financial years after date of commencement of business) shall fulfil

each eligibility criteria.

b) In case the bidder is a newly formed and incorporated joint venture

and which has not completed three financial years from the date of

commencement of business, then either the said JV shall fulfill each

eligibility criteria or any one constituent member/ promoter of such a

JV shall fulfil each eligibility criteria. If the bid is received with the

proposal that one constituent member/ promoter fulfils each eligibility

criteria, then this member/promoter shall be clearly identified and

he/it shall assume all obligations under the contract and provide such

comfort letter/guarantees as may be required by Owner. The

guarantees shall cover inter alia the commitment of the member/

promoter to complete the entire work in all respects and in a timely

fashion, being bound by all the obligations under the contract, an

undertaking to provide all necessary technical and financial support to

the JV to ensure completion of the contract when awarded, an

undertaking not to withdraw from the JV till completion of the work,

etc.

c) In case the bidder(s) is/are a consortium (including an unincorporated

JV), then the following conditions shall apply:

1) Each member in a consortium may only be a legal entity and not an

individual person;

2) The Bid shall specifically identify and describe each member

of the consortium;

3) the consortium member descriptions shall indicate what type of

legal entity the member is and its jurisdiction of incorporation (or

of establishment as a legal entity other than as a corporation) and

provide evidence by a copy of the articles of incorporation (or

equivalent documents);

4) One participant member of the consortium shall be identified as

the “Prime member” and contracting entity for the consortium;




6of 7

5) This prime member shall be solely responsible for all aspects of the

Bid/ Proposal including the execution of all tasks and performance

of all consortium obligations;

6) The prime member shall fulfil each eligibility criteria;

7) a commitment shall be given from each of the consortium members

in the form of a letter signed by a duly authorized officer clearly

identifying the role of the member in the Bid and the member’s

commitment to perform all relevant tasks and obligations in

support of the Prime/lead member of the Consortium and a

commitment not to withdraw from the consortium;

8) No change shall be permitted in the number, nature or share

holding pattern of the Consortium members after pre-qualification,

without the prior written permission of the Owner.

9) No change in project plans, timetables or pricing will be permitted

as a consequence of any withdrawal or failure to perform by a

consortium member;

10) No consortium member shall hold less than 25% stake in a

consortium;

11) Entities which are affiliates of one another are allowed to bid either

as a sole bidder or as a consortium only;

12) Any person or entity can bid either singly or as a member of only

one consortium.

d) In case the bidder is an Indian arm (subsidiary, authorized agent,

branch office or affiliate) of a foreign bidder, then the foreign bidder

shall have to full fill each eligibility criteria. If such foreign company

desires that the contract be entered into with the Indian arm, then a

proper back to back continuing (parent company) guarantee shall be

provided by the foreign company clearly stating that in case of any

failure of any supply or performance of the equipment, machinery,

material or plant or completion of the work in all respects and as per

the warranties/ guarantees that may have been given, then the foreign

company shall assume all obligations under the contract. Towards this

purpose, it shall provide such comfort letter/guarantees as may be

required by Owner. The guarantees shall cover inter alia the




7of 7

commitment of the foreign company to complete the entire work in all

respects and in a timely fashion, being bound by all the obligations

under the contract, an undertaking to provide all necessary technical

and financial support to the Indian arm or to render the same

themselves so as to ensure completion of the contract when awarded,

an undertaking not to withdraw from the contract till completion of the

work, etc.

(B) Information/Documents required along with the Bid Document:

1) Title, style and postal address of the firm.

2) Communication particulars including telephone numbers, fax

numbers and e- mail address.

3) Following documents are required to be submitted as proof of

meeting Bid Qualification Criteria [Clause no A(1.0) (Financial)]:

(a) Notarized copies of Audited Annual Reports/Balance sheet & Profit

and Loss account for the financial year ending June’11/September

‘11/December’11/March ’11.

4) Following documents are required to be submitted as proof of

meeting bid qualification criteria [Clause no. A(2.0,2.1,2.2 & 2.3)

(Technical) ]

(a) Notarized copy or original Purchase/work Order /certified bills from

client/owner / project consultants along with their completion

certificate/proof of delivery. The Purchase/work Order and

completion certificate/proof of delivery should mention the details

of supplies carried out by the bidder so as to enable us to identify

whether the bidder meets the technical criteria stipulated above or

not.

(b) Any other document certified by the owner/client (for whom the

job has been executed) specifically having mention of the jobs

carried out in support of meeting the technical criteria stipulated

above. The applicant shall be in a position to furnish the original

documents towards copies submitted in respect of Clause No. A

(1.0) – Financial & Clause No. A (2.0, 2.1, 2.2, 2.3 &2.4) – Technical

as & when required and asked to produce during the process of

evaluation.

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1 of 125 �

TECHNICAL SPECIFICATIONS

2 of 125 �

TECHNICAL SPECIFICATIONS FOR EARTHWORK IN FORMATION 1.0 EARTHWORK 1.1 Specifications The work will be carried out as per Railway standard specifications with up to date errata and as per RDSO "Guide lines for Earthwork in Railway Projects” Guideline no GE-G-1, July, 2003. 1.2 Introduction The following IS codes (latest edition) shall be followed for classification of soils, and for conducting various tests on soils where required.

i) IS-2720 Part-II 1973 Method of tests for soil determination of water contents (II Edition)

ii) IS-2720 Part-III Section-I of 1980

Method of test for soil determination of specific gravity.

iii) IS-2720 Part-IV 1975 Method of test for soil grain size analysis

iv) IS-2720 Part-V 1974

Determination of liquid and plastic limit.

v) IS-2720 Part-VIII 1983 Determination of moisture contents dry density using heavy compaction.

vi) IS-2720 Part-XIV 1985 Determination of density index (relative density) of as cohensiveless soil.

vii) IS-2720 Part-XVIII 1964 (reprint in Jan. 1980) Method of test for soil determination of field moisture equivalent.

viii) IS-2720 Part-XXIX

Determination of dry density of soil in place by Core cutter methods.

ix) IS-TECHNICAL SPECIFICATIONS-Earth work) Classification and identification of soils for General Engineering purpose.

x) IS-1037-1982 Method of field test for soil being taken from the borrow piles.

1.2.1 The earthwork in filling (Including murrum) will be done as per approved

profile by borrowing the earth from the nominated borrow areas and the rate quoted will be deemed to be inclusive of all taxes including royalty, loading, unloading, leading, handling and re-handling of earth, lifts, ascents, descents,

3 of 125 �

crossing of nallahs, streams, tracks, leveling, dressing spreading in layers as a complete work in all respects as per specifications indicated in succeeding paras. The surplus earth available from bridge openings, bridge foundations, drains, gantry foundation etc. will be lead and spread in nearby bank

1.2.2 Before taking up earthwork in embankment;

i) All vegetation shall be uprooted and taken away from the site of work.

ii) Earthwork shall be carried out in layers, each layer sloping out 1:30 or as per drawing and direction of Engineer In Charge and compacting it mechanically using suitable rollers to provide the compaction to the specified level.

iii) The width of each layer of earthwork shall be in excess by 500 mm on

either side of the designed profile to enable compaction near the edges. The excess width, thereafter, cut and dressed, so as to achieve the required bank profile.

iii) Earthwork shall be completed up to designed formation level keeping

due allowance for the blanket; if need be.

1.3 The earth filling (including murrum) shall be compacted mechanically using heavy roller to 98% MDD at OMC or 70% of Relative density, layer by layer as per specification.

1.4 The soil has to conform to specifications as mentioned in RDSO Guidelines

for Earthwork in Railway Projects. The Engineer-in-charge (EIC) may ask the contractor/s to get the soils samples tested as per specifications. It may please be noted that under no circumstances, the contractors will be allowed to form the bank with unapproved earth. Such tests may be repeated by the Engineer, during the execution of the work. If the soil samples are found not conforming to the required specifications the contractors may have to bring earth from other approved sources. The cost of all tests will have to be borne by the contractor/s.

1.5 The contractor/s shall, set out and provide all stakes, ballies, bamboo, strings, pegs and labour for setting out profiles, of embankment required for the correct execution of the work and shall also be responsible to maintain the same in proper order. This is deemed to be included in the item rate for the earthwork. The contractor/s shall take necessary precautions to prevent their being removed, altered and disturbed and shall be responsible for the consequences of such removal, alterations and disturbance and will take action for their proper re-instatement.

1.6 Before the earthwork is started by the contractor, the ground between the

lines where filling is to be done for embankments at site of work shall be cleared of all trees along with their roots, shrubs, heavy grass and undergrowth of every kind. None of the items of work mentioned in this para will entitle the contractor/s to any extra payment except cutting of trees which

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shall be paid separately. All trees so removed by the contractor will be the property of the HPCL. No trees falling outside the Toe of the bank shall be allowed to be cut. All trees having girth above 30cm (measured at 1m above GL) shall be cut of trunks and branches. Digging and removing of roots upto a depth of 1m below the ground, filling the cavity with good earth, transporting the tree duly cut into standard log size to HPCL store at Marketing Terminal shall be ensured by the contractor at its own cost.

1.6.1 The contractor/s should commence the work systematically at one or more

points in consultation with the EIC and should maintain continuous and steady progress to complete the work in continuous lengths including leveling and dressing.

1.7 Any extra earth deposited on the top and slopes of the formation shall be

removed within 48 hrs. after a written notice. If not complied, the same shall be removed by other means at contractor cost. The payment shall be made as per designed cross section only.

1.7.1 It must be clearly understood that the rates are intended to cover the full cost

of the finished works. The banks and cutting are to be correctly dressed, to profile with such slopes as specified in each case by the EIC. The rates for earthwork shall also include the site clearances and breaking of clods as per specifications.

1.7.2 The rates also include maintenance of the banks to correct profile including

repairs of all rain cuts, making good earth work due to base settlement natural or otherwise due to rains etc. until the final measurements have been recorded and banks taken over by the HPCL. The item rates of Schedule of rates and quantities will cover the full cost of finished work of cuttings and embankments.

1.8 For the earthwork in embankment the toes of the slopes of bank (with 500mm

extra width on either side) on both sides of the centre line and also lines parallel to and 60 cm outside the toes of slopes of banks should be demarcated by the contractor with a deep burrow at least 15 cm deep. This is to be considered as a part of setting out the work and preliminary to his being allowed to break ground. This lock spitting is to be executed, maintained and renewed by him without any payment when necessary or/and when ordered by the Engineer.

1.8.1 Centre line pillars in masonry shall be provided by the contractor in banks

more than 1 m high. The same should however, be made in stages as the work progresses. Pillars shall be provided at every 25 m or as directed by the Engineer-in-charge. The centre line pillars shall not be paid for separately and deemed to be included in the item rates.

1.8.2 The item rate quoted by the contractor shall include the provision of benching

in the side long ground or side slopes in the existing bank where the earthwork joins old embankments. This aspect should be taken into consideration while quoting the rates.

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1.8.3 The breaking of all clods shall be strictly insisted upon for all earth work in

embankment and the contractors must take special care to ensure this. 1.9 Extra bank width of 500 mm on either side shall be rolled to ensure proper

compaction at the edges. The extra soil would be cut and dressed to avoid any loose earth at the slopes. This should preferably be done with help of grade cutter.

1.9.1 The top of the formation shall be finished with specified thickness of murrum

blanket to a slope of 1 in 40 as per approved profile as per guide line for“Earthwork in Railway project, “ Guide Line no. GE:G-1 July 2003”.

1.9.2 Both the Up stream & Down stream side slope of the bank shall be protected

by providing stone pitching or by Turfing. The same shall be required to be done by the contractor/s under this contract for which extra payment shall bemade under respective items.

1.10 SPECIFICATION FOR MECHANICAL COMPACTION OF EARTHWORK

&BLANKETING MATERIAL 1.10.1 After site clearance all pockets and depression left in the soil, if any, shall be

made good and compacted.

1.10.2 Earthwork shall be done in layers not exceeding 200 mm thick. i.) Earthwork shall be compacted with suitable rollers to obtain the density

specified as per IS 10379-1982 and RDSO's guidelines for “Earthwork in Railway Project GE: G-1, July 2003” with upto date amendments.

ii. Cohensionless soils shall be compacted to get a minimum density index

(related to density of 70 percent as obtained in accordance with IS 2720 (Pt. XIV) 1985.

iii. All other types of soils if dry density as found out from the random samples

works out to less than 98% of the maximum dry density at optimum moisture content further rolling shall have to be done by the contractor till such time the required density is obtained as confirmed from subsequent tests.

iv. Each layer shall be compacted to the specified density over its entire width

commencing from the two sides, before another layer is started. v. While compacting, it shall be ensured that there is a minimum overlap of 150 mm between each run of the rollers vi. Care should be taken during the compaction operation to slope the surface of

the bank to facilitate the shedding and to minimize the absorption of rain water, particular attention being given to the prevention of ponding.

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vii. The density of each layer of compacted soil shall be ascertained by the Engineer by testing of adequate number of soil samples at the site lab provided by contractor.

viii. The contractor shall be allowed to lay a further layer of soil only after the

compaction of particular layer has been found satisfactory. ix. Where the moisture content of the earth in any layer is above OMC, it shall be

left for drying for a suitable period to bring down moisture content very near to OMC before rolling is commenced. If the soil is dry, water shall be sprinkled either in the borrow pit or even on the spread layer, as convenient in order to obtain a moisture content near to OMC before rolling is commenced. The contractor shall make his own arrangement of water and nothing extra will be paid for water used. To control moisture at which soil is compacted and to find out the dry density of the soil the moisture content of the soil in borrow pits and in the embankment after compacting will be determined.

x. The optimum moisture content and the maximum dry density of the soil shall

be determined by Standard proctor compaction test as per IS-2720 (Pt. VIII) 1983 followed by field trial as per IS-10379-1982. This test shall be conducted for the soil taken in the borrow pits at least every 100 meters and whenever there is a change in the nature of soil met with.

xi. The site tests data and results shall be maintained in a Register as per the following Proforma:

1) Serial No. 2) Location 3) Layer No. 4) Laboratory Test results. 5) a) Maximum dry density in gms. / CC or relative Density (%)

b) Optimum moisture content expressed as percentage of the dry weight of the soil

6) Field Test Results : a) Dry density in Grams, CC or Relative Density (%) Field moisture content expressed as the percentage of the dry weight of the soil.

7) Degree of compaction expressed as percentage of the density 8) Remarks.

1.11. The payment for the quantity of earthwork will be made on cross sectional measurement. The existing ground/bank profile will be taken and plotted by the Engineers representative in the presence of the contractor or his authorized agent before commencement of the work. The profile of the bank required to be provided will also be plotted on the same sheets. The levels and cross Sections shall be signed by both the EIC’s representative and the contractor/s or his/their authorized agent. The profiles of the bank as required to be provided are for the guidance of the contractor and not for the purpose of measurement/payment.

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1.12 The profiles of the finished and completed bank first with extra width and subsequently after dressing will like wise be taken in the presence of the contractor or his/their-authorized agent and superimposed on the original ground profile. The contractor shall be allowed to dress the bank to form finished profile only after the bank with wider width duly compacted has been checked to the satisfaction of the EIC. The gross value of earthwork in filling will be calculated from the original and finally finished profile for the purpose of payment.

1.13. Final measurements will be taken only after the bank has been completed to

the required profile irrespective of the prolongation of period of completion and number of monsoon that may pass during execution.

1.14 SUITABILITY OF SOILS FOR RAILWAY FORMATIONS

Source of soil for embankments

1.14.1 No borrow pits shall be allowed with in right of way and contractor shall bring the embankment material from his own resources outside the right of way.

The Characteristics of soils to be used and prohibited are : a) Soil having following characteristics should be used : • Soils with fine particles (i.e. particles finer than 75 microns) not more

than 50% • Soil with liquid limits less than 35% and plasticity index less than 15% • Soils having uniformity co-efficient preferably above 7.

b) Following soils should not be used :

• Soils having 10 to 15% clay and silt greater than 50% exhibiting dispersive nature.

• Soils having maximum dry density less than 1.5 gm/cc by light compaction.

• Peat and organic soils. • Soils likely to disintegrate early, like chalk with maximum dry density

less than 1.7 gm/cc. • Poorly graded sand with co-efficient of uniformity less than 2.

1.14.2 Expansive clay like black cotton soils exhibiting marked swell and shrinkage

properties shall be avoided. Clays that have a "Free swelling index" exceeding 50% when tested as per IS 2720-Part 40 shall not be used as a fill material.

1.15 Earth work in cutting

Earth work in widening the existing cutting to the BG standard. The earth work in widening the existing cutting to BG standards may have to be done to the required width on both sides of the existing cutting or on one side of the existing cutting. The cutting has to be done inside the terminal premises in the existing siding area. The description of cutting is as follows.

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Soil, soft murrum including all ordinary soils like black cotton soils, ordinary earth sols like organic soils, made up ground, coal as filling, loam or sand, hard murrum which comprises murrum, silt, clay, gravel and material which is so hard that it cannot be excavated with out the use of crow bars and pick wheel also to be included under this head. Rock not requiring blasting, shall comprises of soft rock which can be excavated by means of crow bars and picks. Under this class will also be included the detached masses of rock measuring more than 0-03 cm, and volume 0.4 cum which can be completely and properly removed with out-blasting. The classification of earth work may got be done for the work not included in the scope of work by the engineer. With regard to the nature and propositions of different categories of soils, the Engineers judgment and decision shall be accepted as final and binding. Cutting spoils shall be stacked on the top of cutting leaving a space of 6 m from the toe of cutting or at designated spoil dumps by leading

The earth work required for catch water drains on ground sloping towards railway cutting and side drain should be done as directed by the EIC. The cross sectional area of the catch water drain and side drain should be so as to allow free flow of storm water with out over flowing.

2.0 SPECIFICATION FOR BLANKETING MATERIAL 2.1 The blanket should cover the entire width of the formation from shoulder to

shoulder. 2.2 The blanket shall be coarse grained material murrum which has inherent

cohesive properties. 2.3 The murrum blanket shall have following properties:

(a) The liquid limit shall not exceed 35 and Plasticity Index shall be below 10. (b) Uniformity co-efficient d60/d10 should be above 4 and preferably above 7. (c) Co-efficient of curvature Sqr(Sd30)/d60 x d10 should be between 1 & 3.

Note: D60 is sieve size through which 60% of blanket material passes and D10 is the sieve size through which 10% of the blanket material passes and 80 so on. 2.4 In case of mechanically produced blanket material, specification No: IRSGE

2(Provisional) Feb-2003 issued by RDSO shall be followed.

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2.5 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).

2.6 All the royalty payments etc. as deemed admissible to statutory / govt. authorities will be paid by contractor for all the murrum brought for 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.

2.7 Approved murrum material shall be spread in uniform layers not exceeding 20 cm in loose thickness and watered as per OMC.

2.8 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 98% of Standard proctor maximum laboratory dry density is achieved. Each layer shall be tested in field for density and accepted by HPCL subject to 98% 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.

2.9 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.

2.10 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.

2.11 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.

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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.

No extra payment shall be made towards testing charges.

TECHNICAL SPECIFICATION FOR CIVIL JOBS

I.EARTH WORK AND BACKFILLING

1.0 SCOPE

1.1 This section of the specification covers the technical requirements for excavation and filling & around structures, buildings, pipes, foundations, trenches, pits, drains, culverts, channels, cable ducts, underground facilities & similar works. It also covers filling areas and plinths with selected materials, conveyance and disposal of surplus spoils and/or stacking them properly as directed by the Consultant.

1.2 The contractor shall be fully responsible for proper setting out works, profiling in excavation, stacking, etc. taking adequate safety measures etc. The Contractor shall carry out all works meant within the intent of this specification even if not explicitly mentioned herein. All works shall be executed to the satisfaction of the Consultant.

1.3 Existing trees, shrubs, any other plants, pole lines, fences, signs, monuments, buildings, pipelines, drains, sewers or other surface or subsurface systems/ drainage facilities within or adjacent to the works being carried out which are not to be disturbed, shall be protected from damage by the Contractor. The Contractor shall provide and install suitable safeguards approved by the Consultant for this purpose.

1.4 During excavation, the Contractor shall take all necessary precautions

against soil erosion, water & environmental pollution, and where required undertake additional works to achieve this objective. Before start of operations, the Contractor shall submit to the Consultant for

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approval, his work plan and the procedure he intends to follow for disposal of waste materials etc. and the schedule for carrying out temporary and permanent control works. However, the approval of the Consultant to such plans and procedures shall not absolve the Contractor of his responsibility for safe and sound work.

2.0 GENERAL

2.1 The Contractor shall make his own surveying arrangements for locating the coordinates and positions of all work and establishing the reduced levels (RL’s) at these locations based on two reference grid lines and one bench mark which will be furnished by the Owner. The Contractor has to provide at site all the required survey instruments, along with qualified surveyors, to the satisfaction of the Consultant so that the work can be carried out accurately and according to the specification and drawings.

2.2 The Contractor shall furnish all skilled and unskilled labour, plant, tools,

tackle, equipment, men and materials required for complete execution of the work in accordance with the drawings and as described herein and/or as directed by the Consultant.

2.3 The Contractor shall control the grade in the vicinity of all excavations so that the surface of the ground will be properly sloped or dyked to prevent surface water from running into the excavated areas during construction.

2.4 All materials obtained from excavation shall remain the Owner’s property. All salvaged materials of archeological importance or of value (in the opinion of the Consultant) shall be segregated from the other materials and both stacked separately and in a regular manner at location indicated by the Consultant.

2.5 Excavation shall include removal of trees including roots & organic remains, vegetation, grass, bushes, shrubs, plants, poles, fences etc. that are in the area to be excavated as well as beyond the excavation line so as to ensure safety of the excavated side slopes and of men and equipment operating in the area. Before start of excavation work, joint measurements of ground level shall be taken after clearing all grass, vegetation etc.

2.6 Excavation shall include the removal of all materials required to execute the work properly and shall be made with sufficient clearance as decided by the Consultant to permit the placing and setting of forms, inspection and completion of all works to the satisfaction of the Consultant for which the excavation was done.

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2.7 Classification of Earth Work: The earth work shall be classified under the following main categories.

a) All types of soils, murrum, boulders. b) Soft rock. c) Hard rock.

2.7.1 Ordinary soils: This includes earth, murrum, top deposits of agricultural soil, reclaimed soil, clay, sand or any combination thereof and soft and hard murrum, shingle etc., which is loose enough to be removed with spades shovel and pick axes. Boulders not more than 0.03 cum. in volume found during the course of excavation shall also fall under this classification.

2.7.2 Soft Rock: This shall include all materials which are rock or hard conglomerate, all decomposed weathered rock, highly fissured rock, old masonry, boulders bigger than 0.03 cum in volume but not bigger than 0.5 cum and other varieties of soft rock which can be removed only with pick axes, crow bars, wedges and hammers with some difficulty. The mere fact that the contractor resorts to blasting and / or wedging and chiseling for reasons of his own, shall not mean the rock is classifiable as hard rock.

2.7.3 Hard Rock: This includes all rock other than soft rock mentioned in para 2.07.02 viz. Soft rock, occurring in masses, boulders having approximate volume more than 0.5 cum plain or reinforced cement concrete, which can best be removed by blasting or chiseling and wedging where blasting cannot be permitted owing to any restriction at site.

3.0 CODES AND STANDARDS

3.1 All standards, specifications, acts and code of practice referred to herein shall be the latest editions including all applicable official amendments and revisions.

3.2. In case of conflict between this specification and those (IS standards, codes etc.) referred to here in, the former shall prevail.

3.3 Some of the relevant Indian standards, Acts and Codes are referred to here below:

IS: 383 1970 Specification for coarse and fine aggregates

from natural sources for concrete.

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IS 2720 (Part- 2)

1973 Methods of test for soils-Determination of water content

IS 2720 (Part4-4 )

1985 Methods of test for soils-Grain size analysis

IS 2720 (Part-5 )

1985 Methods of test for soils-Determination of liquid limit & plastic limit

IS 2720 (Part-6 )

1972 Methods of test for soils-Determination of shrinkage factors

IS 2720 (Part-7 )

1980 Methods of test for soils-Determination of water content-Dry density relation using light compaction

IS 2720 (Part-8 )

1983 Methods of test for soils- Determination of water content-Dry density relation using heavy compaction

IS 2720 (Part-14 )

1983 Methods of test for soils-Determination of dry index(relative density)

IS 2720 (Part-21 )

1977 Methods of test for soils-Determination of total soluble solids

IS 2720 (Part-23 )

1976 Methods of test for soils-Determination of calcium carbonate

IS 2720 (Part-24 )

1976 Methods of test for soils-Determination of cation exchange capacity

IS 2720 (Part-27 )

1977 Methods of test for soils-Determination of total soluble sulphates

IS 2720 (Part-29 )

1975 Methods of test for soils-Determination of dry density of soil in-place by core cutter method

IS: 3764 1992 Safety code for excavation work

IS: 4081 1986 Safety code for blasting and related drilling operations

IS: 4701 1982 Code of practice for earth work on canals

IS: 9759 1981 Guide lines of dewatering during construction

IS: 10379 1982 Code of practice for field control of moisture and compaction of soils for embankment and sub grade

Indian Explosives Act 1940 as updated.

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4.0 EXCAVATION IN SOIL

4.1 Side and bottom of excavation shall be cut sharp and true to line and level. Undercutting shall not be permitted. When machines are used for excavation, the last 300 mm before reaching the required level shall be excavated manually or by such equipment that soil at the required final level will be left in its natural condition. Suitability of strata (at the bottom of excavations) for laying the foundation thereon shall be determined by the Consultant.

4.2. Excavation for foundation shall be to the bottom of lean concrete and as shown on drawing or as directed by the Consultant. The bottom of all excavations shall be trimmed to required levels and when excavation is carried below such levels by error, it shall be brought back to the specified level by filling with concrete of nominal mix 1:3:6 (cement: coarse sand: 40 mm down aggregates) as directed by the Consultant.

4.3 The Contractor shall ascertain for himself the nature of materials to be excavated and the difficulties, if any, likely to be encountered in executing this work., sheeting, shoring, bracing, maintaining suitable slopes, draining etc. shall be provided and installed by the Contractor, to the satisfaction of the Consultant.

4.4. All excavation for installation of underground facilities, such as pipe lines, sewer line, drain lines etc. shall be open cuts. For deep and huge excavations and in other excavations, if required by the Consultant, the Contractor shall submit for Consultant’s approval an “Excavation Scheme” showing the methodology to be adopted for excavation in order to maintain the stability of side slopes, means for ensuring safety of existing facilities nearby, dewatering. However, the Contractor shall be fully responsible for the scheme irrespective of any approvals granted. Benching shall be provided for deeper excavation wherever required.

4.5 When excavation requires bracing, sheeting or shoring etc. the Contractor shall submit drawings to the Consultant, showing arrangements and details of proposed installation. The Contractor shall also furnish all supporting calculations as called for and shall not proceed until he has received written approval from the Consultant. However, the responsibility for adequacy of such bracing, sheeting, shorting etc. will rest with the Contractor, irrespective of any approval of the Consultant.

4.6 The Contractor shall have to constantly pump out any water collected in excavated pits and other areas due to rain water, springs etc. and maintain dry working conditions at all times until the excavation,

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placement of reinforcement, shuttering, concreting, backfilling is completed. The Contractor shall remove all slush/muck from the excavated areas to keep the work area dry. Sludge pumps, if required, shall be employed by the Contractor for this purpose.

4.7 The Contractor shall remove all materials arising from excavations from the vicinity of the work either for direct filling, stacking the subsequent filling or for ultimate disposal as directed by the Consultant. In no case shall the excavated soil be stacked within a distance of 1.5 m from the edge of excavation or one third the depth of excavation whichever is more. Material to be used for filling shall be kept separately.

5.0 EXCAVATION IN ROCK

5.1 General

5.1.1 All clauses from 4.1 to 4.7 shall be applicable to excavation in rock also. In case of any discrepancy between the above mentioned clause and those specified in this clause then this clause shall govern.

5.1.2 For the work of excavation in rock, Contractor shall engage specialised agency having experience of excavation in rock involving wedging and blasting. The agency shall be subject to approval of Consultant and the Contractor shall furnish details of relevant experience in support while seeking approval for the agency.

5.1.3 In case of overbreaks in rock excavation, the excavated level shall be brought to the level shown on drawings with plain cement concrete of nominal mix 1:3:6 as described in para 4.02.00.

5.2 Excavation by Blasting

5.2.1 Blasting shall be resorted to only with the written permission of the Consultant. All the statutory laws, (Explosives Act etc.) rules, regulations, Indian Standards etc. pertaining to the acquisition, transport, storage, handling and use of explosives etc. shall be strictly followed.

5.2.2 The contractor shall obtain Licenses from Competent Authorities for undertaking blasting work as well as for procuring, transporting to site and storing the explosives as per Explosives Act. The Contractor shall be responsible for the safe transport, use, custody and proper accounting of the explosive materials.

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5.2.3 The Contractor may adopt any method of blasting as permitted according to explosives act/rule consistent with the safety and job requirements (after approval from the Consultant) and so as not to injure men or damage materials/structures during blasting operations.

5.2.4 The magazine for the storage of explosives shall be built by the Contractor to the designs and specifications of the Explosives Department concerned and located at the approved site. No unauthorised person shall be admitted into the magazine which, when not in use, shall be kept securely locked. No matches or inflammable material shall be allowed in the magazine. The magazine shall have an effective lightning conductor and the following shall be hung in the lobby of the magazine.

a) A copy of the relevant rules regarding safe storage, both in English and in the language(s) with which the workers concerned are familiar.

b) A statement of up to date stock in the magazine.

c) A certificate showing the last date of testing of the lightning conductor.

d) A notice stating that smoking is strictly prohibited.

5.2.5 The Contractor shall also observe any specific instructions given by the Consultant. The Contractor shall be responsible and liable for damage to property and any accident which may occur to workmen or to the public or to materials on account of any operation connected with the storage, transportation, handling or use of explosives and the blasting operations. The Consultant or his authorised representative shall frequently check the Contractor’s compliance with these precautions and the manner of storing and accounting of explosives. The Contractor shall provide necessary facilities for this.

5.2.6 All materials, tools and equipments used for blasting operations shall be of approved make and type. In special cases, the Consultant may specify the type of explosives to be allowed. The fuse to be used in wet locations shall be sufficiently water resistant so as to be unaffected when immersed in water for 30 minutes. The rate of burning of the fuse shall be uniform and precisely known to permit evaluation of the distance to which the firer should move before explosion takes place. Detonators shall be capable of effective blasting of the explosives.

5.2.7 The blasting powder, explosives, detonators, fuses etc. shall be fresh and not damaged due to dampness or any other Cause. Explosives

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shall be kept dry and shall not be exposed to direct rays of the sun or be stored in the vicinity of fire, stoves, steam pipes, or heated metal etc. They shall be inspected before use and damaged articles shall be discharged totally and removed from site immediately.

5.3 Blasting Operations 5.3.1 The blasting operations shall remain in the charge of a responsible,

competent, authorised and experienced supervisor (called Man-in-Charge) and workmen who are thoroughly acquainted with the details of handling explosives and blasting operation and with the rules governing such work.

5.3.2 All rules under the Explosives Act and other local rules in force shall be fully observed. All blasting works shall be done in accordance with the stipulations contained in IS: 4081. Blasting shall only be carried out at certain specified times preferably during the mid-day lunchtime or at the close of work as directed in writing by the Consultant. The hours when blasting will be done, shall be made known to people in the vicinity. All the charges shall be prepared by the Man-in-Charge (as defined in 5.03.01) above) only. Proper precautions for safety of persons and property shall be taken.

5.3.3 Prior to blasting, red danger flags shall be displayed prominently around the area to be blasted and shall be kept in position until blasting work is completed. All people, except those who actually light the fuses, shall be prohibited from entering this area. The flags shall be planted 200 metres from the blasting site and all persons including workmen shall be evacuated from the flagged area atleast 10 minutes before firing. A warning whistle shall be sounded for this purpose.

5.3.4 Controlled Blasting shall be carried out within 200 metres of an existing structure unless otherwise permitted by the Consultant in writing. Where (generally with in plant area) controlled blasting is to be carried out in the proximity of other structures, then sand bags and/or earth bags etc. shall be used on top of the blast holes to prevent the rock fragments from causing damage to adjacent structures and property. At all stages of blasting operations, precautions shall be taken to preserve the rock in the soundest possible condition below and beyond the lines specified for the excavation. The quantity and strength of explosives used shall be such that it will neither damage nor crack the rock outside the limits of excavation. Any method of blasting which leads to overshooting shall be discontinued.

5.3.5 No explosive shall be brought near the work in excess of the quantity

required for a particular amount of firing to be done and surplus left after filling holes shall be removed to the magazine. A careful and day to day account of the explosives shall be maintained by the Contractor in an approved manner and in an identified register, which shall be open to inspection by the Consultant at all time.

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5.3.6 At a time not more than ten such charges shall be prepared and fired. The man-in-Charges shall blow the whistle in a recognised manner for cautioning the people. The number of blasts to be fired and actual number of shots heard shall be compared and the person responsible shall satisfy himself by examination that all blasts have exploded before any person working in the area is permitted to re-approach the work site. Sufficient time shall be allowed to account for delayed blasts. The Man-in-Charge shall inspect all the charge. The withdrawal of the unexploded charge shall not be permitted under any circumstances. After tamping, the unexploded charge shall be flooded with water and the hole marked in a distinguishable manner. Another hole shall be jumped at a distance of 450 mm from the old hole and fired in the usual way. This process shall be continued till the original blast is exploded. The Man-in-Charge shall at once report to the Contractor’s office and the Consultant, all cases of misfire, the cause for the same and what steps where taken in connection therewith.

5.3.7 If misfire is found to be due to defective materials, the whole quantity in the box form which the defective materials was taken must be sent to the Authority directive by the Consultant for inspection to ascertain whether any of the remaining materials in the box are also defective.

5.4 Chiseling / Wedging

Where blasting is prohibited for any reasons or it is not practicable in the opinion of the Consultant, then the excavation shall be carried out by chiseling, wedging or any other approved method. The decision of the Consultant in this regard shall be final binding on Contractor.

5.5 Line drilling and pre-shearing The number, size and location of holes shall be carefully worked out by the Contractor and shall be subject to the approval of the Consultant. Line drilled holes shall generally be 48 mm dia. and, if so directed, interior blasting holes shall also be made. The Contractor shall carry out test to determine the amount of explosives required to ensure an even break at the line drilled holes after the interior holes are blasted and irregularities in the vertical drilled line face shall be removed and trimmed by wedging, splitting, chiseling and barring.

6.0 EXCAVATION BELOW GROUND WATER TABLE

6.1 Wherever ground water table is met with during excavation, the Contractor shall immediately report this fact to the Consultant who shall arrange to record the exact level of the water table before start of dewatering operation. The decision of the Consultant regarding sub-soil water level shall be final and binding on the Contractor. Ground Water Table for the purpose of this clause shall be taken as the level of standing water observed during the process of excavation. Capillary

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action of water in the surrounding soil mass shall not be considered for the above purpose.

6.2 The Contractor shall dewater and maintain dry working conditions by maintaining the water table below the bottom of the excavation level by well-point dewatering or deep well dewatering or any other method approved by the Consultant. He shall continue doing so till excavation, concreting, curing, and all other operation included in the scope of work, which require dry condition in the area are completed.

7.0 LIFT

The Contractor is required to excavate upto any depth as shown on the drawings or as directed by the Consultant. Lifting of excavated materials shall be done either by manual or mechanical or both means if called for by the Consultant.

8.0 CARRIAGE OF MATERIALS

8.1 The EIC shall indicate the disposal/ stacking areas for excavated materials. The carriage of excavated materials shall be done by the methods mentioned below:

a) The excavated materials shall be carried beyond the initial lead of 50 m but upto 500 m by manual /animal labour or by mechanical means. If directed by the Consultant this material shall be used directly for filling purposes.

b) For leads exceeding 500 m the Contractor shall transport the excavated materials by mechanical means only and as directed by the Consultant. The Contractor may be allowed to carry materials through Kuccha roads. Providing and maintaining of the Kuccha roads shall be the responsibility of the Contractor. The transported material shall be neatly stacked as directed by the Consultant.

8.2 Some excavated materials required for filling purposes, may have to be carried upto a lead of 500 m and stacked as per instructions of the Consultant. Excavated materials carried beyond 500 m shall normally be for disposal purpose only. Double handling of materials shall be avoided as far as possible. However, depending on site condition excavated materials carried beyond a lead of 500 m may also be required to be brought back for filling purpose.

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9.0 FILLING

9.1 Materials

9.1.1 Materials to be used for filling purpose shall be stone, sand or other inorganic materials and they shall be clean and free from shingle, salts, organic matter, large roots and excessive amount of sod, lumps, concrete or any other foreign substances which could harm or impair the strength of the substances in any manner. All clods shall be suitably broken to small pieces. When the materials are mostly rock boulders, these shall be broken into pieces not larger then 150 mm size. Sand used for filling shall be clean, medium grained and free from impurities. Fines less than 75 microns shall not be more than 20%. In any case, the materials to be used for filling purposes shall have the prior written approval of the Consultant.

9.1.2 If excavated materials are to be used for filling, then the Contractor shall select the materials from the stockpile, land and transport this material and execute the filling. This shall include excavation of earth, which may become hard due to lying in stockyard for a long period of time.

9.1.3 In case the materials have to be brought from pits/quarries, it shall be the Contractor’s responsibility for identification of such quarry areas, obtaining approval from their use from concerned authorities, excavation/quarrying loading and carriage of such material, unloading and filling at specified locations. The Contractor shall pay any fees, royalties etc. that may have to be pain for utilisation of borrow areas.

9.2 Filling Procedure

9.2.1 After completion of foundation, footings, walls and other construction below the elevation of the final grades, and prior to filling, all temporary shoring, timber etc. shall be sequentially removed and the excavation cleaned of all trash, debris, and. perishable materials. Filling shall begin only with the written approval of the Consultant. Also, areas identified for filling shall be cleared of all soft pockets, vegetation, bushes, slash etc. In case of plinth and similar filling the ground shall be dressed and consolidated by ramming and light rolling.

9.2.2 Fill materials shall not be dropped directly upon or against any structure or facility where there is danger of displacement or damage. Filling shall be started after the concrete/masonry has fully set and shall be carried out in such a manner so as not to cause any undue lateral thrust on any part of the structure.

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9.2.3 All space between foundation (concrete or masonry) and the sides excavation shall be filled to the original surface after making allowance for settlement, Fill shall be placed in horizontal layers not exceeding 200 mm loose thickness. Each layer shall be watered and compacted with proper moisture content and with such equipment as may be required to obtain a compaction/density as specified. Trucks or heavy equipment for depositing or compacting fill shall not be used within 1.5 meters of building walls, piers for operation. The methods of compaction shall be subjected to approval of Consultant under any circumstances.

9.2.4 Fill adjacent to pipes shall be free of stones, concrete etc. and shall be hand placed and compacted uniformly on both sides of the pipe and where practicable up to a minimum depth of 300 mm over the top of pipes. While tamping around the pipes, care should be taken to avoid unequal pressure.

9.2.5 Filling shall be accurately finished to line, slope, cross section and grade as shown on the drawings. Finished surface shall be free of irregularities and depressions and shall be within 20 mm of the specified level.

9.2.6 Where filling with stone from excavated materials is specified, it shall be from broken pieces of boulders. At first a 75 mm thick cushion of selected earth shall be laid over which the 200 mm thick graded stones shall be laid in loose layers of 200 mm then the interstices filled with properly graded fine materials consisting of selected earth brought from borrow areas. Each layer shall be watered and compared to the specified density before the next layer is laid. However, no cushion shall be required where filling is over non-rocky surface.

9.2.7 Where filling with 65 mm down graded stone obtained from excavated, it shall be selected stone laid over and initial 50 mm thick cushion layer of selected earth and then stone laid in 200 m loose thick layers, interstices filled with the specified density before the next layer in laid. However, no cushion shall, be required where filling is over non-rocky surface.

9.2.8 Where clean stone fill is specified, it shall consist of clean selected stone metal of 40-mm nominal size. It shall be laid in layers not exceeding 150 mm (loose) and lightly tamped before the next layer is laid. No compaction shall be required for this type stone filling.

9.3 Compaction 9.3.1 Where compaction to 98% Standard Proctor Density or more is called

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for, it shall be by mechanical means only. Where access is possible, compaction shall be by 12 tonne rollers smooth wheeled, sheep foot or wobbly wheeled as directed by the Consultant. A smaller weight roller may be permitted by the Consultant in special cases, but in any case not less than 10 passes of the roller will be accepted for each layer. Each layer shall be wetted or the material dried by aeration to moisture content of 3-5% above the Optimum Moisture Content to be determined by the Contractor. Each layer shall be watered, rammed and compacted to the density as specified Consultant.

9.3.2 For compacting sand layer, water shall be sprayed over it to flood it and it shall be kept flooded for 24 hours to ensure maximum compaction. Vibro-compactors shall also be used if necessary to obtain the required degree of compaction. Any temporary works required to contain sand under flooded condition shall also be undertaken. The surface of the consolidated sand shall be dressed to required levels or slope.

9.3.3 After the compacted fill has reached the desired level, the surface shall be flooded with water for 24 hours, allowed to dry and then rammed and consolidated to avoid any settlement, at a later date. The compacted surface shall be properly shaped, trimmed and consolidated to an even gradient or level. All soft spots shall be excavated, filled and consolidated.

9.3.4 The degree of compaction of compacted fill in place will be subject to tests by the Consultant as the work progresses, and the contractor shall provide the necessary facilities to make such tests. If any test indicates that the compaction achieved is less than the specified degree of compaction, the Consultant may require fill placed subsequent to the last successful test to be removed and re-compacted by the Contractor. Compaction procedure shall be amended as necessary to obtain satisfactory results.

9.3.5 When semi-compacted fill is specified by the Consultant, the contractor shall fill up such areas with available earth from stock piles of borrow pits or directly from excavation without special compaction except that obtained by moving trucks etc.

10.0 SAMPLING, TESTING AND QUALITY CONTROL

10.1 General

10.1.1 The contractor shall carry out all sampling and testing in accordance with the relevant Indian Standards and/or International Standards and shall conduct such tests as are called for by the Consultant. Where no

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specific testing procedure is mentioned, the tests shall be carried out as per the prevalent accepted Consultant ringing practice to the directions of the Consultant. Tests shall be done in the field and at a laboratory approved by the Consultant and the Contractor shall submit to the Consultant, the test results in triplicate within three days after completion of a test. The Consultant may, at his discretion, waive some of the stipulations given below, for small and unimportant operations.

10.1.2 Work found unsuitable for acceptance shall be removed and replaced by the contractor. The work shall be redone as per specification requirements and to the satisfaction of the Consultant.

10.1.3 Only as a very special case aid that too in non-critical areas, the Consultant may accept filling work which is marginally unacceptable as per the criteria laid down. For such accepted work, payment shall be made at a reduced rate pro-rata to the compaction obtained against that stipulated.

10.2. Quality Assurance Program

The contractor shall submit and finalise a detailed field Quality Assurance Program within 30 days from the date of award of the Contract according to the requirements of the specification. This shall include setting up of a testing laboratory, arrangement of testing apparatus/equipment, deployment of qualified/experienced manpower, preparation of format for record, Field Quality plan etc. On finalised field quality plan the Owner shall identity Customer hold points beyond which work shall not proceed without written approval from the Consultant.

10.3 Frequency of sampling and testing including the methods for conducting the tests shall be as per IS codal provisions. The testing frequencies set forth are the desirable minimum and the Consultant shall have the full authority to carry out or call for tests as frequently as he may deem necessary to satisfy himself that the materials and work comply with the appropriate specifications.

10.4 Acceptance Criteria

10.4.1 Following Acceptance Criteria shall be as under:

a) All individual samples collected and tested should pass without any deviation when only one set of sample is tested.

b) For re-test of any sample two additional samples shall be collected

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and tested and both should pass without any deviation.

c) Where a large number of samples are tested for a particular test, 9 samples out of every 10 consecutive samples tested shall meet the specification requirement.

d) Tolerance on finished levels for important filling areas at approved interval shall be + 20 mm. However, for an unimportant area, tolerance upto + 75 mm shall be acceptable at the discretion of the Consultant. However, these tolerances shall be applicable for localised areas only.

II. SOLING & HARDCORE

1.0 GENERAL

1.1 The work covered under this specification includes all type of soling work either by rubble stones laid under floors / hard core under foundations, hand packed, complete as per under mentioned specification and applicable drawings.

2.0 RUBBLE STONE SOLING

2.1 The rubble stone shall be of best variety of black trap / granite / basalt or other approved variety of stone available locally. The stone shall be hard, durable, free from defects and of required size and shall be approved by the Engineer in-charge before incorporation in the work.

2.2 Preparation of Surface & laying:

2.2.1 The bed on which rubble soling is to be laid shall be cleared of all loose materials, levelled, watered and compacted and got approved by the Engineer In-charge before laying rubble soling. Cable or pipe trenches if shown in the drawing and as required by the Engineer in-charge shall be got done before the soling is started.

2.2.2 Over the prepared surface, the stone shall be set as closely as possible and well packed and firmly set. The stones shall be of full height and shall be laid so as to have their bases of the largest area resting on the sub-grade. Soling shall be laid in one layer of 230mm or 150mm or other specified thickness and no stones shall be less than 230mm or 150mm depth or specified thickness of soling with a tolerance of 25mm.

2.2.3 After packing the stones properly in position, the interstices between them shall be carefully filled with quarry spoils of stone chips of larger

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size possible to obtain a hard, compact surface. Spreading of loose spoils or stone chips is prohibited.

2.2.4 The entire surface shall be examined for any protrusions and the same shall be knocked off by a hammer and all interstices shall be filled with approved murrum. Excess murrum if any over the surfaces shall be removed. Unless otherwise specified, the murrum shall be supplied by the contractor at his own cost from the selected areas. The surfaces shall then be watered and consolidated with mechanical or sufficiently heavy wooden tampers and log-rammers as approved by the Engineer in-charge to give the required slope or level and dense sub-base. After compaction, the surface shall present clean look. Adequate care shall be taken by the contractor while laving and compacting the rubble soling to see that concrete surfaces in contact with soling are not damaged.

3.0 HARD CORE FOR FOUNDATIONS

3.1 Where specifically mentioned in the drawings, hard core layer shall be provided as a preparatory surface to receive blinding concrete/ leveling course.

3.2 Hard core layer shall comprise of well graded broken stones 80mm nominal size with the following gradation:

IS Sieve designation % passing

80 mm 100

63 mm 85-100

40 mm 0-30

20 mm 0-5

10 mm 0-5

3.3 The hard broken stones layer shall be directly placed over the compacted layer of under lying soil in layers. The stones shall be hand packed and crevices filled with broken stones.

3.4 Each layer shall be covered with clean river sand and thoroughly worked into the crevices with a water jet. Additional layers of sand shall be placed on top and worked into the void spaces. The process shall be repeated until no more sand and water get into the voids.

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3.5 Earth rammer shall be used to compact each layer if directed by Consultant.

3.6 The thickness and area covered beyond the blinding concrete shall be as indicated in the drawings or as indicated by Consultant.

III. PLAIN AND REINFORCED CONCRETE & ALLIED WORKS

1.0 SCOPE

1.1 This specifications covers the general requirements for concreting to be used on jobs using on-site production facilities including requirements in regard to handling, storage of ingredients, proportioning, batching, mixing and testing and quality assurance. This also covers the transportation of concrete from the mixer to the place of final deposit and the placing consolidation, curing, protecting, repairing and finishing of concrete.

1.2 The work shall include providing of materials, all necessary plant and equipment, providing adequate Consultanting supervision and technical personnel, skilled and unskilled labour, etc. as required to carry out the entire work as indicated on the drawings and/or described herein subsequently and/or as directed by the Consultant.

1.3 The Contractor shall carry out all works meant within the intent of this specification even if not explicitly mentioned herein. All works shall be executed to the satisfaction of the Consultant.

2.0 GENERAL 2.1 The Contractor shall make his own surveying arrangements for locating

the coordinates and positions of all work and establishing the reduced levels (RLs) at these locations, based on two reference grid lines and one bench mark, which will be furnished by Owner. The Contractor has to provide at site, all the required survey instruments, along with qualified surveyors, to the satisfaction of the Consultant so that the work can be carried out accurately and according to the specifications and drawings.

2.2 The contractor shall establish a site laboratory for testing of material

and quality assurance as per the requirements of this specification. The laboratory shall be manned by qualified Consultant.

2.3 Any approval, instructions, permission, checking, review, etc.

whatsoever by the Consultant, shall not relieve the Contractor of his responsibility and obligation regarding adequacy, correctness,

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completeness, safety, strength, quality, workmanship, etc.

3.0 CODES AND STANDARDS

3.1 All work shall be carried out as per the stipulations contained in various sections of these specifications and the latest Indian Standards, Acts, Codes and best practices.

3.2 All applicable standards, specifications, etc. and codes of practice shall generally be the latest editions, including all applicable official amendments and revisions. A complete set of all these documents shall generally be available at site, with the Contractor.

3.3 In case of conflict between the stipulations contained in various sections of these specifications and stipulations of Indian Standards, Codes, etc. the requirements of stipulations contained in various sections of these specifications, shall prevail over that of Indian Standards, Codes, etc.

3.4 The following are the various relevant Indian Standards:

IS: 73 1992 Specification for paving bitumen

IS : 216 1961 Specification for coal tar pitch

IS: 269 1989 Specification for 33 grade Ordinary Portland cement

IS: 280 1978 Specification for mild steel wire for general Consultanting purposes

IS: 383 1970 Specification for coarse and fine aggregates from natural sources for concrete

IS:432 (Parts I) 1982 Specification for mild steel medium tensile steel bars and hard drawn steel wire for concrete reinforcement – Mild steel & medium tensile bars

IS: 432(Parts II) 1982 Specification for mild steel medium tensile steel bars and hard drawn steel wire for concrete reinforcement - Hard drawn steel wire

IS: 455 1989 Specification for Portland slag cement

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IS: 456 2000 Code of practice for plain and reinforced concrete

IS: 457 1957 Code of practice for general construction of plain & reinforced concrete for dams & other massive structures

IS: 516 1959 Method of test for strength of concrete

IS : 650 1991 Specification for standard sand for testing of cement

IS: 702 1988 Specification for industrial bitumen

IS : 737 1986 Wrought aluminium and aluminium alloy plate for general Consultanting purposes

IS: 800 1984 Code of practice for general construction in steel

IS: 816 1969 Code of practice for use of metal are welding for general construction in mild steel

IS: 1161 1998 Specification for steel tubes for structural purpose

IS: 1199 1959 Methods of sampling and analysis of concrete

IS: 1200 (Part-II)

1974 Method of measurement of building and civil Consultanting works - Concrete works

IS: 1200 (Part-V)

1982 Method of measurement of building and civil Consultanting works - Form work

IS: 1200 (Part-VIII)

1993 Method of measurement of building and civil Consultanting works - Steel work & iron work

IS: 1200 (Part- XVIII)

1974 Method of measurement of building and civil Consultanting works - Demolition & dismantling

IS: 1322 1993 Specification for bitumen felts for waterproofing and damp proofing

IS: 1363 (Part 1)

2002 Hexagon head bolts, screws and nuts of product grade ‘C’ – Hexagon head bolts (size range M 5 to M 64)

IS: 1363 (Part 2)

2002 Hexagon head bolts, screws and nuts of product grade ‘C’ – Hexagon head screws (size range M 5 to M 64)

IS: 1363 (Part 3)

2002 Hexagon head bolts, screws and nuts of product grade ‘C’ – Hexagon nuts ( size range M5 to M 64)

IS: 1489 (Part-I) 1991 Specification for Portland-pozzolana cement: Fly ash based

IS:1489 (Part-II) 1991 Specification for Portland Pozzolana Cement: Calcined clay

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based.

IS : 1566 1982 Specification for Hard-drawn steel wire fabric for concrete reinforcement.

IS : 1609 1991 Code of practice for laying damp proofing treatment using bitumen felts.

IS : 1786 1985 Specification for high strength deformed steel bars and wires for concrete reinforcement.

IS : 1791 1985 General requirements for batch type concrete mixer.

IS: 1834 1984 Specification for hot applied sealing compound for joints in concrete

IS : 1838 (Part-I)

1983 Specification for preformed fillers for expansion joints in concrete pavements and structures (non extruding and resilient type).- Bitumen impregnated fibe

IS: 2016 1967 Plain washers

IS: 2074 1992 Specification for ready mix paint, air drying, red oxide zinc chrome

IS : 2386 (Part 1)

1963 Methods of test of aggregates for concrete – Particle size & shape

IS : 2386 (Part 2)

1963 Methods of test of aggregates for concrete – Estimation of deleterious material and organis impurities

IS : 2386 (Part 3)

1963 Methods of test of aggregates for concrete – Specific gravity, Density, voids, absorption and bulking

IS : 2386 (Part 4)

1963 Methods of test of aggregates for concrete – Mechanical properties

IS : 2386 (Part 5)

1963 Methods of test of aggregates for concrete – Soundness

IS : 2386 (Part 6)

1963 Methods of test of aggregates for concrete – Measuring mortar making properties of fine aggregates

IS : 2386 (Part 7)

1963 Methods of test of aggregates for concrete – Alkali aggregate reactivity

IS : 2386 (Part 8)

1963 Methods of test of aggregates for concrete – Petrographic examination

IS : 2438 1963 Specification for roller pan mixer.

IS : 2502 1963 Code of practice for bending and fixing of bars for concrete

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reinforcement.

IS : 2505 1992 General requirements for concrete vibrators, immersion type.

IS : 2506 1985 General requirements for concrete vibrators, screen board type.

IS : 2514 1963 Specification for concrete vibrating table.

IS : 2571 1970 Code of practice for laying in-situ cement-concrete flooring.

IS : 2645 2003 Specification for Integral cement water proofing compounds for cement mortar and concrete

IS : 2722 1964 Specification for portable swing weigh batchers for concrete. (single and double type)

IS : 2750 1964 Specification for steel scaffoldings.

IS : 2751 1979 Code of practice for welding of mild steel plain and deformed bars for reinforced concrete construction.

IS: 2812 1993 Recommendation for manual tungsten inert gas arc welding of aluminium and aluminium alloys

IS : 3025 (Part 22)

1986 Methods of sampling and test (physical & chemical) for water & waste water - Acidity

IS : 3025 (Part 23)

1986 Methods of sampling and test (physical & chemical) for water & waste water - Alkalinity

IS : 3037 1986 Specification for bitumen mastic for use in water proofing of roofs

IS : 3150 1982 Specification for hexagonal wire netting for general purposes.

IS : 3370 (Part I)

1965 Code of practice for concrete structures for the storage of liquids – General requirements

IS : 3370 (Part II)

1965 Code of practice for concrete structures for the storage of liquids- Reinforced concrete structures

IS : 3384 1986 Specification for bitumen primer for use in waterproofing & damp proofing.

IS : 3414 1968 Code of practice for design and installation of joints in buildings.

IS : 3550 1965 Methods of test for routine control for water used in Industry.

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IS : 3558 1983 Code of practice for use of immersion vibrators for consolidating concrete.

IS : 3696 (Part I)

1987 Safety code for scaffolds and ladders - Scaffolding

IS : 3696 (Part II)

1991 Safety code for scaffolds and ladders - Ladders

IS : 4014 (Part I)

Code of practice for steel tubular scaffolding – Definition & amterials

IS : 4014 (Part II)

Code of practice for steel tubular scaffolding - Safety Regulation for scaffolding

IS : 4031 (Part 1)

1996 Methods for physical tests for hydraulic cement – Determination of finess by dry sieving

IS : 4031 (Part 2)

1999 Methods for physical tests for hydraulic cement – Determination of fineness by specific surface by Blaine air permeability method

IS : 4031 (Part 3)

1988 Methods for physical tests for hydraulic cement – Determination of soundness

IS : 4031 (Part 4)

1988 Methods for physical tests for hydraulic cement – Determination of consistency of standard cement paste

IS : 4031 (Part 5)

1988 Methods for physical tests for hydraulic cement – Determination of initial and final setting times

IS : 4031 (Part 6)

1988 Methods for physical tests for hydraulic cement – Determination of compressive strength of hydraulic cement (other than masonry cement)

IS : 4031 (Part 7)

1988 Methods for physical tests for hydraulic cement – Determination of compressive strength of masonry cement

IS : 4031 (Part 8)

1988 Methods for physical tests for hydraulic cement – Determination of transverse and compressive strength of plastic mortar using prism

IS : 4031 (Part 9)

1988 Methods for physical tests for hydraulic cement – Determination of heat of hydration

IS : 4031 (Part 10)

1988 Methods for physical tests for hydraulic cement – Determination of drying shrinkage

IS : 4031 (Part 11)

1988 Methods for physical tests for hydraulic cement – Determination of density

32 of 125 �

IS : 4031 (Part 12)

1988 Methods for physical tests for hydraulic cement – Determination of air content of hydraulic cement mortar

IS : 4031 (Part 13)

1988 Methods for physical tests for hydraulic cement – measurement of water retentivity of masonry cement

IS : 4031 (Part 14)

1989 Methods for physical tests for hydraulic cement – Determination of false set

IS : 4031 (Part 15)

1991 Methods for physical tests for hydraulic cement – Determination of fineness by wet sieving

IS : 4130 1991 Safety Code for demolition of buildings.

IS : 4218 (Part 3)

1999 ISO general purpose metric screws threads – Basic dimensions

IS : 4326 1993 Code of practice for earthquake resistant design and construction of buildings.

IS : 4461 1998 Code of practice for joints in surface hydro-electric power stations.

IS : 4656 1968 Specification for form vibrators for concrete.

IS : 4671 1984 Expanded polystyrene for thermal insulation purposes

IS : 4925 1968 Specification for batching and mixing plant.

IS : 4990 1993 Specification for plywood for concrete shuttering work.

IS : 4995 (Part I)

1974 Criteria for design of reinforced concrete bins for the storage of granular and powdery materials – General requirement & assessment of bin loads

IS : 5256 1992 Code or practice for sealing joints in concrete lining on canals.

IS : 5525 1969 Recommendations for detailing of reinforcement in reinforced concrete work.

IS : 5624 1993 Specification for foundation bolts.

IS : 5871 1987 Specification for bitumen mastic for tanking and damp proofing

IS : 6461 (Part 1)

1972 Glossary of terms relating to cement concrete – Concrete aggregates

IS : 6461 (Part 2)

1972 Glossary of terms relating to cement concrete – Materials (other that cement and aggregates)

33 of 125 �

IS : 6461 (Part 3)

1972 Glossary of terms relating to cement concrete – Concrete reinforcement

IS : 6461 (Part 4)

1972 Glossary of terms relating to cement concrete – types of concrete

IS : 6461 (Part 5)

1972 Glossary of terms relating to cement concrete – Formwork for concrete

IS : 6461 (Part 6)

1972 Glossary of terms relating to cement concrete – Equipment, tools & plant

IS : 6461 (Part 7)

1973 Glossary of terms relating to cement concrete – Mixing, Laying, Compaction, Curing and other construction aspects

IS : 6461 (Part 8)

1973 Glossary of terms relating to cement concrete – Properties of concrete

IS : 6461 (Part 9)

1973 Glossary of terms relating to cement concrete – Structural aspects

IS : 6461 (Part 10)

1973 Glossary of terms relating to cement concrete – Tests & testing apparatus

IS : 6461 (Part 11)

1973 Glossary of terms relating to cement concrete – Prestressed concrete

IS : 6461 (Part 12)

1973 Glossary of terms relating to cement concrete - Miscellenaneous

IS : 6494 1988 Code of practice for water proofing of underground water reservoirs and swimming pools.

IS : 6509 1985 Code of practice for installation of joints in concrete pavements.

IS : 7193 1994 Specification for glass fiber base coal-tar pitch and bitumen felts.

IS : 7293 1974 Safety code for working with construction machinery.

IS : 7634 (Part 3)

2003 Code of practice for Plastic pipe selection, handling, storage and installation for potable water supplies – Laying and jointing of PVC pipes

IS : 7861 (Parts I)

1975 Code of practice for extreme weather concreting – Recommended practice for hot weather concreting

IS : 7861 (Parts II)

1981 Code of practice for extreme weather concreting – Recommended practice for cold weather concreting

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IS: 8042 1989 Specification for White Portland cement

IS: 8043 1991 Specification for hydrophobic Portland cement

IS: 8112 1989 Specification for 43 Grade Ordinary Portland Cement

IS : 9103 1999 Specification for concrete admixtures

IS : 9417 1989 Recommendations for welding cold-worked steel bars for reinforced concrete construction.

IS : 9595 1996 Recommendations for metal-arc welding of carbon and carbon manganese steels.

IS : 10262 1982 Recommended guidelines for concrete mix design.

IS : 11384 1985 Code of practice for composite construction in structural steel and concrete.

IS : 12118 1987 Specification for two-part poly-sulphide based sealants – General requirements

IS : 12118 1987 Specification for two-part poly-sulphide based sealants – Methods of test

IS : 12200 2001 Code of practice for provision of water stops at transverse construction joints in masonry and concrete dams

IS : 12269 1987 Specification for 53 Grade ordinary Portland cement.

IS: 12330 1988 Sulphate resisting Portland Cement

IS : 12600 1989 Specification for low heat Portland cement

SP : 23 1982 Handbook of concrete mixes.

SP : 24 1983 Explanatory Handbook on IS: 456

SP : 34 1987 Handbook on concrete reinforcement and detailing.

4.0 MATERIALS

4.1 General: 4.1.1 All the materials used in the manufacture of concrete shall be in

accordance with the Technical Specification for Properties, Storage and Handling of Common Building Materials, which shall be deemed to form a part of this specification.

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4.1.2 The Consultant shall have the right to inspect the sources of materials, the layout and operation of procurement and storage of materials, the concrete batching and mixing equipments and the quality control system. Such an inspection shall be arranged by the contractor and the Consultant s approval shall be obtained prior to starting the work.

4.2 Aggregates 4.2.1 Aggregate in general designates both fine and coarse inert materials

used in the manufacture of concrete. Coarse Aggregate is faction retained on 4.75 mm IS sieve. Fine Aggregate is faction which passes through 4.75 mm IS sieve.

4.2.2 Aggregate shall consist of natural sand, crushed stone and gravel from a source known to produce satisfactory aggregate for concrete and shall be chemically inert, strong, hard, durable against weathering, of limited porosity and free from deleterious materials that may cause corrosion to the reinforcement or may impair the strength and / or durability of concrete. Aggregates shall conform to I.S. 383

4.2.3 Properties: Aggregates with a specific gravity below 2.6 shall not be used without special permission of the Consultant. Machine-made sand will be acceptable provided the constituent (rock/gravel) is sound, hard, dense and is acceptable to the Consultant. Sand, natural gravel and crushed rock shall be prepared for use by such screening or washing, or both, as necessary to remove all objectionable foreign matter.

4.2.4 The coarse aggregate and fine aggregate shall be tested from time to time as required by the Consultant to ascertain its suitability for use in construction and the charges for testing aggregate shall be born by the contractor as specified herein after. Sampling of the aggregates for mix design and determination of suitability shall be taken under the supervision of the Consultant and delivered to the laboratory, well in advance of the schedule placing of concrete. Records of tests which have been made on proposed aggregates and on concrete made from this source of aggregates shall be furnished to the Consultant in advance of the work for use, in determining suitability of the proposed aggregate.

4.2.5 The grading of aggregates shall be such as to produce a dense concrete of specified strength and consistency that will work readily into position without segregation and shall be based on the “mix

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design” and preliminary test on concrete specified herein-after. 4.2.6 Grading of Coarse Aggregate : Coarse aggregates shall be either in

single or graded, in both the cases. The grading shall be within the following limits.

IS Sieve

Designation

Percentage passing for single sized aggregates of nominal size

Percentage passing for graded aggregates of nominal size

63

mm

40

mm

20

mm

16

mm

12.5

mm

10

mm

40

mm

20

mm

16

mm

12.5

mm

75mm 100 - - - - - - - - -

63mm 85-

100

100 - - - - 100 - - -

37.5m

m

0-30 85-

100

100 - - - 95-

100

100 - -

19mm 0-5 0-20 85-

100

100 - - 30-70 95-

100

100 100

16mm - - - 85-

100

100 - - - 90-

100

-

11.2m

m

- - - - 85-100 100 - - - 90-100

9.5mm - 0-5 0-20 0-30 0-45 85-

100

10-35 25-55 30-70 40-85

4.75m

m

- 0-5 0-5 0-10 0-20 0-20 0-5 0-10 0-10 0-10

2.36m

m

- - - - 0-5 0-5 - - - -

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4.2.7 Foreign Material Limitations: The percentages of deleterious substances in the coarse aggregate delivered to the mixer shall not exceed the following :

Substances

Percentage by weight of aggregates

Uncrushed Crushed

i) Material finer than 75 micron IS Sieve.

3.00 3.00

ii) Coal and lignite 1.00 1.00

iii) Clay lumps 1.00 1.00

iv) Soft fragments 3.00 --

v) Total of all the above substances 5.00 5.00

4.2.8 Grading of fine aggregate shall be within the limits indicated hereunder :

IS Sieve Designation

Percentage Passing for

Grading Zone-I

Grading Zone-II

Grading Zone-IIII

Grading Zone-IV

10 mm 100 100 100 100

4.75 mm 90-100 90-100 90-100 95-100

2.36 mm 60-95 75-100 85-100 95-100

1.18 mm 30-70 55-90 75-100 90-100

600 micron 15-34 35-59 60-79 80-100

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300 micron 5-20 8-30 8-30 20-65

150 micron 0-10 0-10 0-10 0-15

4.2.9 Foreign Material Limitations : The percentages of deleterious substances in fine aggregate, delivered to the mixer shall not exceed the following :

Substances Percent by weight Uncrushed Crushed

i) Material finer than 75 micro IS sieve

3.00 15.00

ii) Shale 1.00 --

iii) Coal and lignite 1.00 1.00

iv) Clay lumps 1.00 1.00

v) Total of all above substances including items (I) to (iv) for uncrushed sand and items (iii) and (iv) for crushed sand

5.00 2.00

4.2.10 Fineness Modulus : The fine aggregate shall have a fineness modulus of not less than 2.2 or more than 3.2. The fineness modulus is determined by adding the cumulative percentages retained on the following I.S. sieve sizes (4.75 mm, 2.36 mm, 1.18 mm, 600 micron, 300 micron and 150 micron) and dividing the sum by 100.

4.2.11 Storage of aggregates: All coarse and fine aggregates shall be stacked separately in stock piles in the material yard near the work site in bins properly constructed to avoid inter mixing of different aggregates. Contamination with foreign materials and earth during storage and while heaping the materials shall be avoided. The aggregate must be of specified quality not only at the time of receiving at site but also at the time of loading into mixer. Rakers shall be used for lifting the coarse aggregate from bins or stock piles. Coarse aggregate shall be piled in layers not exceeding 1.00 metres in height to prevent conning or segregation. Each layer shall cover the entire area of the stock pile before succeeding layers are started. Aggregates that have become segregated shall be rejected.

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Rejected material after re-mixing may be accepted, if subsequent tests demonstrate conformity with required gradation.

4.3 Cement

4.3.1 The cement generally used shall be the Ordinary Portland cement 43 / 53 grade or PPC. However, any special type of cement such as High strength cement or sulphate resisting cement may be used under specific circumstances.

4.3.2 Cement unless otherwise specified or called for by the Consultant shall be

measured in 50 kg bags. Use of bulk cement will be permitted only with the approval of the Consultant. Changing of brands of type of cement within the same structure will not be permitted. Joint account of cement consumed at site for every day for items of work carried shall be maintained by the Contractor for verification to ensure effective control on quality of work.

4.3.3 A certified report attesting to the conforming of the cement to IS specifications by the cement manufacturer’s chemist shall be furnished to the Consultant, if demanded. Should at any time the Consultant have reasons to consider that any cement is defective, then irrespective of its origin and / or manufacturers test certificate, such cement shall be tested immediately at a National Test Laboratory / Departmental Laboratory or such approved laboratory, and until the results of such tests are found satisfactory, it shall not be used in any work. Cement held in store for a period of ninety (90) days or longer shall be retested before use in work.

4.3.4 The contractor shall make his own arrangements for the storage of adequate quantity of cement. If supplies are arranged by the Department, cement will be issued in quantities to cover work requirements of one month or more, as deemed fit by the Consultant and it will be the responsibility of the contractor to ensure adequate and proper storage, which will provide complete protection from dampness, contamination and minimize caking and false set. Cement bags shall be stored in a dry enclosed shed (storage under tarpaulins will not be permitted), well away from the outer walls and insulated from the floor to avoid contact with moisture from ground and so arranged as to provide ready access. Damaged or reclaimed or partly set cement will not be permitted to be used and shall be removed from the site. The storage arrangements shall be such that there is no dead storage. No more than 12 bags shall be stacked in any tier. The storage arrangement shall be got approved by the Consultant. Consignments in cement shall be stored as received and shall be consumed in the order of their delivery.

4.4 Reinforcement

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4.4.1 Steel reinforcement bars for concrete shall be either cold twisted high yield strength deformed bars conforming to IS 1786 or TMT bars with strength requirements conforming to IS 1786 manufactured by SAIL, TATA or RINL. The grade of steel shall be as shown in the drawings, or as mentioned in the schedule of items or as directed by Consultant.

4.4.2 Storage: Steel reinforcement shall be stored in such a manner that they are not in direct contact with ground but stacked on top of an arrangement of timbers sleepers or the like. Bars of different classifications and sizes shall be stored separately. In cases of long storage or in coastal areas, reinforcement shall be stacked above ground level by at least 15 cm, and a coat of cement wash shall be given to prevent scaling and rusting at no extra cost to the owner. Fabricated reinforcement shall be carefully stored to prevent, distortion, corrosion and deteriorations.

4.4.3 Contractor shall submit the manufacturers test certificate for steel. Random tests on steel supplied by contractor may be performed if the Consultant so desires as per relevant Indian Standards. All costs incidental to such tests shall be at contractors expense. Steel not conforming to specifications shall be rejected.

4.5 Water

4.5.1 Water used for mixing and curing shall be clean and free from injurious amounts of oils, acids, alkalis, sugar, organic materials or other substances that may be deleterious to concrete or steel. Potable water is generally considered satisfactory for mixing concrete. The maximum permissible values of impurities shall be as given in clause no. 5.4 of lS:456.

4.5.2 In case of doubt regarding development of strength, the suitability of water for making concrete shall be ascertained by the compressive strength and initial setting time tests specified in lS:456.

4.5.3 Average 28 days compressive strength of atleast three 150 mm concrete cubes prepared with water proposed to be used shall not be less than 90% of the average strength of three similar concrete cubes -prepared with distilled water. The cubes shall be prepared, cured and tested in accordance with IS:456.

4.5.4 The initial setting time of a concrete test block made with the appropriate cement and the water proposed to be used shall not be less than 30 minutes and shall not differ by + 30 minutes from the initial setting time of control test block prepared with the same cement and distilled water. The test shall be carried out as per IS:4031.

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4.5.5 Where concrete, made from water, proposed to be used does not satisfy the above requirements and/or contains an excess of acid, alkali, sugar, salt or other deleterious, substances, then the Consultant may refuse to permit its use. Sea water shall not be used for curing and mixing in concrete.

4.5.6 Testing of water shall be done at intervals indicated by Consultant. The sample of water taken for testing shall be typical of the water proposed to be used for concreting, due account being paid to seasonal variation. The samples shall not receive any treatment before testing other than that envisaged in the regular supply of water proposed for use in concrete. The sample shall be stored in a clean container previously rinsed out with similar water. The following concentrations represent the maximum permissible values.

a) Limits of acidity : To neutralize 200 ml sample of water, using phenolphthalein as an indicator, it should not require more than 2 ml of 0.1 normal NaOH. The details of test shall be as given in IS: 3025 (Part 22).

b) Limits of alkalinity : To neutralize 200 ml sample of water, using methyl orange as an indicator, it should not require more than 10ml of 0.1 normal HCL. The details of test shall be as given in IS : 3025 (Part 23).

c) Percentage of solids shall not exceed the following :

Organic 0.02% (200 mg/litre)

Inorganic 0.30% (3000 mg/litre)

Sulphates (as SO4) 0.05% (500 mg/litre)

Alkali chlorides (as cl) 0.20% (2000 mg/litre) for plain concrete work &

0.10% (1000 mg/litre) for reinforced concrete work

Suspended matter 0.20% (2000 mg/litre)

4.6 Admixtures

4.6.1 Admixtures in concrete for promoting workability, entraining air for similar purposes may be used only after the written permission from the Consultant is obtained. These shall be free from injurious amount of

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chloride, etc. Addition of admixtures should not reduce the specified strength or durability of concrete and should not have detrimental effect on reinforcement. The admixtures shall conform to lS:9103 and shall be of proven make and from a reputed manufacturer. Calcium chloride as accelerating admixture is not permitted to be used other than in mass concrete works. The Contractor shall produce latest test results carried out at approved Government Test Houses for the approval of the Consultant, before use.

4.7 Embedded parts

4.7.1 Steel for light structural work and for preparation of inserts and embedments shall conform to IS:2062.

4.7.2 Bolts to be embedded in concrete shall, unless otherwise detailed in drawings, conform to IS:5624. Material for bolts, shall, unless otherwise mentioned in drawings or the schedule of items, be corrosive resistant/coated steel conforming to IS:2062.

4.7.3 Nuts and locknuts shall conform to IS:1363 (Part 1 to 3) for diameters 6 to 39 and IS 3138 for Hexagon Bolts and Nuts (M-42 to M-150)”.

4.7.4 Plain washers shall conform to IS:2016 and spring washers shall conform to IS:3063.

4.7.5 Steel pipe sleeves shall conform to Medium class of IS: 1161.

4.8 Filling material

4.8.1 General: Filling material shall conform to what is shown in drawing, described in the Schedule of Items or otherwise directed by the Consultant. Earth or sand for filling under floors shall correspond to those described elsewhere in these specification.

4.8.2 Mastic Bitumen: Mastic Bitumen shall conform to IS: 3037 or IS: 5871 as appropriate.

4.8.3 Flexible Boards: Flexible boards for use in expansion joints shall correspond to the description given in drawing or the Schedule of Items or the instruction of Consultant.

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5.0 GRADES OF CONCRETE

5.0.1 Concrete shall be in grades as tabulated below:

Grade Designation Specified Characteristic compressive strength at 28

days (N/mm2)

M10 10

M15 15

M20 20

M25 25

M30 30

M35 35

M40 40

5.0.2 The characteristic strength is defined as the strength of material below which not more than 5% of the test results are expected to fall.

5.0.3 In the designation of a concrete mix, latter M refers to the mix and the number to the specified characteristic compressive strength of 15 cm cubes at 28 days.

5.0.4 Minimum grades of concrete to be followed shall be as per guidelines of Table 5 of IS: 456 unless otherwise mentioned in the drawings/ schedule of items. Concrete leaner than those given above may be used for lean concerte, mudmat, or for foundations of masonry walls.

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5.1 Concrete mix proportioning 5.1.1 Concrete mix proportions shall be selected based on the requirements of

workability, strength, and durability. The proportions of cement, aggregates and water shall be determined either by designing the mix only. Adopting nominal mix is limited to leveling courses only. Design mix concrete is designated as M20, M25, etc. and Nominal mix Concrete is designated as 1:2:4, 1:3:6, 1:4:8 or 1:5:10. The proportions referred to is by weight (mass) and not by volume. Use of volumetric mix concrete shall not be permitted.

5.1.2 Workability of concrete a) Workability of fresh concrete is mainly governed by placing conditions and

compaction. The degree of workability necessary to allow the concrete to be well compacted and to be worked into the corners of formwork and around the reinforcement shall be as stipulated under clause no. 7.0 of IS:456.

b) The workability of concrete shall be checked at frequent intervals. The

workability of concrete measured in accordance with IS:1199 for every sample taken for testing shall be recorded with the corresponding cube test result.

c) Not withstanding the above, the slump to be maintained for work in

progress shall be as per directions of the Consultant. d) Consultant may permit use of plastisizers for improving workability. Use of

certain other admixtures such has water proofing compounds also have an effect on workability and shall be considered during mix design.

5.1.3 Durability of concrete: a) The durability of concrete is mainly governed by the permeability of

concrete. Dense concrete is least permeable. In addition, cement content and water-cement ration and compaction of concrete play a major role in producing impermeable concrete.

b) Durability requirements is decided depending on the exposure conditions

as stipulated in clause 8.2 of IS 456. is to be taken into account while designing the mix. For given aggregates, the cement content should be sufficient to make sufficiently low water cement ratio and table 5 of IS: 456-2000 shall be taken as guideline for durability considerations.

c) Stipulations of minimum cement content and limiting water cement ratio

should be considered during design of mix. 5.1.4 Design Mix Concrete

a) Design Mix Concrete shall be used for all reinforced concrete works. The mix proportions shall be as per mix design, designed for each grade of

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concrete, workability and durability requirements. The characteristic strength shall not be less than the appropriate values given in Table-2 of IS:456:2000.

b) In proportioning concrete, the quantity of both cement and aggregates shall

be determined by mass. Water shall be either measured by volume in calibrated tanks or weighed. All measuring equipment at site shall be maintained in a clean and serviceable condition, and their accuracy shall be periodically checked.

c) To keep the water-cement ratio to the designed value, allowance shall be made for the moisture contents in both fine and coarse aggregates and determination of the same in accordance with lS:2386 Part (III) shall be made as frequently as directed by the Consultant..

d) With the permission of the Consultant, for any of the above mentioned grades of concrete, if the water quantity has to be increased, proportionately cement quantity shall also be increased, to keep the ratio of water to Cement same as adopted in mix design for the corresponding grade of concrete. The extra cement required on account of this shall be at no extra cost to Owner.

e) At the beginning of the project, if so desired by the contractor, he/they may be allowed by the Consultant , till the designed mix is obtained, to carry out the reinforced concrete work in foundation and plinth as per equivalent nominal mix against the specified design mix concrete as per IS codes. However, all other specification for design mix shall govern for nominal mix also and nothing extra shall be paid for use of extra cement or else on this account whether the cement is supplied by the Owner or procured by the contractor.

5.1.5 Mix design: Mix design shall generally be done at any of the approved laboratory. The foolowing is the guideline to be followed:

a) IS:10262 shall be followed as general guidance for mix design. The minimum value of target strength of design mix of various grades of concrete shall be as per clause no. 9.2 of IS:456. However, the Consultant may allow change in target strength values based on adequate numbers of works test results.

b) Minimum cement content from durability consideration for different exposures and sulphate attack shall be as given in Table-4 and 5 of IS:456. In case higher value is obtained from strength consideration, same shall be provided.

c) Preliminary tests/trial mix, as specified or as required by the Consultant,

shall be carried out sufficiently ahead of the actual commencement of the work with different grades of concrete made from representative samples of

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aggregates and cement expected to be used on the works. These tests are to be conducted to arrive at the grading of aggregates, water-cement ratio, workability and the quantity of cement required to give Preliminary (target) compressive strengths as specified in clause 9.2 of IS 456.

d) At least four trial mixes are to be made and minimum six test cubes taken for each trial mix noting the slump for each type of mix. The cubes shall then be properly cured and three cubes for each mix shall be tested in a laboratory (approved by the Consultant) at 7 days and others at 28 days for obtaining the compressive strength. The test reports shall be submitted to the Consultant. The design mix particulars shall indicate, with the help of graphs and curves etc. the extent of variation in the grading of aggregates which can be allowed. While designing mixes, over wet mixes shall be avoided. For the structures, where assessment of early strength is required the concrete cubes shall also be tested for early age strength at 1 day and 3 days for establishing the values.

d) The Contractor shall submit the test reports of mix design to the Consultant for his review, indicating design criteria, analysis and proportioning of materials, etc. On the basis of the above test reports, a mix proportion by mass and the water-cement ratio, shall be determined by the Contractor such that concrete prepared with this mix will yield the desired characteristic strength and shall have suitable workability. The mix design to be adopted on the works shall be subject to the approval of the Consultant. The proportions, once decided for different grades of concrete, shall be adhered to, during all concreting operations as long as the quality of the materials does not change. If, however, at any time, the quality of materials being used has changed from those for Preliminary mix design, or there is a change either in the required strength of concrete, or water-cement ratio or workability, the Contractor shall have to make similar trial mixes and Preliminary tests to ascertain the revised mix proportions and water-cement ratio to be used for obtaining the desired strength and consistency.

e) The entire cost of all the trial mixes including all the preparatory works for trial mixes, preparation of test cubes and their testing shall be borne by the Contractor.

5.1.6 Nominal mix Concrete a) Nominal mix concrete shall be used only for plain cement concrete works

and where shown on drawings or specifically allowed by the Consultant. Such concrete shall not require preparation of trial mixes and all such concrete shall be mixed in a mechanical mixer. Proportions for nominal mix concrete shall be according to Table-9 of IS:456.

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b) The proportion of mix may be slightly adjusted within limits, keeping the total value of aggregates to a given quantity of cement constant to suit the sieve analysis of both the aggregates. Cement shall on no account be measured by volume, but it shall always be used directly from the bags (i.e. 50 kg/bag). The proportion of cement, sand, aggregate and water for concrete of proportion 1:5:10, 1:4:8, 1:3:6 & 1:2:4 by volume shall generally consist of quantities as given below :

�

��

��

Quantity of materials used per bag of cement

Cement ��

��

��

��

��

��

��

��

Water

1:5:10 1 170 kg. 340 kg. 800 kg. 60 ltrs.

1:4:8 1 130 kg. 272 kg. 625 kg. 45 ltrs.

1:3:6 1 102 kg. 204 kg. 480 kg. 34 ltrs.

1:2:4 1 68 kg 136 ltrs. 350 kg. 32 ltrs.

c) The quantity of water used shall be such as to produce concrete of consistency required by the particular class of work and shall be decided by the use of slump cone. Sufficient care should be taken to see that no excess quantity of water is used. The final proportion of the aggregate and quantity of water shall be decided by the Consultant on the basis of test in each case. The for each class of work shall in general be as follows:

Type of concrete Max slump (in mm)

Mass concrete 50

Concrete below water proofing treatment 50

Coping 25

Floor paving 50

d) As a general guidance the Nominal mix concrete of mix proportion 1:5:10

shall approximately correspond to grade M5, 1:4:8 shall correspond to grade M7.5, 1:3:6 to grade M10 and 1:2:4 to grade M15 of IS:456.

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e) If fine aggregates are moist, the amount of surface water shall be determined. Also an allowance shall be made for bulking in case of volume batching, in accordance with IS:2386 (Part-Ill). Allowance shall also be made for surface water present in the aggregates, when computing the water requirement. In the absence of exact data the amount of surface water may be estimated as follows:

Aggregate Approximate quantity of surface water

Percentage by mass

l/ cum

Very wet sand 7.5 120 Moderately wet sand 5.0 80

Moist sand 2.5 40 Moist gravel or crushed

rock 1.25-2.5 20-40

f) If nominal mix Concrete made in accordance with specified proportions

does not yield the specified strength of the corresponding grade and fails to satisfy the requirements of “acceptance criteria for concrete” as specified in IS:456, such concrete shall be treated in the following manner:

i) In case the Consultant is satisfied that lower strength of concrete is attributed to material and workmanship of the Contractor, then such concrete shall be replaced by concrete of specified strength. The Consultant may, however, also accept such lower strength concrete but such lower strength concrete shall be classified as belonging to the appropriate lower grade proportion.

ii) In case the Consultant is satisfied that lower strength of concrete is not attributable to the Contractor, he may direct in writing to increase the cement content to obtain specified strength at no extra cost to Owner. The use of richer mix shall be continued until the Consultant instructs otherwise.

g) Nominal mix proportion shall not be classified as higher grade proportion either on the ground that the test strengths are higher than the minimum specified or in the case where the Consultant directs use of additional cement over the quantity specified for the particular mix proportion to achieve the minimum specified strength.

h) However, only in some exceptional cases including concreting in some isolated areas, the Consultant may allow the quantity of aggregates to be determined by an equivalent volume basis after the relationship between weight and volume is well established by trials and the same shall be verified frequently.

6.0 PREPARATORY WORKS

6.1 Preparation of earth for foundation

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6.1.1 Earth surface on which direct placement of concrete is to be placed shall be rammed and consolidated as directed by the Consultant such that it does not crumble and get mixed with concrete during or after placement. If the foundation is quite wet, the same shall be kept dry and then sufficiently consolidated, if necessary, a thin top layer of the wet soil shall be removed and replaced by sand or other suitable materials as directed by the Consultant without any extra cost to the Owner.

6.1.2 All earth surfaces upon which or against which concrete is to be placed, shall be well compacted and free from standing water, mud or debris. Soft, yielding soils shall be removed and replaced with suitable earth and well compacted as directed by the Consultant. Where specified, lean concrete shall be provided in the earth stratum for receiving concrete. The surface of absorptive soil against which concrete is to be placed shall be moistened thoroughly so that no moisture will be drawn form the freshly placed concrete.

6.1.3 The earth surface over which concrete is to be placed direct, shall not be kept abandoned at the specified level and concrete shall be placed immediately following the final preparation of the formation otherwise suitable measures shall be taken, as directed by the Consultant without any extra cost to the Owner.

6.2 In case the drawings indicate hard core below the blinding concrete, the same shall be provided as per relevent specifications.

6.3 Preparation of rock strata for foundation

6.3.1 To provide tight bond with rock foundation concrete shall not be deposited on large sloping rock surface. Where required by Consultant or as indicated on the plans, the rock shall be cut to form rough steps or benches to provide roughness or a more suitable bearing surface.

6.3.2 Rock stratum shall be prepared by picking, barring, wedging and similar methods which will leave the rock in an entirely sound and unshattered condition.

6.3.3 Shortly before concrete is placed, the rock surface shall be cleaned with high pressure water and air jet even though it may have been previously cleaned in that manner.

6.3.4 Prior to placing concrete, the rock surface shall be kept wet for a period of 2 to 4 hours unless otherwise directed by the Consultant.

6.3.5 Before placing concrete on rock surfaces, all water shall be removed from depressions to permit through inspection and proper bonding of the concrete to the rock.

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6.4 Preparation of concrete surfaces

6.4.1 Preparation of concrete surface upon which additional concrete is to be placed later, shall preferably be done by scarifying and cleaning while the concrete is between its initial and final set. This method shall be used wherever practicable and shall consist or cutting the surface with picks and stiff brooms and by use of an approved combination of air and water jet as directed by Consultant. Great care shall be taken in performing this work to avoid removal of too much mortar and the weakening of the surface by loosening of aggregate. When it is not practicable to follow the above method, it will be necessary to employ air tools to remove laitance and roughen the surface.

6.4.2 The final resulting surface shall be a pitted surface, from which all dirt, unsound concrete, laitance and glazed mortar have been removed.

6.5 Preparation of construction joints

6.5.1 All such joints shall have continuous square bond grooves to produce a substantial and water-tight key. Where the placement of concrete has to be resumed on a surface which has hardened, it shall be roughened, cleaned by wire or bristle brushing, compressed air, water jet etc., and thoroughly wetted.

6.5.2 For vertical construction joint, neat cement slurry shall be applied on the

surface immediate before the placement of concrete. 6.5.3 For horizontal joints, the surface shall be covered with a layer of freshly

mixed mortar about 10 mm thick composed of cement and sand in the same proportion as the cement and sand in the concrete mix and applied immediately before placing of the concrete. On this surface (i.e. on the surface of joints) a layer of concrete not exceeding 150 mm in thickness shall first be placed and shall be well rammed against old work, particular attention being paid to corners and close spots. To ensure water tightness, care shall be taken to put concrete properly against the old surface.

6.5.4 In placing concrete against formed construction joints, the surfaces of the joints, where accessible, shall be coated thoroughly with the specified bed joint bonding mortar immediately before they are covered with concrete or by scrubbing with wire brooms, dipped into the fresh concrete. Where it is impracticable to apply such a mortar coating, special precautions shall be taken to ensure that the new concrete is brought into intimate contact with the surface of the joint by carefully puddling and spading with aid of vibrators and suitable tools.

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6.6 Bonding mortar

6.6.1 After rock or concrete surfaces upon which new concrete is to be placed have been scarified, cleaned and wetted as specified herein. It shall receive a bonding treatment, immediately before placement of the concrete.

6.6.2 The bonding medium shall be a coat of cement sand mortar. The mortar shall have the same cement sand proportion as the concrete which shall be placed on it. The water cement ratio shall be determined by placing conditions and as approved by Consultant.

6.6.3 Bonding mortar shall be placed in sufficient quantity to completely cover the surface about 10mm thick for rock surface and about 5mm thick for concrete surfaces. It shall be brushed or broomed over the surface and worked thoroughly into all cracks, crevices and depressions. Accumulations or puddles of mortar shall not be allowed to settle in depressions and shall be brushed out to a satisfactory degree as determined by Consultant.

6.6.4 Mortar shall be placed at such a rate that it can be brushed over the surface just in advance of placement of concrete only as much area shall be covered with mortar as can be covered with concrete before initial set in the mortar takes place. The amount of mortar that will be permitted to be placed at any one time, or the area which is to cover, shall be in accordance with directions of Consultant in-charge.

6.6.5 Staging shall be checked for its soundness as a whole and for adequacy of the joints and its foundations. Formwork joints shall be inspected for soundness of connections. All joints shall be either vertical or horizontal and shall be such as to avoid loss of liquid through the formwork.

7.0 FORMWORK AND STAGING

7.0.1 The Contractor shall supply, fabricate, erect and dismantle (after use) all staging that is required for all activities covered under the specifications. He shall prepare the scheme and submit along with the supporting calculations for approval of the Consultant.

7.0.2 Prior to construction of form work for any item where soil will not act as

bottom form, approval shall be obtained from Consultant as to the suitability of the soil.

7.1 Materials 7.1.1 Formwork shall compose of steel, best quality wood or non-absorbant -type

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plywood. Timber shall be free from significant knots and shall be of medium grain as far as possible and hard woods shall be used as caps and wedges under or over posts. Timber shall be well seasoned, free from sap, shakes, worm holes, warps or other surface defects and shall have smooth finish.

7.1.2 Staging, unless specified otherwise, shall generally be of mild steel tubes, steel beams and channels etc. or strong sal ballies 150 mm in diameter or above. Bamboos, small diameter ballies etc., shall not be used unless approved by the Consultant in specific cases.

7.2 Classification of formwork

7.2.1 Ordinary: This shall be used in places where ordinary surface finish is required and shall compose of steel and/or approved good quality seasoned wood. Plywood shuttering can also be used by the Contractor.

7.2.2 Plywood: This shall be used in exposed surfaces as shown on drawings or as directed by the Consultant where a specially, good finish is required. Such surfaces shall be formed using approved brand of heavy quality water resistant plywood to produce a perfectly levelled, uniform and smooth surface. Reuse of such forms may be permitted only after inspection and approval by the Consultant, for each such reuse.

7.3 Quality of formwork and staging

7.3.1 Formwork shall consist of all materials required for forming the boxing to pour concrete, Including steel/wood/plywood forms, ties, anchors, hangers, inserts, etc. Formwork shall be so constructed that vertical and horizontal adjustments can be made as required. The design and Consultanting of formwork including staging as well as its erection and dismantling shall be the responsibility of the Contractor.

7.3.2 The staging shall be true and rigid and thoroughly braced in both directions as well as cross braced, strutted and propped such that it will not deform unduly under weight of concrete and other loads due to men, equipment, etc. Vertical members or props should not be supported on an unpropped lower suspended floor or beam unless it is ensured by the Contractor that the lower floor or beam can safely carry the loads. No propping shall take place until the Consultant’s approval has been given to the Contractor’s scheme submitted along with supporting calculations.

7.3.4 The forms and staging shall be sufficiently strong to carry without undue deformation, the dead weight of the concrete as a liquid as well as anticipated working loads. Where the concrete is vibrated, the formwork shall be strong enough to withstand the effects of vibration, without

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appreciable deflection, bulging. distortion or loosening of its components. The joints in the formwork shall be sufficiently tight to prevent any leakage of mortar. The formwork shall be such as to ensure a smooth uniform surface free from honeycombs, air bubbles, bulges, fins and other blemishes. Any blemish or defect found on the surface of the concrete, must be brought to the notice of the Consultant immediately and rectified as directed by him.

7.3.5 To achieve the desired rigidity, ample studs, braces, bolts, spacer blocks,

wires, clamps, ties, straps, shores, etc. shall be used to hold the form in proper position without undue distortion. These shall be approved by the Consultant but they must in no way impair the strength of concrete or leave stains or marks on the finished surface. Where there are chances of these fixtures being embedded, only mild steel or concrete of adequate strength shall be used. Bolts passing completely through liquid and or earth retaining walls/slabs, basement walls etc. for the purpose of securing and aligning the formwork, shall not be permitted.

7.3.6 For exposed interior and exterior concrete surfaces of beams and columns, plywood : other approved forms thoroughly cleaned and tied together with approved corrosion resistant devices shall be used. Rigid care shall be exercised ensuring that all column forms are plumb and true and thoroughly cross braced to keep them so.

7.3.7 Bevelled strips 25x25 mm shall be provided to form angles and in corners of columns and beam boxes for chamfering of corners if shown on drawings or directed by the Consultant. Temporary openings for cleaning, inspection and for pouring concrete shall be provided at the base of vertical forms and at other places, where these are necessary and as may be directed by the Consultant. The temporary openings shall be so formed that they can be conveniently closed rigidly when required and must not leave any mark on the concrete.

7.3.8 If it is so desired by the Consultant, the Contractor shall prepare, before commencement of the actual work, designs and drawings for formwork and staging and get them approved by the Consultant. Formwork shall -be so designed and positioned that it can be removed without damage to concrete.

7.3.9 The Contractor shall maintain necessary camber in centering for all floor slabs and beams in all spanning directions, so as to offset the deflection and assume correct shape. The camber shall have the crown of not less than 8 mm for every 5 metres span unless otherwise shown on the drawings. For cantilever, camber at free end shall be 1 in 100.

7.3.10 The Contractor shall provide the shuttering for complete stretch of work upto expansion joints for the structures like shell, folded plate etc. and/or as directed by the Consultant.

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7.4 Cleaning and treatment of forms

7.4.1 All forms shall be thoroughly cleaned of old concrete, wood shavings, saw dust, dirt and dust sticking to them before these are fixed in position. All rubbish, loose concrete, chippings, shavings, saw dust etc. shall be scrupulously removed from the interior of the forms before concrete is poured. Wire brushes, brooms, compressed air jet and/or water jet etc. shall be kept handy for cleaning, if directed by the Consultant.

7.4.2 Before formwork is placed in position, the form surfaces, that will be in

contact with concrete shall be treated with approved non-staining oil or composition which is insoluble in water and not injurious to concrete. Care shall be taken that the oil or composition does not come in contact with reinforcing steel or stain the concrete surfaces. Burnt oil shall not be allowed to be used specially where the concrete surface will require finishing and/or plaster.

7.5 Removal of forms

7.5.1 The Contractor shall begin the removal of formwork only after approval of the Consultant. He shall place on record the dates on which the concrete is placed in different parts of the work and the dates of the removal of formwork there from. This record shall be checked and countersigned by the Consultant. The Contractor shall be responsible for the safe removal of formwork but the Consultant may delay the time of removal if he considers it necessary. Any work showing signs of damage through premature removal of formwork, shall be entirely removed and reconstructed by the Contractor at no extra Cost to Owner.

7.5.2 The formwork shall be so designed and erected that the forms for slabs and the sides of beams, columns and walls may be removed first, leaving the beam bottoms and their supports in position. Re-propping of beams shall not be done except with the approval of the Consultant. Formwork for columns and walls at each stage of concreting shall be erected only upto the particular lift of construction. Wedges, spacer bolts, clamps or other suitable means shall be provided to allow accurate adjustment of the formwork and to allow it to be removed gradually without jerking the concrete.

7.5.3 Forms of various types of structural components shall, under normal circumstances, not be removed before the minimum periods specified in Cl. 11.3 of IS:456, which shall also be subject to the approval of the Consultant. However, in any case formwork shall not be struck until the concrete has reached a strength, at least twice that of the stress to which the concrete may be subjected -to at the time of removal of forms. The removal of form work shall generally be as per the following guidelines:

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Part of Structure

Earliest Concrete age at stripping Ordinary Portland cement concrete

Portland Pozzolana cement concrete

Walls, columns and vertical sides of beams

16 to 24 hours or as directed by the Consultant-.

3 days

Slabs (Props left under) 3 days 7 days

Beam soffits (Props left under) 7 days 10 days

Removal of props to slabs

i) Spanning up to 4.5 m.

ii) Spanning over 4.5 m.

7 days

14 days

10 days

14 days

Removal of props to beams and arches

i) Spanning up to 6 m.

ii) Spanning over 6 m.

14 days

21 days

14 days

21 days

Cantilever slabs 14 days 14 days

7.5.4 The number of props left under, their sizes and disposition shall be such as to be able to safely carry the full dead load of the slab, beam or arch as the case may be together with any live load likely to occur during curing or further construction.

7.5.6 Where the shape of the element is such that the formwork has reentrant angles, the formwork shall be removed as soon as possible after the concrete has set, to avoid shrinkage cracking occurring due to the restraint imposed.

7.5.7 Contractor shall record on the drawings or a special register, the date up in which the concrete is placed in each part of the work and the date on which the shuttering is removed there from.

7.5.10 In case of cantilever slabs, the removal of forms shall begin from the

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outer edge and proceed towards the support, where as in the case of slabs supported on two/four sides, the removal of forms shall begin from centre to supports.

7.5.11 The formwork shall be so made as to produce a finished concrete, true to shape, lines, plumb and to dimensions as shown on the drawings. The Consultant may call for finished work at any time to set standards of workmanship. Once approved, these will become the accepted Sample.

7.5.12 In case PPC/PSC is used instead of OPC, the removal of shuttering/ support shall be after 50% more time from that being applied for OPC, unless otherwise permitted by the Consultant. For concrete temperature above 40°C, stripping time shall be increased.

7.5.13 In case of special structures, such as shells, folded plates, etc, the

sequence of removal of forms shall be as per drawings or as directed by EIC.

7.6 Re-use of forms Before reuse, all forms shall be thoroughly scraped, cleaned, all nails and adhering substances removed, holes and leaks satisfactorily plugged, joints examined and where necessary repaired and inside surfaces treated as specified herein before. Formwork shall not be used/re-used, if declared unfit or unserviceable by the Consultant.

7.7 Dimensional Tolerance for Formwork 7.7.1 Tolerances is a specified permissble variation from lines, grade or dimensions given in drawings. Unless otherwise specified, the following tolerances will be permitted.

Footings for columns, piers, walls, buttresses and similar members

1 Variation of dimensions in plan (+) 50 mm./(-) 10 mm

2 Misplacement or eccentricity 2% of footing within the direction of misplacement but not more than 50 mm

3 Reduction in thickness 5% of specified thickness subject to a maximum of 50 mm.

In case of inclined surfaces, the deviation in the alignment of inclined surfaces, shall not exceed 3 mm with reference to the theoretical alignment, for a length of 1000 mm measured vertically, subject to a maximum of 10 mm.

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8.0 REINFORCEMENT PLACEMENT

8.0.1 All reinforcement for concrete works shall be provided as per the drawings or as indicated in the schedule of items. The Contractor shall prepare and furnish to the Consultant, bar bending schedules for all RCC works for his review and approval. No work shall commence without the approval of the bar bending schedules by the Consultant in writing.

8.0.2 The contractor shall plan the procurement of steel well in advance and complete the surface treatment, if specified in a planned manner. In case of non availability of certain diameters Consultant may permit substitution of bars. However such substitutions shall be the last resort and shall not be a reason for delay. The Contractor shall modify the bar bending schedule, and specific approvals of Consultant obtained.

8.0.3 All bars shall be thoroughly cleaned before being fabricated. Pitted and defective bars shall not be used. All steel for reinforcement shall be free from loose scales, rust coatings, oil, grease, paint or other harmful matters immediately before placing the concrete. To ensure this, reinforcements with rust coatings shall be cleaned thoroughly before bending/placement of the same.

8.1 Bending and placing

8.1.1 Bending shall be as under:

a) Reinforcing bars supplied bent or in coils, shall be straightened before these are cut to size. Straightening of bars shall be done in cold and without damaging the bars. This is to be considered as a part of reinforcement bending and fabrication work.

b) Unless otherwise specified, reinforcing steel shall be bent in accordance with procedure specified in lS:2502 and/or as approved by the Consultant. Bends and shapes shall comply strictly with the dimensions shown on the approved bar bending schedules and they shall be rechecked by the Contractor before bending and he shall be entirely responsible for their correctness. Bars correctly bent, shall only be used. Unless specified otherwise or directed by the Consultant, the detailing of reinforcement shall be in accordance with lS:5525 and SP:34.

c) Bending of longitudinal bars for laps shall be done with 1:6 slopes. The ends

of column bars at the top of columns shall be bent horizontally at the just below the beam bars permitting full development length of beam bars. The beam column junction reinforcement shall be tied by U-stirrups to develop full moment connection with good confined concrete.

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d) No reinforcement shall be bent when in position in the work without approval of the Consultant, whether or not it is partially embedded in concrete. Where reinforcement bars are bent aside, at construction joints and afterwards bent back into their original positions, care shall be taken to ensure that, at no time, the radius of the bend is less than 4 times the bar diameters for plain mild steel or 6 times the bar diameters for deformed bars. Care shall also be taken while bending back bars, to ensure that the concrete around the bar is not damaged.

e) Welding of bars to obtain continuity shall not be allowed, particularly for cold twisted bars, unless specifically approved by the Consultant. If welding is approved, the work shall be carried out as per IS:2751 and lS:9417, according to the best practice and as directed by the Consultant.

8.1.2 Placing in Position shall be as under:

a) Spacing of bars shall be as indicated in the drawings. Minimum distance between reinforcing bars shall be in accordance with clause 26.3.2 of IS:456.

a) All reinforcement shall be accurately fixed and maintained in position as shown on the drawings by such approved means as steel chairs, and/or concrete spacer blocks as per IS:2502. Bars intended to be in contact at crossing points, shall be securely bound together at all such points by two numbers annealed steel wire of 0.9 mm to 1.6 mm size conforming to IS:280 in such a manner that they do not slip over each other at the time of fixing & concreting. The tying of bars shall be in criss-cross manner.

b) Binders shall tightly embrace the bars with which these are intended to be in

contact and shall be securely held. The vertical distance between successive layers of bars shall be maintained by provision of spacer bars. These shall be so spaced that the main bars do not sag perceptively between adjacent spacers. Bundled bars shall be provided wherever shown on the drawing to facilitate concreting. Location of laps and development lengths, shall be as indicated on the drawings or as directed by Consultant.

c) The placing of reinforcement shall be completed well in advance of concrete pouring. The reinforcement shall be checked by the Consultant, for accuracy of placement and cleanliness. Necessary corrections, as directed by the Consultant shall be carried out. Care shall be taken to ensure that projecting ends of ties and other embedded metal do not encroach into the concrete cover. Where concrete blocks are used for ensuring the cover and positioning of reinforcement, these shall be made of mortar 1:2 (1 cement:2 sand) by volume and cured for at least seven days. The sizes and locations of the concrete blocks shall be approved by the Consultant. The 28 days crushing strength of cover blocks shall be at least equal to the specified strength of concrete in which the blocks will be embedded.

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d) Laps and anchorage length of reinforcing bars shall be in accordance with IS:456, unless otherwise specified. If the bars in a lap are not of the same diameter, the smaller diameter will guide the lap length. Laps shall be staggered as far as practicable and as directed by the Consultant and not more than 50% of bars shall be lapped at a particular section. Mechanical connections, for splicing reinforcement bars in congested locations may be used by the Contractor, only if approved by the Consultant. Reinforcement bars shall not be lapped unless the length required exceeds the maximum available lengths of bars at site.

e) Unless otherwise specified by the Consultant-, reinforcement shall be placed within the following tolerances :

Tolerance in spacing

For effective depth 200 mm or less + 10 mm

For effective depth more than 200 mm. + 15 mm

8.2 Cover to reinforcement

8.2.1 The correct cover shall be maintained by cement mortar briquettes are other approved means. Reinforcement for footings, grade beams and slabs on sub grade shall be supported on precast concrete blocks as approved by the Consultant-. The use of pebbles or stones shall not be permitted.

8.2.2 Unless shown otherwise on the drawings, minimum clear concrete cover for reinforcement (exclusive of plaster or other finishes) shall be as follows:

a) At each end of a reinforcing bar, not less than 25 mm, nor less than twice the bar diameter,

b) For a longitudinal reinforcing bar in a column, 40 mm or bar diameter whichever is more. 25 mm cover may be adopted for columns of minimum dimension 200 mm or under and with longitudinal reinforcement diameter not exceeding 12 mm.

c) For longitudinal reinforcing bars in a beam, not less than 25 mm or less than the bar diameter.

d) For reinforcement in slabs and walls; not exposed to weather or

ground not less than 15 mm nor less than the bar diameter.

e) For bottom reinforcement in footings; 75 mm, if concrete is laid against the ground or 50 mm if laid on a layer of lean concrete.

f) For retaining walls, grade beams, top and sides of footings and similar surfaces exposed to weather or ground; 50 mm for bars larger than 16 mm and 40 mm for bars upto 16 mm.

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g) For liquid retaining structures; 40 mm or diameter of main bar, whichever is larger.

h) For any other reinforcement not less than 15 mm, nor less than the

diameter of such bar.

8.2.3 Special requirements in corrosive atmosphere: Unless special protective coatings are used, the following measures shall be adopted for structures exposed to sever conditions.

a) Increased cover thickness may be provided when surfaces of concrete members are exposed to the action of harmful chemicals, acid vapour, saline atmosphere, sulphur smoke, etc. such increase may be between 15 to 50 mm beyond the figures indicated above as may be specified by consultant.

b) For reinforced concrete members totally immersed in sea water, the cover shall be 40 mm. more than specified in 8.2.2

c) For reinforced concrete members, periodically immersed in sea water or subject to sea spray, the cover of concrete shall be 50 mm. more than that specified in 8.2.2.

d) For concrete of grade M 25 and above, the additional thickness of cover specified in (a), (b) and (c) above may be reduced to half. In all such cases the covers should not exceed 75 mm.

e) Protection to reinforcement in case of concrete exposed to harmful surroundings may also be given by providing a dense impermeable concrete with approved protective coating, as specified on the drawings. In such case the extra cover, mentioned in (c) and (d) above, may be reduced by the Consultant-, to those shown on the drawing.

Unless otherwise specified the tolerance for cover from the required nominal cover shall not deviate by (+) 10/ (-) 0 mm.

1.2.4 The bars shall be kept in correct position by the following methods :

a) In case of beam and slab construction precast cover blocks in cement mortar 1 : 2 (1 cement : 2 coarse sand) about 4 x 4 cm section and of thickness equal to the specified cover shall be placed between the bars and shuttering so as to secure and maintain the requisite cover of concrete over reinforcement.

b) In case of cantilevered and doubly reinforced beams or slabs, the vertical distance between the horizontal bars shall be maintained by introducing chairs spacers or support bars of steel at 1.0 metre or at shorter spacing to avoid sagging.

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c) In case of columns and walls the vertical bards shall be kept in position by means of timber templates with slots accurately cut in them; or with block of cement mortar 1 : 2 (1 cement : 2 coarse sand) of required size suitably tied to the reinforcement to ensure that they are in correct position during concreting.

d) In case of other R.C.C. structure such as arches domes, shells, storage tanks etc. a combination of cover blocks, spacers and templates shall be used as directed by Consultant-.

8.3 Inspection & testing

8.3.1 Erected and secured reinforcement shall be inspected and approved by Consultant-prior to placement of concrete.

8.3.2 Sample bent bars shall be checked to ensure that they conform to the bar bending schedules. Reinforcement in position shall be checked for proper positioning, and rigidity, cover, spacing of bars, placement of chairs and spacers. etc. Also it shall be checked that all bars at crossings are properly tied.

8.3.3 Each batch of reinforcement procured shall be accompanied with

manufacturer’s test certificate. In addition, Consultant may direct the reinforcement to be tested independently. Reinforcement shall tested in reputed testing laboratory, approved by Consultant. The frequency of testing shall be as stipulated by Consultant. The cost of testing shall be borne by the contractor.

9.0 EMBEDDED PARTS 9.0.1 Embedded steel parts shall be supplied, fabricated and erected by the

Contractor as as indicated in drawings. 9.0.2 Embedded steel parts shall be supplied, fabricated and erected by

the contractor and shall include items such as, but not limited to, foundation grillages, anchor bolts, pipe sleeves, equipment mounting plates, steel rolled sections with or without properly welded lugs, plate inserts, edge protection angles, as shown on the drawings, auxiliary framing for equipment supports, pegstay plugs for door and window frames, miscellaneous frames, etc. Cold worked deformed steel bars shall not be used for lugs.

9.1 Foundation bolt assembly

9.1.1 Foundation bolt assembly shall comprise of foundation bolts, stiffener plates, washers, nuts, lock nuts, pipe sleeves, etc. Contractor’s scope shall include supply, fabrication, erection and installation in position as per drawings.

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9.1.2 The fabrication and erection of bolt assemblies shall include threading,

cutting, grinding, drilling, welding, etc. complete. The bolts shall have coarse pitch screw thread in the diameter range, 8 to 64 mm and 6 mm pitch screw for diameter greater than 64 mm, as per IS : 4218.

9.1.3 For fabrication of any particular size of bolt indicated on the drawing, the diameter of the threaded portion of the bolt shall be considered as the diameter of the bolt unless otherwise mentioned in the drawings.

9.1.4 Fabrication & erection shall be carried out as per lS:800. Welding shall conform to IS:816 and IS:9595,

9.1.5 Every bolt shall be provided with a steel washer, under the nut. The washer shall be flat and minimum outside inscribed circle have a diameter 2.50 times that of the bolt and of suitable thickness. All nuts shall be of steel with well formed hexagonal heads, unless specified otherwise, forged from solid metal and shall be dipped in hot boiled linseed oil as soon as these are made. The nuts shall fit good on the bolts.

9.1.6 During erection, the Contractor shall provide necessary template, temporary bracings, supports, etc. to ensure proper positioning of the assemblies and holding them firmly during concreting or until they are grouted and the grout has set. All materials shall be erected in plumb and in level (unless otherwise specified) and at true locations as shown on the drawings. Threads shall be protected by using PVC tape. All threads for bolts and inserts shall be greased at intervals and kept covered to prevent damage.

9.2 Embedded plates, pipes, etc..

9.2.1 The Contractor shall fabricate, transport to site and erect accurately in position all embedded steel parts either by welding, bolting or any other means as approved by the Consultant. Exposed surfaces of embedded parts other than holding down bolts, unless otherwise stated, are to be painted with two coats of approved anticorrosive paint (as per lS:2074) and/or bituminous paint as directed. The threads of holding down bolts shall be greased and protected with waterproof tape.

9.2.2 During erection, the Contractor shall provide necessary strong temporary bracings and supports to ensure proper installation of the embedded parts which shall be erected at the true location as shown on the drawings and these shall be in plumb and level (unless otherwise shown on drawings). The Contractor shall furnish the Consultant with fabrication and assembly drawings prepared for

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embedded steel parts showing the erection procedure, for major items, wherever necessary.

9.2.3 Fabrication & erection shall be carried out as per IS: 800. Welding rods & site/field welding shall conform to IS: 816 and IS: 9595. IS:7634 (part-Ill) shall be followed for PVC pipe works.

9.2.4 Exposed surfaces of embedded materials shall be painted with one coat of anticorrosive paint or bituminous paint, as desired, without any extra cost to the Owner. If welding is to be done subsequently on the exposed surfaces of the embedded parts, the painting for a length of 50 mm beyond each side of the weld line shall be cleaned off

10.0 MIXING OF CONCRETE

10.0.1 Concrete shall be mixed in a mechanical mixer conforming to IS:1791. However, mixing shall preferably be done at a single central batching plant, conforming to IS:4925, situated within the area allocated for the Contractor’s particular use as directed by the Consultant. The plant shall have a mechanically operated mixer of an approved size and type, capable of ensuring a uniform distribution of the materials throughout the mass and the mass is uniform in colour and consistency.

10.0.2 Water shall not be added into the drum of the mixer, until all the cement and aggregates constituting the batch are already in the drum and dry mixed for at least one minute and are uniformly distributed. Water shall then be added and mixing of each batch shall be continued until there is a uniform distribution of the materials and the mass but in no case shall mixing be done for less than one and half minutes and for at least 40 revolutions after all the water and materials are in the drum. When absorbent aggregates are used or when the mix is very dry, the mixing time shall be extended as directed by the Consultant. Mixers shall not be loaded above their rated capacity as this prevents thorough mixing.

10.0.3 The entire contents of the drum shall be discharged before the ingredients for the next batch are fed into the drum. No partly set or remixed or excessively wet concrete shall be used and it shall be immediately removed from site. Each time if the work stops for more than 30 minutes, the mixer shall be thoroughly cleaned and when the next mixing commences, the first batch shall have 10% additional cement.

10.0.4 All plain concrete should be preferably mixed in a drum type powder driven machine with a loading hopper which will permit the accurate

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measure of various ingredients. In exceptional circumstances and/or work in remote areas, hand mixing may be allowed by the Consultant, subject to adding 10% extra cement at no extra cost to Owner. The mixing shall be carried out on watertight platform and mixing shall be continued till a uniform colour and consistency of the mix is achieved.

10.1 Batching of Concrete

10.1.1 Cement shall always be batched by weight. A separate weighing device shall be provided for weighing cement. Where the weight of cement is determined by accepting the weight per bag, number of bags shall be weighed separately to determine the average net weight of cement per bag and the same shall be checked regularly.

10.1.2 Aggregates shall always be batched by weight.In particular cases, or where weigh-batching is not possible proportioning by volume batching may be allowed by the Consultant, provided Contractor guarantees the uniformity of aggregates through out the period of construction. For this purpose, the Contractor shall submit to the Consultant sufficient data indicating the weight/volume relationship of aggregates for different types of concrete and after such approval, periodic checks on the weight/volume relationship of the aggregates shall be made by the Contractor to the satisfaction of the Consultant.

10.1.3 Where the aggregates are moist and volume batching is adopted, allowance shall be made for bulking in accordance with IS 2386 (Part-III). Suitable adjustments shall be made for the variation in the weight of aggregates due to variation in their moisture contents.

10.1.4 Water may be measured either by weight or by volume. When measured by volume, it shall be by well calibrated conical shaped jar or vessel or from a calibrated tank fitted to the mixer. It is very important to maintain the water cement ratio constant at its correct value. For the correct determination of amount of water to be added in the concrete mix, to maintain the water cement ratio constant, the amount of moisture content in both coarse and fine aggregates shall be taken into consideration, be as frequently as possible. The frequency for a given job being determined by the Consultant according to weather conditions.

10.1.5 Any solid admixture, to be added, shall be measured by weight, but liquid or semi-liquid admixture may be measured by weight or volume.

10.1.6 The accuracy of batching shall be within the following tolerance:

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10.2 Ready mix concrete supplied by commercial ready mix concrete plants shall be used only with the approval of EIC. No extra will payable on this account on account of providing Ready mix concrete for various jobs.

11.0 TRANSPORTATION OF CONCRETE

11.0.1 Concrete shall be handled and conveyed as rapidly as practicable, from the place of mixing to the place of final laying, by approved means, before the initial setting of the cement starts. Concrete shall be conveyed in such a way that there is no segregation or loss of any of the ingredients and maintaining the required workability. If segregation does occur during transport, the concrete shall be remixed. During very hot or cold weather, if directed by the Consultant, concrete shall be transported in deep containers which will reduce the rate of water loss by evaporation in hot weather and heat loss in cold weather, at no extra cost to Owner.

11.0.2 Conveying equipment for concrete shall be mortar tight, well maintained and thoroughly cleaned before commencement of concrete mixing. Such equipment shall be kept free from set concrete. Chutes shall not be used for transport of concrete without the written permission of the Consultant. The chute in case permitted to be used shall be of such size and design as to ensure practically continuous flow. Slope of the chute shall be so adjusted that the concrete flow without the use of an excessive quantity of water and without segregation of its ingredients. The delivery end of the chute shall be as close as possible to the point of deposit.

11.0.3 Concrete may be conveyed and placed by mechanically operated equipment, e.g. pumps or pneumatic placers only with the written permission of the Consultant, who shall also review the entire scheme for which comprehensive details shall be furnished by the Contractor.

11.0.4 All equipment used for mixing, transporting and placing of concrete shall be maintained in clean condition. All pans, buckets, hoppers, chutes, pipe lines and other equipments shall be thoroughly cleaned after each period of placement.

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12.0 CONCRETE PLACING

12.1.0 Final inspection and approval prior to concrete placement:

12.1.1 Before the concrete is actually placed in position, the inside of the form work shall be inspected to see that they have been cleaned and oiled. Temporary openings shall be provided to facilitate inspection, especially at bottom of columns and wall forms, to permit removal of saw dust, wood shavings, binding wire, rubbish, dirt etc., Opening shall be placed or holes drilled so that these materials and water can be removed easily. Such openings / holes shall be later suitably plugged.

12.1.2 The various traders shall be permitted ample time to install drainage and plumbing lines, floor and trench drain, conduits, hangers, anchors, inserts, sleeves, bolts, frames and other miscellaneous embedments to be cast in the concrete as indicated on the drawing or as necessary for the proper execution of the work. All such embedments shall be correctly positioned and securely held in the forms to prevent displacement during depositing and vibrating of concrete.

12.1.3 Prior to concrete placement, all works shall be inspected and approved by Consultant , and if found unsatisfactory, concrete shall not be poured until all defects have been corrected at contractors cost. Approval by Consultant of any and all materials and work as required herein shall not relieve contractor from his obligations to produce sound concrete in accordance with the drawings and specifications

12.1.4 Formwork and reinforcement shall be approved in writing by the

Consultant before concrete is placed. Concrete shall be placed only after all preparations for casting have been approved by the Consultant and approval given to proceed with the casting in writing on pour card to be maintained by the Contractor for this purpose and to be submitted alongwith the Contractor’s bills.

12.2 Placement

12.2.1 Concrete shall be placed and compacted in its final position before the cement reaches the initial set and normally concrete shall be compacted in its final position within 30 minutes of leaving the mixer.

12.2.2 Where direct placement is not possible, the Contractor shall provide

suitable arrangements such as chutes, tremie, elephant trunks, etc. to confine the movement of concrete as directed by the Consultant. Concrete shall not be dropped from a height or handled in a manner which may

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cause segregation. 12.2.3 If concrete is placed by pumping, the consistency shall be the minimum

necessary for such conveyance of concrete. Before commencement of regular pumping, the pipeline shall be lubricated by cement mortar (1:2), and once pumping commences, stoppages shall be avoided.

12.2.4 The placing of concrete shall be a continuous operation with no interruption in excess of 30 minutes between the placing of continuous portions of concrete. Concrete shall be placed in continuous horizontal layers of 150 mm or higher thickness as directed by the Consultant and thoroughly compacted before placing next layer. The thickness of each layer shall be such that it will be deposited before the previous layer has stiffened. When placing concrete through reinforcing steel, care shall be taken to prevent segregation of the coarse aggregates.

12.2.5 Slabs, beams and similar members shall normally be poured in one

operation. In special circumstances, with the approval of the Consultant, these can be poured in horizontal layers, but it must be ensured that the under layer is not already hardened. Bleeding of under layer, if any, shall be effectively removed. Moulding, throating, drip course, etc. shall be poured as shown on the drawings or as desired by the Consultant.

12.2.6 Mass Concrete shall be poured in lifts not exceeding 1.0 m in height

unless otherwise indicated on drawings or as directed by the Consultant. Horizontal lift shall not be more than 150 cm in thickness, according to provision of IS:457.

12.2.7 No concrete shall be placed in wet weather or an a water covered surface.

Any concrete that has been washed by heavy rain shall be entirely removed, if there is any sign of cement and sand having been washed away from the concrete mixture. To guard against damage which may be caused by rain, the works shall be covered with tarpaulins immediately after the concrete has been placed and compacted before leaving the work unattended. Any water accumulating on the surface of the newly placed concrete shall be removed by approved means and no further concrete shall be placed thereon until such water is removed. To avoid flow of water over / around freshly placed concrete, suitable drains and sumps shall be provided.

12.2.8 Concrete, when deposited, shall have a temperature of not less than 5

degrees Centigrade and not more than 40 degree Centigrade. When depositing concrete in very hot weather, precautions shall be taken so that the temperature of wet concrete does not exceed 40 degrees Centigrade while placing. This shall be achieved by stacking aggregates under the shade and keeping them moist, using cold water, reducing the time between mixing by sprinkling water, starting curing before concrete dries out, etc. However, before mixing/placing concrete, when the above temperature conditions vary on either side, approval of the Consultant shall be obtained for the method of execution.

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12.2.9 Concrete must be placed in its final position before it becomes too stiff to work. On no account water shall be added after the initial mixing. Concrete which has become stiff or has been contaminated with foreign materials and which has not been placed within half an hour of mixing water with cement shall be rejected.

12.2.10 For members involving vertical placing of concrete (eg. Columns, walls, etc.), each lift shall be deposited in horizontal layer extending the full width between shutterings and of such depth that each layer can be easily and effectively vibrated and incorporated with the layer before by means of compaction.

12.2.11 Should any unforeseen occurrence results in a stoppage of concreting for one hour or such other time as might allow the concrete, already placed, to begin to set before the next batches can be placed, the Contractor shall make at his own cost, suitable tongue, and groove construction joint, as approved by the Consultant. Any additional reinforcement required as directed by the Consultant shall also be provided by the Contractor at his own cost. Before placement of new batches of concrete over that construction joint, the surface preparation according to this specification stipulated earlier, shall be done by the Contractor at his own cost.

12.3 Work in Extreme Weather Conditions: 12.3.1 During hot weather (atmospheric temperature above 40 degree

centigrade) or cold weather (atmospheric temp at 5 degree centigrade and below) the concreting shall be done as per the procedures and precautions set out in lS:7861 (Parts I and II)

12.3.2 All concrete work performed in hot weather shall be in accordance with IS :456, except as herein modified. Admixtures may be used only when approved by Consultant.

12.3.4 Adequate provision shall be made to lower concrete temperatures by cool ingredients, eliminating excessive mixing, preventing exposure of mixers and conveyers to direct sunlight and the use of reflective paint, on mixers etc., The temperature of the freshly placed concrete shall not be permitted to exceed 300 deg.C.

12.3.5 Aggregate shall be stock piled in shade and prevented from direct sun rays. Spraying stock piles with water, use of cold water available and

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burying, insulation, shading and / or painting white the pipe lines and water storage tanks and conveyances.

12.3.6 In order to reduce loss of mixing water, the aggregates, wooden forms, subgrade, adjacent concrete and other moisture absorbing surfaces, shall be well wetted prior to concreting placement and finishing shall be done as quickly as possible.

12.3.7 Extra precautions shall be taken for the protection and curing of concrete, Consideration shall be given to continuous water curing and protection against high temperatures and drying hot wind for a period of at least 7 days after concrete has set and after which normal curing procedures may be resumed.

12.4 Placing concrete under water :

12.4.1 Under all ordinary conditions all foundations shall be completely de-watered and concrete placed on the dry surface. However, when concrete placement under water is necessary, all work shall be executed in accordance with clause 14.2 of IS :456

13.0 COMPACTION

13.0.1 After the concrete has been placed, it shall be spaded and thoroughly

compacted by approved mechanical vibrators to a maximum subsidence without segregation and thoroughly worked around reinforcement or other embedded fixtures into the correct form and shape. Hand tamping in some cases may be allowed subject to the approval of the Consultant. Care must be taken to ensure that the inserts, fixtures, reinforcement and formwork are not displaced or disturbed during placing of concrete.

13.0.2 Vibrators shall penetrate both the layer poured and the under layer to ensure good bond and homogeneity and to prevent the formation of cold joints. Immersion vibrators shall not be allowed to come in contact with steel reinforcement after start of initial set. Also, they shall not be allowed to come in contact with forms or finished surfaces.

13.0.4 Immersion vibrators shall have a ‘no load’ frequency, amplitude and

acceleration as per lS:2505 depending upon the size of the vibrator. Immersion vibrators shall be operated by experienced men. These vibrators shall be immersed not more than 450 mm apart and withdrawn when air bubbles cease to come to the surface. Such vibrators shall in no case be used to push concrete inside the forms and vibrators shall be withdrawn slowly.

13.0.5 Whenever vibration has to be applied externally, the design of formwork

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and the disposition of vibrators shall receive special consideration to ensure efficient compaction and to avoid surface blemishes. Surface vibrators and form attached vibrator shall not be permitted under normal conditions. Their use shall require written approval of the Consultant.

14.0 PROTECTION AND CURING OF CONCRETE 14.1 Protection: 14.1.1 Newly placed concrete shall be protected by approved means from rain,

sun and wind. Concrete placed below ground level, shall be protected from falling earth, during and after placing. Concrete placed in ground Containing any deleterious substances, shall be kept free from contact with such ground or with water draining from such ground, during placing of concrete and for a period of at least three days or as otherwise instructed by the Consultant.

14.1.2 The ground water around newly poured concrete shall be kept down to an approved level by pumping or other approved means of drainage. Adequate steps shall be taken to prevent floatation or flooding. Steps, as approved by the Consultant, shall be taken to protect immature concrete from damage by debris, excessive loading, vibration, abrasion, mixing with earth or other deleterious materials, etc. that may impair the strength and durability of the concrete.

14.2. Curing: 14.2.1 As soon as the concrete has hardened sufficiently, it shall be kept in a

damp or wet condition by ponding or by covering with a layer of sacking, canvas, hessian or similar materials and kept continuously wet for at least seven days after final setting. This period may be extended, at the discretion of the Consultant, upto fourteen days. Curing of horizontal surfaces exposed to drying winds shall begin immediately after the concrete has hardened. Concrete slabs and floors shall be cured for the periods mentioned above by flooding with water of minimum 25 mm depth.

14.2.2 Quantity of water applied shall be such as to prevent erosion of freshly

placed concrete.

14.2.3 Approved curing compounds may be used in lieu of moist-curing with the permission of the Consultant. However, such permission may be granted only in specific cases. Such compounds shall be applied to all exposed surfaces of the concrete, as soon as possible after the concrete has set. Curing compounds shall be liquid type while pigmented, conforming to U.S. Bureau of Reclamation Specification. No curing compound shall be used on surface where future blending with concrete, water or acid proof membrane or painting is specified.

15.0 REPAIRING AND FINISHING OF CONCRETE SURFACES

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15.1 Inspection and repair of concrete surfaces:

15.1.1 Immediately after the shuttering is removed, the surface of concrete shall be inspected very carefully for all defects. Consultant who may permit patching of the defective areas or else reject the concrete unit either partially or entirely.

Holes left by form bolts etc., shall be filled up and made good with mortar composed of one part of cement to one and half parts of sand passing through 2.36 mm IS sieve after removing any loose stones adhering to the concrete. Mortar filling shall be struck off flush at the face of the concrete. Concrete surface shall be finished as described under the particular item of work.

Superficial honey combed surfaces and rough patches shall be similarly made good immediately after removal of shuttering, in the presence of Consultant and superficiant water and air holes shall be filled in. The mortar shall be well worked into the surface with wooden float. Excess water shall be avoided. Unless instructed otherwise by Consultant , the surface of the exposed concrete placed against shuttering shall be rubbed down immediately on removal of shuttering to remove fine or other irregularities, care being taken to avoid damaging the surfaces. Surface irregularities shall be removed by grinding.

If reinforcement is exposes or the honey combing occurs at vulnerable position e.g. ends of beams or columns, it may be necessary to cut out the member completely or in part and reconstruct. The decision of Consultant shall be final in this regard. Rejected concrete shall be removed and replaced by Contractor at no additional expense.

If only patching is necessary, the defective concrete shall be cut out till solid concrete is reached (or to a minimum depth of 25 mm), the edges being cut perpendicular to the affected surface or with a small under cut if possible, anchors, tees or dowels shall be provided in slots whenever necessary to attach the new concrete securely in place. An area extending several centimetres beyond the edges and the surfaces of the prepared voids shall be saturated with water for 24 hours immediately before the patching material is placed. The area shall be repaired as follows:

a) Small size holes having surface dimensions about equal to the depth of the hole, holes left after removal of form bolts, grout insert holes and slots cut for repair of cracks shall be repaired as follows :

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b) The hole to be patched shall be roughened and thoroughly soaked with clean water until absorption stops.

c) A 5 mm thick layer of grout of equal parts of cement and sand shall be well brushed into the surface to be patched followed immediately by the patching concrete which shall be well consolidated with a wooden float and left slightly proud of the surrounding surface. The concrete patch shall be built up in 10mm thick layers. After an hour or more, depending upon weather conditions, it shall be worked off flush with a wooden float and a smooth finish obtained by wiping with hessian. Steel trowel shall not be used for this purpose. The mix for patching shall be of the same materials and in the same proportions as that used in the concrete being repaired, although some reduction in the maximum size of the coarse aggregates may be necessary and the mix shall be kept as dry as possible.

d) Mortar filling by air pressure (guniting) shall be used for repair of areas to large and / or too shallow for patching with mortar. Patched surfaces shall be given a final treatment to match the colour and texture of the surrounding concrete. White cement shall be substituted for ordinary cement, if so directed by Consultant , to match the shade of the patch with the original concrete.

15.1.2 Curing of Patched Work : The patched area shall be covered immediately with an approved non-staining water saturated material such as gunny bags, which shall be kept continuously wet and protected against sun and wind for a period of 24 hours. Thereafter, the patched area shall be kept wet continuously by a fine spary of sprinkling water for not less than 10 days.

15.1.3 Approval by Consultant : All materials, procedures and operations used in the repair of concrete and also the finished repair work shall be subject to the approval of Consultant. All fillings shall tightly bonded to the concrete and shall be sound, free from shrinkage cracks after the fillings have been cured and dried.

15.1.4 Use of bonding agent: The use of epoxy for bonding fresh concrete used for repairs will be permitted upon written approval of Consultant. Bonding agents shall be applied in strict accordance with the instruction of the manufacturer.

15.2 Finish for formed and un-formed surfaces

15.2.1 The type of finish for formed concrete surfaces shall be as follows, unless otherwise specified by the Consultant

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a. For surfaces against which backfill or concrete is to be placed, no treatment is required except repair of defective areas.

b. For surfaces below grade, which will receive waterproofing treatment, the concrete shall be free of surface irregularities which would interfere with proper application of the water proofing materials which is specified for use.

15.2.2 The type of finish for un-formed concrete surfaces shall be as follows,

unless otherwise specified by the Consultant

a. Unless specified, surfaces which will be exposed when the structure is in service shall receive no special finish, except repair of damaged or defective concrete, removal of fins and abrupt irregularities, filling of holes left by form ties and rods and clean up of loose or adhering debris.

b. Surfaces which will be exposed to the weather and which would normally be levelled, shall be sloped for drainage, Unless the drawing specify a horizontal surface or shows the slope required, the tops of marrow surfaces such as staircase treads, walls, curbs and parapets shall be stoped across the width approx. as 1 in 30. Broader surfaces such as walkways, roads, parking areas and platforms shall be sloped about 1 In 50. Surfaces that will be covered by backfill or concrete, sub floors to be covered with concrete topping, terrazzo or quarry tile and similar surfaces shall be smooth, screeded and levelled to produce even surfaces. Surface irregularities shall not exceed 6mm. Surfaces which will not be covered by backfill, concrete or tile topping such as outside decks, floors of galleries and sumps, parapets, gutters, sidewalks, floors and slabs shall be consolidated, screeded and floated.

c. Excess water and laitance shall be removed before final finishing. Floating may be done with hand or power tools and started as soon as the screeded surface has attained a stiffness to permit finishing operations and these shall be the minimum required to produce a surface uniform in texture and free from screed marks or other imperfections. Joints and edges shall be tooled as called for on the drawings or as directed by Consultant.

15.3 Standard Finish for Exposed Concrete:

15.3.1 Exposed concrete shall mean any concrete other than floors or slabs exposed to view upon completion of the job. Unless otherwise specified

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on the drawings, the standard finish for exposed concrete shall be of smooth finish.

15.3.2 A smooth finish shall be obtained with the use of forms having smooth and

even surfaces and edges. Panels and form linings shall be of uniform size and be as large as practicable and installed with closed joints. Upon removal of forms, the joint marks shall be smoothened off and all blemishes, projections etc. removed leaving the surfaces reasonably smooth and unmarred.

15.4 Integral Cement Concrete Finish: 15.4.1 When specified on the drawings, an integral cement concrete finish of

specified thickness for floors and slabs shall be applied either monolithic or bonded, as specified in the drawings and as per IS :2571. The surface shall compacted and then floated with a wooden float or power floating machine. The surface shall be tested with a strainght edge and any high and low spots eliminated. Floating or trowelling of the finish shall be permitted only after all surface water has evaporated. Dry cement or a mixture of dry cement and sand shall not be sprinkled directly on the surface of the cement finish to absorb moisture or to stiffen the mix.

15.5 Rubbed Finish:

15.5.1 A rubbed finish shall be provided only on exposed concrete surfaces as specified on the drawings. Upon removal of forms, all fins and other projections on the surfaces shall be carefully removed, off sets levelled and voids and / or damaged sections immediately saturated with water and repaired by filling with concrete or mortar of the same composition as was used in the surfaces. The surfaces shall then be thoroughly wetted and rubbed with carborundum or other abrasive. Cement mortar may be used in the rubbing, but the finished surfaces shall not be brush coated with either cement or grout after rubbing. The finished surfaces shall present a uniform and smooth appearance.

16.0 JOINTS IN CONCRETE

16.1 Joints including joint filler materials, water bars, resilient pads type vibration damping material in and around the sides of concrete works, etc. shall be provided as shown in the drawings or as directed by the Consultant. Where necessary or/and specified, joints shall be made water tight by use of water stops.

16.1.0 Classification of joints:

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16.1.1 From the point of view of utility the joints as provided may be classified as below:

a) Construction Joints: Construction joints are produced by placing fresh concrete against surface of hardened concrete. Construction joints are generally, but not necessarily, vertical or horizontal. Treatment of construction joints shall be as per specifications.

b) Contraction Joints: These are provided to eliminate tensile stresses due to shrinkage and are commonly used where temperature variations are small and where there is no likelihood of expansion, such as spaces below water and earth levels & unexposed to atmosphere. At contraction joints, the reinforcement is discontinued and bond is not allowed to develop between the joint faces, thereby introducing a structural discontinuity. A contraction joint also serves as a construction joint so far as break in the pouring of concrete is concerned.

c) Expansion Joints: These are provided either to completely eliminate

or to significantly reduce compressive stresses in concrete that would otherwise result from thermal expansion and might crush, buckle or crack, part of the structure. Expansion joints serve the purpose of contraction and also construction joints.

d) Control Joints: At places where cracking is inevitable, places of

weakness are introduced by the provision of control joints so that the cracking takes place along these joints instead of allowing it to develop in a haphazard manner.

e) Separation Joints: The places where the expansion of the structure

is not expected but they are required to be kept structurally separate so that stresses, vibrations, etc. are not transferred, a separation joint should be provided. Like expansion joint, a gaps is provided in separation joint also, but this is not expected to be used up by the expansion of members. In case, no gap is required, the separation joint can be obtained by using an approved alkathene sheet stuck on the surface against which concrete shall be placed.

f) Settlement Joints: Structures, which are likely to settle with respect

to the adjacent structures, shall be separated by a settlement joint so that the adverse effects of differential settlement are obviated. It is like an expansion joint but with a different sealing arrangement.

16.2 Joint Filler

16.2.1 Bitumen Board: The bitumen impregnated fibre board, a preformed material shall be used as joint filler which shall fill space between the

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concrete surfaces at the joints. The minimum thickness of board shall be 12mm and the material shall conform to IS : 1838.

16.2.2 Expanded Polystyrene: The expanded polystyrene slab shall be of fire

retarding grade (type-2) conforming to IS: 4671. Density of material shall not be less than 25kg/cu.m.

16.2.3 Installation: The bitumen impregnated fibre board may be secured to

vertical concrete by nails in the first placed concrete. The joint filler shall be coated on both faces with coal-tar pitch conforming to lS:216 or bitumen of suitable grade conforming to IS:73 or lS:702.

16.3 Water Stops/ Water bars

16.3.1 Water stops shall be provided at the joints as a continuous diaphragm to contain the filler material and/or to exclude passage of water or any other material into or out of the structure.

16.3.2 The Water stops shall be either metallic like Copper, or nonmetallic like P.V.C. The material is to be procured from reputed manufacturers having proven records of satisfactory supply of Water Stops of similar make and shape for other jobs. Only PVC water stop shall be used, unless, otherwise, specifically approved by the Consultant.

16.3.3 Non-metallic Water Stop

a) These will be normally in P.V.C. and can be of shape having any

combination of the following features i) Plain

ii) Central Bulb

iii) Dumb-bell or flattened ends

iv) Ribbed and Corrugated Wings

v) V-shaped.

vi) Kicker type (Externally placed)

b) Water bars shall generally meet the stipulations of IS:12200. The minimum thickness of P.V.C. Water Stops shall be 6 mm and the minimum width 225 mm unless otherwise specified. The actual size and shape will be as shown on drawings and/or as directed by the Consultant. The material should be of good quality Polyvinyl Chloride, highly resistant to tearing, abrasion and corrosion as well as to chemicals likely to come in contact with during use. The performance

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requirements shall generally be as follows.

Sp. Gr. 1.3 to 1.4

Shore Hardness 60A to 80A

Tensile Strength 110 kgf/cm2 mm

Maximum safe continuous Temperature 70°C

Ultimate Elongation Not less than 300%

Tear Resistance 45 kgf/cm2 mm

Stiffness in flexure 25kgf/cm2 mm

Accelerated extraction

Tensile strength 110 kgf/cm2

Ultimate elongation 250%

Water absorption in7 days 5% (max)

Effect of Alkali (7 days)

Weight increase 0.25% max.

Weight decrease 0.10% max

Hardness change n 5

Effect of Alkali (28 days)

Weight increase 0.40% max.

Weight decrease 0.30% max

Dimension change ± 1 %

16.3.4 Installation a) Water stops shall not have any longitudinal joints and shall be procured

and installed in largest practicable lengths having a minimum number of transverse joints. The jointing procedure shall be as per the manufacturer’s recommendations and shall be reviewed and approved by the Consultant. Suitable field splicing kit including heater shall be used for this purpose. The edges shall be neatly crimped and bent to ensure proper bond with the concrete.

b) As Non-metallic Water Stops can be easily handled in very large lengths

unlike metal strips, transverse joints will be allowed only under unavoidable circumstances and with the specific approval of the Consultant. The method of forming these joints, laps, etc. shall be as

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specified by the Manufacturer and/ or approved by the Consultant, taking particular care to match the centre and the edges accurately.

c) Particular care shall be taken for the correct positioning of the waterstops

to prevent any faulty installation which may result in joint leakage. Adequate provisions shall be made to support the water stops during progress of work and to ensure their proper embedment in the concrete. The symmetrical halves of the water stops shall be equally divided between the concrete pours adjacent to the joints.

d) Maximum density and imperviousness of the concrete shall be ensured by

thoroughly working in the vicinity of joints. However, particular care should be exercised in use of vibrators in the proximity of joints to avoid dislodging of the water stops.

e) Splices: Splices in the continuity of intersections of runs of water stops shall be jointed as per manufacturer’s stipulations depending on the type of waterstops used. In case of a cross section, overlapping must not be done but, instead factory made cross joint should be used. It is essential that the material is not damaged during the splicing operation and that the continuity of the entire water stops across the section be maintained.

f) Inspection: All waterstops installations shall be subject to inspection and approval by the Consultant, before concreting operations, encasing waterstops, are performed.

16.4 Sealing Compound

16.4.1 Bitumen Sealing Compound The bitumen sealing compound shall be from approved manufacturer and shall conform to the requirements of lS:1834. For joints in concrete lining on canals/reservoirs, sealing compound conforming to lS:5256 shall be used.

16.4.2 Polysulphlde Sealing Compound:

This shall be two-part polysulphide sealant and shall be from approved manufacturer, conforming to lS:12118. Materials shall consist of polysulphide polymer and a curing agent. Gun grade material shall be used unless otherwise specified. The application of the sealant shall be strictly followed as per manufacturer’s guidelines.

16.4.3 Installation: When directed, the gap in joints shall be thoroughly cleaned and sealing compound laid as per manufacturer’s specification and approved drawings. Primer shall be applied wherever required. For reservoir & canal lining, procedure as stipulated under clause 9.0 of lS:5256 shall be followed.

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16.5 Metal Cover Strips

16.5.1 Metal cover strips shall be made from aluminium or mild steel sections as shown on drawings. The minimum thickness of aluminium strips shall be 3 mm and that of mild steel 6 mm. Aluminium alloy strip shall be corrosion resistant grade 31000 as per IS:737. Mild steel shall conform to lS:2062.

16.5.2 Installation: The metal Cover strips shall be pinned (using stainless steel) at one end and slotted at the other end. Exposed surface of mild steel shall be painted with two coats of approved anti-corrosive paint (as per lS:2074) and/or bituminous paint. Welding of Aluminimum shall be in accordance with IS: 2812.

17.0 CEMENT ADDITIVES/ADMIXTURES IN CONCRETE

17.0.1 The admixtures shall conform to IS:9103 and shall be of proven make and from a reputed manufacturer. In addition, for plasticizer-cum-water proofing compound, materials shall meet the permeability requirements as per lS:2645. Similarly for plasticizer-cum retarder admixture material shall satisfy the setting time requirements of retarder and other properties of plasticizer as per IS:9103

17.0.2 Admixture may be used in concrete only with the approval of Consultant based upon evidence that, with the passage of time neither the compressive strength nor its durability reduced. When admixtures are used, the designed concrete mix shall be done with the admixture. Admixtures shall be used as per manufacturers instructions and in the manner and with the control specified by Consultant-.

17.0.3 Calcium Chloride : Calcium chloride shall not be used for accelerating set of the cement for any concrete containing reinforcement or embedded steel parts. When calcium chloride is permitted to be used, such as in mass concrete works, it shall be dissolved in water and added to the mixing water in an amount not to exceed 1.5 percent of the weight of cement in each batch of concrete.

17.0.4 Admixtures in concrete for promoting workability, improving strength, entraining air or for similar purposes may be used only after the written permission from the Consultant, is obtained. Addition of admixtures shall not reduce the specified strength or durability of concrete in any case.

17.0.5 The Contractor shall furnish all labour and equipment to place and mix water proofing cement additive and cement plasticiser in concrete of any grade and cement mortar. Thereafter, he shall carry out the work as specified earlier in relevant clauses of this specification for concrete and

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hence complete the work as indicated on the drawing and as per the specification listed hereunder.

17.1 Classification of admixtures:

17.1.1 Admixture can be classified as under:

a) Air Entraining Agents : Where specified and approved by Consultant , neutralized vinsol resin or any other approved air entraining agent may be used to produce the specified amount of air in the concrete mix and these agents shall conform to the requirements of ASTM standard 6.260. Air entraining admixtures for concrete. The recommended total air content of the concrete is 4% (+/-) 1%. The method of measuring air content shall be as per IS : 1199.

b) Retarding Admixtures : Where specified and approved by Consultant , retarding agents shall be added to the concrete mix in quantities specified by Consultant.

c) Water Reducing Admixtures : Where specified and approved by Consultant, water reducing lignosulfonate mixture shall be added in quantities specified by Consultant. The admixtures shall be added in the form of solution.

d) Water Proofing Agents : Where specified and approved by Consultant , chloride and sulphate free water proofing agents shall be added in quantities specified by Consultant. Water proof cement additive shall conform to lS:2645 and shall be of proven make and from a reputed manufacturer

e) Other Admixtures : Consultant may at his discretion, instruct contractor to use any other admixture in the concrete.

17.2 Admixtures/water proofing additive shall be used at the rate specified by the manufacturer or as indicated on the drawings and shall be mixed with water, as required by the Consultant.

18.0 GROUTING 18.0.1 One of the following types of grouts shall be used unless specifically

mentioned in the drawings:

a) Ready mixed non-shrink cementitious grout.

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b) Cement-Sand Grout : The proportion of cement to sand shall generally be 1:2, unless otherwise specified.

c) Cement Aggregate Grout : The approximate proportions of Cement, sand and coarse aggregate shall be 1:1.25:2, with a maximum size of aggregate as 10 mm. This mix shall generally be used for grout thickness above 40 mm for dry pack application.

18.0.2 Grouting under base plates and foundation pockets shall be done as indicated in the drawings, or as directed by Consultant. The contact area between the grout and base plate shall not be less than 80%

Grouting the pockets/holes in concrete: Depending upon the size of the pockets/holes in the concrete, the mix of grout shall be either of concrete or of cement sand mortars. Normally the grade of such concrete/mortar shall be M-20 unless specified otherwise. In filling the holes of foundation bolts and expanding admixture of approved type shall be used as per manufacturer’s specification.

18.0.3 Anchor bolts, anchor bolt holes and bottom of equipment and column base plates shall be cleaned of all oil, grease, dirt and loose material. The use of hot, strong, caustic solution for this purpose will be permitted.

18.0.4 Prior to grouting, the hardened concrete surfaces to be grouted, shall be saturated with water. Water in anchor bolt holes shall be removed before grouting is started.

18.1.0 Mixing 18.1.1 Depending upon the ease of placement and method of application, there

shall be following three grout consistencies.

a) Fluid Mix: This grout mix shall be suitable for application with low pressure grouting equipment or self low pressure grouting equipment or self flowing and suitable for grouting of pockets/blockouts, etc.

b) Plastic Mix: This grout mix shall be suitable for application with trowel or rod.

c) Stiff Mix: This grout mix shall be suitable for dry-pack application. The consistency should allow pressurising into firm hard ball without cracking.

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18.1.2 The proportions of grout shall be such as to produce a flowable mixture consistent with minimum water content and shrinkage. The grout proportions shall be limited as follows:

Consistency

Grout thickness Mix. proportions W/C Ratio (Max)

Fluid mix Under 25mm One part portland cement to one part sand.

0.6

Plastic 25mm and over but less than 50mm

One part portland cement to 2 parts of sand.

0.5

Stiff mix. 50mm and over One part portland cement to 3 parts of sand

0.4

18.1.3 Plasticiser may be added to increase workability, wherever required with the approval of Consultant.

18.1.3 Sand for general grouting purposes, shall be graded within the following limits:

Passing IS sieve 2.36 mm 95 to 100%

Passing IS sieve 1.18mm 65 to 95%

Passing IS sieve 300 micron above

10 to 30%

Passing IS sieve 150 micron above

3 to 10%

i) Sand for fluid grouts shall have the fine material passing the 300 and 150 micron sieves at the upper limits specified above.

ii) Sand for stiff grouts, shall meet the usual grading specifications and concrete.

18.2 Placing

18.2.1 Surface to be grouted shall be thoroughly roughened and cleaned of all foreign matter and laitance. The blockouts, bolt holes etc. which have to be grouted, shall be cleaned thoroughly by use of compressed air just prior to taking up the grouting operation.

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18.2.2 Grout shall then be prepared by mixing this admixture with water as per

manufactuerer’s recommendations. Any grout which has been mixed for a period longer than half an hour shall not be used on the work.

18.2.3 Grouting through holes in base plate shall be by pressure grouting. Immediately after preparation, grout shall be poured into the blockouts, through the holes provided for, this purpose in the base plate, by using special equipment for pressure grouting. It shall be ensured by rodding and by tapping of bolts that the blockout is completely filled without leaving any voids. The pouring shall cease as soon as each hole is filled and any excess grout found on the surface of the concrete foundation shall be completely removed and the surface dried.

18.2.4 Grouting, once commenced, shall be done continuously. Grout shall be worked from one end to the other (to prevent air entrapment) and until the grout oozes out through the grout holes provided in the base plates. Grouting, shall be done quickly and continuously to prevent segregation, bleeding and breakdown of initial set

18.2.5 In case of stiff mix, the space between the top surface of foundation concrete and the underside of the base plate shall be dry packed by firmly pressing or ramming into place against fixed supports.

18.2.6 When it is clear that the entire base has been properly filled, the grout outside the base plate shall be lightly rammed to ensure compaction below the edges. Shims provided for the alignment of base plates shall be removed not less than 7 days after the grouting has been executed. The resulting cavities shall be made good with the same grade of grout as has been used for grouting under the rest of the base plate.

18.3 Curing:

18.3.1 The work shall be cured for a period of at least 7 days commencing 24

hours after the completion of the grouting. The curing shall be done by covering the surface with wet gunny bags and flooding.

19.0 PRECAST CONCRETE ELEMENTS

19.0.1 Precast concrete elements such as columns, fencing posts, door and window frames, lintels, chajjas, copings, sills, shelves, cover slabs,

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louvers etc., shall be of grade of mix as specified in the drawings. Concrete for Precast concrete shall comply with IS : 456.

19.0.2 Precast concrete elements shall be cast in forms or moulds. The forms / mould shall be of fiber glass or of steel sections for better finish. Provision shall be made in the forms and moulds to accommodate fixing devices such as nibs, clips, hooks, bolts and forming of notches and holes.

19.0.3 Elements shall be cast on suitable bed or platform with firm foundation and free from wind. The contractor may precast the units on a cement or steel platform which shall be adequately oiled provided the surface finish is of the same standard as obtained in the forms. Each unit shall be cast in one operation. Contractor shall be responsible for the accuracy of the level or shape of the bed or platform

19.0.5 Precast elements shall have a dense surface finish showing no coarse aggregate and shall have no cracks, crevices or other defects that would interfere with the proper placing of the units. All angles of the precast units with the exception of the angles resulting from the splayed or chamfered faces shall be true right angles. The arises shall be clean and sharp except those specified or shown to be rounded. The wearing surface shall be true to the lines. On being fractured, the interior of the units should present a clean homogenous appearance.

19.1 Marking, Curing & Lifting:

. 19.1.1 If so required, Pre-cast units shall be clearly marked with identification name, the top of member and its location and orientation in the structure. The reinforced side of the units shall be distinctly marked.

19.1.1 After having been cast in the mould or form the concrete shall be adequately protected during setting in the first stages of hardening from shocks and from harmful effects of frost, sunshine, drying winds and cold.

19.1.2 All precast work shall be cured for at least 7 days after casting and during that period each units shall be kept constantly watered or preferably by completely immersed in water if the size of unit so permits.

19.1.3 No precast unit shall be lifted until the concrete reaches a strength of at least twice the stress to which the concrete may be subjected at the time of lifting. The precast articles shall be matured for 28 days before

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erection or being built in so that the concrete shall have sufficient strength to prevent damage to units when first handled.

19.1.4 Precast units shall be stored, transported and placed in position in such a manner that they will not be overstressed or damaged. The lifting and removal of precast units shall be undertaken without causing shocks, vibration or under bending stresses to or in the units. Before lifting and removal takes place, contractor shall satisfy Consultant or his representative that the methods he proposes to adopt for these operations will not over stress or otherwise affect seriously the strength of the precast units.

20.0 SAMPLING, TESTING AND QUALITY ASSURANCE

20.1 General

20.1.1 Concrete cubes for works tests shall be cured under laboratory conditions, except when in the opinion of the Consultant, extreme weather conditions prevail at which time, these may require curing under job conditions.

20.1.2 For the purposes of statistical analysis, any substandard cube result, which in the opinion of the Consultant, is due to improper sampling, moulding or testing shall be discarded and a dummy result shall be substituted. The value of a dummy result shall be equivalent to the average value of the cubes from the same grade of concrete tested immediately before and after the discarded result. The number of such substandard cubes shall not exceed 5%.

20.1.3 If the ‘strength’ of the laboratory controlled cubes, for any portion of the

concrete work, falls below the compressive strength specified, the Consultant shall have the right to order a change in the proportions or the water content for the remaining portion of the structure.

20.1.4 If the ‘strength’ of the works cured test cubes falls below the specified strength, the Consultant shall have the right to require provisions for temperature and moisture control during the period of curing as necessary to secure the required strength, and may require retests in accordance with the ‘standard method of securing, preparing and testing specimens from hardened concrete for compressive and flexural strengths, or load tests to be made on the portion of the building so affected. All such tests shall be made at the Contractor’s expense.

20.1.5 Unacceptable concrete work shall be dismantled by the Contractor and replaced by fresh work, meeting the specification requirements. In the course of dismantling, if any damage is done to the embedded items or

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adjacent structures, the same shall be made good, by the Contractor, to the satisfaction of the Consultant, at no extra cost.

20.1.6 Only as a very special case and that too in non-critical areas, the Consultant may accept concrete work which is marginally unacceptable as per the criteria laid down in lS:456. For such accepted work, payment shall be made at a reduced rate prorata to the concrete cube strength obtained, against that stipulated.

20.1.7 If directed by Consultant, Ultrasonic tests on structures to ascertain the quality and grade of concreting shall be carried out. Contractor shall arrange for the specialised agency for conducting the test at his cost. The Contractor shall provide all the necessary facilities and arrangement for conducting the test at site in terms of access, scaffolding etc. In case of any defects, the Contractor shall rectify the same as directed by the Consultant. Rebound hammer test shall be carried out for ascertaining the quality of concrete work, as directed by the Consultant.

20.1.8 Test shall be conducted for the water tightness of the liquid retaining

structures as per lS:3370 and IS:6494. The details and sequence of tests shall be as given hereunder:

a) All arrangements, including supply of water for testing purposes, shall be kept ready when the tank is nearing completion.

b) Water supply to the tank shall be in stages of 300 to 450 mm height in order to check the water tightness of the tank at full water level and location of leakage of various levels.

c) The permissible drop in level in 24 hours shall be 6 mm in case of covered reservoir/tank and 12 mm in the case of open reservoir-tank. If the structure does not satisfy the conditions of test and the daily drop in water level is decreasing the period of test may be extended for further seven days and if specified limit is then reached, the structure may be considered satisfactory.

d) The leakage points shall be marked and separately treated after dewatering

e) The underground structures /water retaining structures shall be retested for water tightness after rectification. For basement type structures like basin, neutralising pit, etc. the Contractor shall examine the water tightness against ingress of sub-soil water.

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20.1.9 Optional Tests :

a) EIC , if he so desires, may order for tests to the carried out on cement, sand, coarse aggregate, water etc., in accordance with the relevant Indian Standards.

b) Tests on cement will be carried out by department and shall include (I) fineness test, (ii) test for normal consistency, (iii) test for setting time, (iv) test for soundness (v) test for compressive strength, (vi) test for heat of hydration (by experiment and by calculations) in accordance with IS :269.

c) Tests on sand shall included (i) sieve test, (ii) test for organic impurities, (iii) decantation test for determining clay and silt content, (iv) specific gravity test, (v) test for unit weight and bulkage factor, (vi) test for sieve analysis and fineness modulus.

d) Tests on coarse aggregate shall include (i) sieve analysis, (ii) specific gravity and unit weight of dry, loose and rodded aggregate, (iii) soundness and alkali aggregate reactivity, (iv) petrographic examination, (v) deleterious materials and organic impurities, (vi) test for aggregate crushing value.

20.2 Sampling of Concrete 20.2.1 Samples from fresh concrete shall be taken according to lS:1199 and

tested as per IS:516. 20.2.2 Normally only compressive test shall be performed but the Consultant

may require other tests to be performed in accordance with lS:516.

20.2.3 Trial Mixes & mix design: At least four trial mixes shall be made with minimum 6 test cubes for each mix.

20.2.4 Works Tests: a) The minimum. frequency of sampling of concrete of each grade

shall be according to clause 15.2.2 of lS:456. However, after getting continuous satisfactory results and in the case of voluminous concrete works, the Consultant, may at his discretion reduce the frequency of sampling as follows.

b) For each grade of concrete, and for each 8 hours (shift) of work or

part thereof, at least one sample consisting of six specimens shall be taken from each 150 cum. of concrete or part thereof, 3 specimens shall be tested at 7 days and remaining 3 shall be tested

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at 28 days. However, in all cases, the 28 days compressive strength shall alone be the criterion for acceptance or rejection.

c) To control the consistency of concrete from every mixing, slump tests and compaction factor tests in accordance with lS:1199 shall be carried out by the Contractor every two hours or as directed by the Consultant. Slumps corresponding to the test specimens shall be recorded for reference.

d) The strength of sample shall be the average of the strength of three

specimens. The individual variation should not be more than ± 15% of the average.

20.3 Acceptance Criteria 20.3.1 The acceptance criteria of concrete shall be in accordance with clause

no.16 of IS-456. 20.3.2 In case of doubt regarding the grade of concrete used or results of

cube strength are observed to be lower than the designed strength as per specifications at 28 days, compressive strength test of concrete based on core test, ultrasonic test and / or load test shall be carried out by the digital ultrasonic concrete tester by an approved agency as directed by the Consultant all at the cost of the contractor

Core Test:

a) The points from which cores are to be taken and the number of cores required, shall be at the discretion of the Consultant and shall be representative of the whole of concrete concerned. In no case, however, shall fewer than three cores be tested. Cores shall be prepared and tested as described in IS : 516-1959.

b) Concrete in the member represented by a core test shall be considered acceptable if the average equivalent cube strength of the cores is equal to at least 85% of the cube strength of the grade of concrete specified for the corresponding age and no individual core has a strength less than 75%.

c) In case the core test results do no satisfy the requirements as above or where such tests have not been done, load test may be resorted to.

20.3.3 Other non-destructive test such as ultrasonic sound methods may be adopted, in which case the acceptance criteria shall be agreed upon between the Consultant and the contractor and the test shall be done under expert guidance.

20.3.4 Load Test: If in the opinion of the Consultant, the safety of the structure, or any part of the structure is in doubt and the results of other tests are not encouraging, the Consultant may directload lest to be conducted before ordering its removal and reconstruction, in

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accordance with the provision of clause no.17.60 of IS:456-2000.

20.3.5 Load Tests on Parts of Structure :

a) Load tests should be carried out as soon as possible after expiry of 28 days from the time of placing of concrete.

b) The structure should be subjected to a load equal to full dead load of the structure plus 1.25 times the imposed load for a period of 24 hours and then the imposed load shall be removed. Dead load includes weight of the structural members plus weight of finishes and walls of partitions, if any, as considered in the design.

c) The deflection due to imposed load only shall be recorded. If within 24 hours of removal of the imposed load, the structure does not recover at least 75% of the deflection under super imposed load, the test may be repeated after a lapse of 72 hours. If the recovery is less than 80% the structure shall be deemed to be unacceptable.

d) If the maximum deflection in mm shown during 24 hours under load is less than 40 L/D, where L is the effective span in M and D the overall depth of the section in mm, it is not necessary for recovery to be measured and the recovery provision as above will not apply.

20.3.06 In case these tests do not satisfy the requirements, the consultant will be at liberty to reject the concrete, and the contractor, at his own cost, has to dismantle and redo the same or carry out such remedial measures as approved by the consultant.

20.4 Testing to Underground Structures/ inspection chambers etc :

20.4.1 The above will be tested after the completion according to the procedure laid down here :

a) The middle compartment shall be filled first to its full height and the leakage if any shall be checked on its outer surfaces and if found, the same shall be examined carefully and defects rectified / grouted if necessary. The drop in level of surface of water shall also be recorded for 48 hours. If this drop in level exceeds 20 mm and shows any leakage in the said walls, necessary steps shall be taken in consultation with the Consultant.

b) After this compartment is tested to the satisfaction of the Consultant , all water from middle compartment shall be pumped into side compartment to the full height and checked for water leakages from the outer surfaces of the tank as well as inner surface of the middle compartment. The drop in level of surface of water shall also be checked as stated above and defects rectified.

c) The external surface of the chamber shall then be plastered and cured as per the specifications and back filling shall be taken up thereafter. The water from the compartments shall then be pumped

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out and the inner surface of the tank in all compartments then be checked and defects rectified.

d) After satisfactory completion of checks, internal plaster shall be taken up as specified in the specifications.

e) The contractor shall be responsible for carrying out the complete test, rectifying the leakages if any. The cost of providing all equipments, labour for carrying out tests shall be borned by the contractor. The rates quoted for concreting items for constructing under ground structures/chambers shall be inclusive of testing for water tightness as per above specifications. The contractor shall make his own arrangement for filling the tank.

21.0 Application of Live Load

The designated live load shall be allowed on any structure only after 28 days, after proper curing is carried out on the last concrete poured in structure.

1.0 STONE PITCHING ON SLOPES

1.1 Description

This work shall consist of covering the slopes of guide banks, training works

and embankment with stone, boulders over a layer of granular material called

filter.

1.2 General

The pitching shall be provided as directed and Stone subject to marked

deterioration by water or weather shall not be accepted.

The stone shall be sound, hard, durable and fairly regular in shape. The

largest stones procurable shall be supplied, and in no case shall any

fragment weigh less than 40 Kg unless otherwise permitted by the Engineer.

The sizes of spalls shall be minimum 25 mm and shall be suitable to fill the

voids in the pitching.

To drain off the seepage water and to prevent erosion of the base material,

one or more layers of graded materials, commonly known as a filter

medium, shall be provided underneath the pitching. The material for the

filter shall consist of sound gravel, stone or brick ballast and coarse sand.

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1.3 Requirement for filter – material :

The gradation of the filter material shall satisfy the following requirements:

(i) D18 of Filter 4 to 20 provided than the filter does not

D18 of Base Material contain more than 5 per cent of material

filter than 0.075 mm.

(ii) D16 of Filter 5 or less

D16 of Base Material

(iii) D80 of Filter Material 25

D80 of Base Material

(iv) The grain size curve of the filter should be roughly parallel to that of the

base material.

Notes :-

1. Filter design may not be required if embankment consists of Sand or Soils with liquid

limit greater than 30 which are resistant to surface erosion. In this case, if a layer of

materials is used as bedding for pitching, it shall be well graded and its D80 size shall

be at least twice the maximum void size in pitching.

2. In the foregoing D18 means the size of that sieve which allows 15 per cent by weight

of the filter material to pass through it and similar is the meaning of D80 and D18.

3. If more than one filter layer is required, the same requirement as above shall be

followed for each layer. The finer filter shall be considered as base material for

selection of coarser filter.

4. Where brick bats are used as filter material, normally the grading is not possible and

in such cases, a layer of graded gravel shall be provided below the brick bats.

5. The filter shall be compacted to a firm condition.

6. The thickness of filter is generally of the order of 200 mm to 300 mm. Where filter is

provided in two layers, thickness of each layer shall be 150 mm.

1.1 Construction Operations

Before laying the pitching, the sides of banks shall be trimmed to the required slope

and profiles put up by means of line and pegs at intervals of 3 meters to ensure regular

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straight work and an uniform slope throughout. Depressions shall be filled and

thoroughly compacted.

The filter granular material shall be laid over the prepared base and suitably

compacted to the thickness specified on the drawings.

The lowest course of pitching shall be started from the toe wall and built up in courses

upwards. The toe wall shall be in masonry or as directed by EIC conforming to

requirements. In case of dry rubble pitching and shall be in Masonry work in cement

mortar 1: 4 in case of brick pitching.

The stone pitching shall commence in a trench below the toe of the slope. Stone

shall be placed by derrick or by hand to the required length, thickness and depth

conforming to the drawings. Stones shall be set normal to the slope, and placed so

that the largest dimension is perpendicular to the face of the slope, unless such

dimension is greater than the specified thickness of pitching.

Pitching shall be as provided in drawing, unless specified otherwise. Profiles shall first, be put up by means of pegs and strings or by placing stones, at interval of not more than 15 mtr. Stone shall then be laid closely in position in between the profile and firmly embedded with joint staggered and with exposed faces true to line, gradient and in uniform slope throughout. The cross bands of approx. 22.5 cm width through bond stones equal to the full depth of pitching, shall be provided at an interval of approx. 3 m centre to centre both longitudinally and transversely. The interstices between adjacent stones shall be filled in with stones of proper size, well driven in with crowbars to ensure tight packing and complete filling of all interstices. Such filling shall be carried on simultaneously with the placing in position of the large stones and shall in no case be permitted to fall behind. Final wedging shall be done with the largest sized chip particles, each chip being well driven home with a hammer so that no chip is possible of being picked up or removed by hand. The stones shall be of min. 150 mm on any side and not less than 40 kg in weight.

The largest stones shall be placed in the bottom courses and for use as headers for

subsequent courses.

When full depth of pitching can be formed with a single stone, the stones shall be laid

breaking joints and all interstices between adjacent stones shall be filled in with spalls

of the proper size and wedged in with hammers to ensure tight packing.

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When two or more layers or stones must be laid to obtain the design thickness of

pitching, dry masonry shall be used and stones shall be well bonded.

Where bricks are to be used, the same shall be laid on the prepared base in one or

more layers as specified. When more than one layer is to be adopted, adjacent layers

shall be properly bonded by means of a sufficient number of pin headers, extending

from one layer to the other. The bond used in laying shall be as directed by the

Engineer.

2.0 TURFING WITH GRASS SODS

2.1 Scope :

This work shall consist of furnishing and laying of the live sod of perennial turf

forming grass on embankment slopes, verge (earthen shoulders) or other locations

as directed by the Engineer. Unless otherwise specified, the work shall be taken up

as soon as possible following construction of the embankment, provided the season

is favorable for establishment of the sod.

2.2 Materials :

The sod shall consist of dense, well –rooted growth of permanent and

desirable grasses, indigenous to the locality where it is to be used, and shall be

practically free from weeds or other undesirable matter. At the time the sod is cut,

the grass on the sod shall have a length of approximately 50 mm and the sod shall

have been freed of debris.

Thickness of the sod shall be as uniforn as possible, with some 80-100 mm or

so of soil covering the grass roots depending on the nature of the sod, so that

practically all the dense root system of the grasses is retained in the sod strip. The

sods shall be cut in rectangular strips of uniform width, not less than about 250 mm x

300 mm in size but not so large that it is inconvenient to handle and transport these

without damage. During wet weather, the sod shall be allowed to dry sufficiently to

prevent rearing during handling and during dry weather shall be watered before

lifting to ensure its vitality and prevent the dropping of the soil in handling.

2.3 Construction Operations

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2.3.1 Preparation of the earth bed :

The area to be sodded shall have been previously constructed to the required

slope and cross section. Soil on the area shall be loosened, freed of all stones larger

than 50 mm diameter, sticks, stumps and any undesirable foreign matter, and

brought to a reasonably fine granular texture to a depth of not less than 25 mm for

receiving the sod.

Where required, top soil shall be spread over the slopes. Prior to placing the

top soil the slopes shall be scarified to the required depth as directed. The top soil

shall be spread to a depth which after settlement will provide the required nominal

depth. Spreading shall not be done when the ground is excessively wet.

Following soil preparation and top soiling, fertilizer is incorporated in the soil

by dicing or other means to the required depths.

2.3.2.Placing the sods : The prepared sod bed shall be moistened to the loosened

depth, if not already sufficiently moist, and the sod shall be plowed therein within

approximately 24 hours after the same has been cut. Each sod strip shall be laid

edge to edge and such that the joints caused by abutting ends are staggered. Every

strip, after it is snugly placed against the strips already in position shall be lightly

tamped with suitable wooden or metal tampers so as to eliminate are pockets and to

press it into the underlying soil. On side slopes steeper than 2 to 1 the laying of

sods shall be started from bottom upwards.

At the points where water may flow over a sodded area, the upper edges of

the sod strips shall be turned into the soil below the adjacent area and a layer of

earth placed over this followed by its thorough companion.

2.3.3.Staking the sods : Where the side slope is 2 to 1 or steeper and the

distance along the slope is more than meters, the sods shall be staked with pegs or

nails spaced approximately 500 to 1000 along the longitudinal axis of the sod strips.

Stakes shall be driven approximately plump through the sods to so almost flush with

them.

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2.3.4 Top dressing : After the sods have been land in position, the surface

shall be cleaned of loose sod, excess sod and other foreign material. Thereafter a

thin layer of top soil shall be scattered over the surface of top dressing and the area

thoroughly moistened by sprinkling with water.

2.4 Watering and maintenance : The sods shall be watered by the contractor for a

period of at least four weeks after laying. Watering shall be so done as to avoid

erosion and prevent damage to sodded areas by wheels of water tanks.

The contractor shall erect necessary warning signs and barriers, repair or

replace sodded areas failing to show uniform growth of grass or damaged by his

operations and shall otherwise maintain the sod at his cost until final acceptance.

SUPPLYING & LAYING RCC PIPES

1.1 SCOPE

This specification covers the supply and laying of R.C.C. Hume pipes as may be required. The entire work shall be carried out as per latest edition of Indian Standards IS: 783 and IS: 458.

1.2 SUPPLY OF PIPES

The contractor shall supply the R.C.C. Hume pipes of various diameters along with complete fittings required for carrying out the work. R.C.C. Hume Pipes should conform to class NP3 of IS: 458 as may by required and should be in good condition. The Contractor must furnish, on being demanded by the Engineer, manufacturer’s certificates and/or test certificates from recognised authorities.

1.3 ALIGNMENT, LEVELS AND GRADE

The work shall be carried out in conformance to the alignment, levels and grades specified In the drawings. The layout and levels shall be made by him at his own cost from one reference grid and bench mark given by the Engineer. He shall give all help in instruments, materials and men to the Engineer for checking the detailed layout and levels as

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and when required. Making of reference layout and level pillars along the pipeline route and maintaining them upto completion of the work shall be the responsibility of the Contractor, at his own cost.

1.4 LAYING OF PIPES

1.4.1 General The laying of R.C.C. Pipes shall conform to IS: 783-1985.

1.4.2 Conditions for laying The conditions for laying of pipes to suit the conditions at site and/or as per drawings and instruction of the Engineer shall be as classified below:

1.4.3 Culvert Condition In this condition the pipe is laid under embankment and may project wholly or partly above the original ground surface.

1.4.4 Trench Condition In this condition the pipe is laid in a trench excavated for the purpose. The trench shall be refilled with thoroughly tamped earth after laying and jointing of pipes in approved manner.

1.4.5 Open Condition In this condition the pipe is laid such that it projects wholly or partly above original ground surface, there being no super imposed overburden on the pipe.

1.5 Bedding and Supports 1.5.1 Culvert Condition

In this condition the pipes shall be laid generally as per sector B9 to B16 of Appendix-B, of IS:783-1985.

1.5.2 Trench Condition

In this condition the pipes shall be laid generally as per Section B1 to B8 of Appendix - B of IS: 783-1985.

1.5.3 Concrete Cradle Bedding

If specified in the drawing or so instructed by the Engineer, the pipes shall be laid on Concrete cradles, conforming to section B1 of Appendix-B of IS: 783-1985 in case of trench condition and conforming to section B5 of Appendix - B of IS:783-1985 in case of culvert condition.

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1.5.4 Open Condition

In Open conditions the pipe laid shall be supported over rigid pedestals constructed at intervals not greater than the length of one individual piece of pipe, as per drawings and instruction of the Engineer. In no case shall the joint between to pieces of pipe shall lie at the centre of span between the supports. The pedestals shall be of reinforced concrete with a properly shaped out top to receive one third perimeter of the pipe.

1.5.5 Jointing of Pipes

Joints shall be flexible type as per IS: 783-1985. Rubber ring, with material conforming to type - 1A of IS: 5382-1967 shall be placed on the spigot with special shape and the spigot is forced into the socket previously laid. This compresses the rubber ring as it rolls into the annular space formed between the two surfaces of the spigot and socket.

1.6 Hydrostatic Testing of Pipes The pipeline as laid shall be subjected to hydrostatic test as per clause

15.5 of IS:783-1985. �

METHOD OF MEASUREMENT

1.0 GENERAL 1.1 The method of measurement of the various items of work shall be in

accordance with IS : 1200 (Part 1 to 28) – 1971 to 1993 / SP-27 .unless otherwise mentioned in this part or in the schedule of items or in preamble or in the specification.

1.2 If there is any contradiction in meaning between any portion of this part and

that of IS : 1200 (Part 1 to 28) – 1971 to 1993, the stipulation of this part shall prevail.

1.3 The descriptions and explanations given herein have as much forces as

though they are incorporated into the description of the items themselves in the schedule of items.

1.4 In case of dispute between the method of measurements mentioned here and

the respective bill of quantities, the method of measurement mentioned in the bill of quantities shall prevail.

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2.0 EARTH WORK & FILLING 2.1.0 General 2.1.1 Each dimension upto 25 m shall be measured to nearest 0.01 m and to

nearest 0.1 m for dimensions over 25 m. Areas shall be worked out to the nearest 0.01 m2 and cubical contents to the nearest 0.01 m3.

2.1.2 Shoring and strutting shall not be measured separately unless otherwise

specified. 2.1.3 Dewatering for earth work and sand filling work shall not be measured

separately unless otherwise specified. 2.1.4 For classification of soils, relevant clauses of Technical specification

(workmanship and other requirements) is to be followed.

Requirements for particular works Site levelling For site levelling levels shall be taken jointly before start & after completion of work and the quantity computed based on the levels. Measurements shall be made only for excavation and no separate measurement for filling shall be made except where earth, borrowed from elsewhere for site levelling work, will be measured separately only for that borrowed portion of earth. In cases where it is not possible or convenient to take measurements from excavated cuts or borrow pits, excavation shall be worked out from filling based on the levels to be taken before and after completion of works. Deduction of 10 percent will be made for voids, however for consolidated fills done through heavy mechanical means, the deduction for voids shall be 5% in place of 10%. In exceptional cases where the quantity is measured on the lorry measurement, loose stacks, boxes or any other similar method with the approval of the Consultant the deduction for voids shall be 20 percent from the actual quantity. Excavation Before commencing excavation of foundations for buildings and structures, the initial ground levels shall be jointly recorded. The depth of excavation and the calculation of lift shall be based on this. Normally the initial ground level shall be considered as the level of the site as handed over to the Contractor. In case excavation is planned and approved to be taken up subsequent to terracing, the terrace level shall be treated as initial ground level.

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Excavation of foundations, trenches, basements, pits, etc., shall be measured to the dimensions shown in the excavation plan, if any, or of the lowest concrete or masonry course, as the case may be and the actual depth. Working space and slopes shall not be measured. Excavation of rock shall be measured from stacks of excavated rock with a deduction of 50 per cent for voids or measured in the solid based on levels. In case of following works, no measurement will be recorded for the excavation beyond drawing/specification. In work which will be covered externally with damp proof covering. In work which requires formwork. In work which requires workmen to operate from the outside and for guniting and post tensioned concrete, ground beams etc. However, if there is a specific provision otherwise in the item/ specification/ preamble, for authorised working, it shall be measured accordingly. This working space may be 60 cm measured from the face of the structure at lowest level, unless otherwise mentioned. Surface dressing Trimming of natural ground, excavated surface and filled up area to remove vegetation and/or small in equalities not exceeding 15 cm deep shall be described as surface dressing and measured in square metres unless otherwise specified in the schedule of items/preamble. Lead The distance for removal shall be measured over the shortest practicable route and not necessarily the route actually taken. The description of the item shall include loading and unloading. For the purpose of the measurement of the lead, the area excavated shall be divided in suitable block and for each block the distance from the centre of the block to the centre of the placed earth pertaining to this block shall be taken as lead. Back filling/filling In foundations, trenches, basements, pits, etc. and in other like areas, the measurements shall be the theoretical volume of the filling computed from drawings i.e. the volume measured under excavation minus the volume occupied by the structure and part filling if any, done otherwise.

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In filling under floors the measurements shall be the theoretical volume as per drawings after deducting the part filling if any, done otherwise. In embankments, the work shall commence only after recording jointly the initial ground levels and the measurements shall be made on the basis of finished cross section and initial ground levels. Where controlled compaction by mechanical compaction is done, 5% deduction for voids shall be made. In case controlled compaction by mechanical means is not done then deduction for voids shall be 10%. Filling/back filling shall not be measured separately for items of excavation, where filling/back filling is a part of the composite item and as such is included in excavation item itself. CONCRETE (PLAIN & REINFORCED) 3.1 Concrete 3.1.1 Dimensions shall be measured to nearest 0.01 m except for the thickness of

slab, which will be to nearest 0.005 m. Areas shall be worked out to nearest 0.01 m2 and cubic contents to nearest 0.01 m3.

3.1.2 The concrete shall be measured as per drawings except in the cases of

approved variations which will be measured separately. No deductions shall be made for the following:

• Ends of dissimilar materials such as beams, rafters, purlins, etc., upto 500 sqcm in cress section.

• Openings upto 0.1 sqm in area (In calculating area of an opening, the thickness of any separate lintel or sill shall be included in the height. No extra labour for forming such opening or voids shall be measured).

• Volume occupied by reinforcement or other embedments such as anchors,

inserts, conduits or volume occupied by pipes, sheathing, etc., not exceeding 100 sqcm each in cross sectional area or as specified.

• Small voids not exceeding 40 sqcm each in cross section.

• Moulds, drip moulding, chamfer, splay, beds, grooves and rebates upto 10 cm

in width or 15 cm in girth. Columns shall be measured from top of column base to underside of first floor slab and from top of floor to underside of floor slab thereafter. Beams shall be measured from face to face of columns and will include haunches. Depth of beam shall be measured form bottom of slab and in case of inverted beams from top of slab. Chajjas and other cantilevers shall be measured from face of projection. Where vertical fins are combined with chajja, the later shall be measured clear between fins. In case chajja is not combined with lintel, beam or slab, it shall be measured inclusive of bearing.

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Reinforcement 4.1 Norms for steel consumption The requirement of mild and high strength deformed bars for various works like reinforcement, guard bars, fan hooks, etc. shall be calculated as mentioned below:

• As per drawing including

1. Authorised laps, bends, standard hooks and deviations etc. 2. Spacer bars, chairs, hangers, supports, spacer blocks, dowels etc. are

to be considered for wastage only and not to be measured for payment purpose.

• Quantity upto 0.5% of (i) above towards unaccounted wastages, plus

• Quantity upto 3% of (i) above towards cut pieces, which shall be pieces below

2m length. These cut pieces shall not be taken back even though steel has been issued by the client/owner.

4.2 Reinforcements shall be measured in lengths to the nearest 0.01 m for

various diameters of bar and converted into weight in tonnes to the nearest kg on the basis of standard weights as per IS: 1786 – 1986. No allowance shall be made in the weight for rolling margin.

• Authorised laps, standard hooks, bends shall be measured. • Spacer bars, chairs, hangers, supports, spacer blocks and unauthorised

laps etc. shall not be measured unless otherwise specified. • Dowels neither shown on the drawings nor instructed by the Consultant but

required for construction facilities and/or sequence, shall not be measured for payment.

• Modification of already embedded reinforcement, if required due to faulty

fabrication or placement, shall not be measured for payment. • The measurements of reinforcements (including authorised laps, hooks,

bends shall be taken only from Bar bending lists or from the drawings except in the cases of approved variations which will be measured as per 4.2.2).

• Hoop iron shall be fully described and measured in running metres unless

otherwise specified in the schedule of item.

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• Wire netting and fabric reinforcement shall be described (including meshes and wire/ strands) and measured in square metre, unless otherwise specified in the schedule of item. Auhtorised laps shall be measured. Racking of circular cutting and waste shall be included in the description of item.)

• Binding wire for the reinforcement shall not be measured separately and

shall be included in the item of reinforcement. 5.0 Admixture 5.1 Admixture will be measured separately as specified or on the basis of the

requirement as approved by the Consultant. 6.0 Formwork 6.1 Each dimension shall be measured to the nearest 0.01 m and area to the

nearest 0.01 sq.m. 6.2 Formwork shall be measured as the actual surface in contact with concrete

and paid in sq.m. unless included in the rate for concrete in specific item of work.

6.3 All the measurements shall be computed from the drawings except in the

cases of approved variations which will be measured separately. 6.4 Formwork shall not be measured separately for precast concrete work,

grouting and damp proof course which shall be included in the concrete rates. 6.5 No measurement for formwork in construction joints shall be made. 6.6 Openings upto 0.1 sqm shall be neglected, as if non-existant, for the purpose

of formwork measurement. 6.7 No extra measurement or payment shall be made for making the form work

water proof or for supports, scaffolding, staging, centering, approaches, etc. 6.8 No measurement shall be taken for the formwork in pockets, openings,

chambers, chases, etc., in concrete if the cross sectional area is less than or equal to 0.1 sq.m. in each case. If the cross section area of any opening exceeds 0.1 sq.m. the actual area of the formwork shall be measured for payment.

7.0 Embedded Parts 7.1 These shall be measured on the basis of standard theoretical weight of the

complete insert according to the drawing/direction. 7.2 Embedded steel, which are the integral parts of the embedment according to

drawing and are required for anchoring the embedded parts in concrete shall be measured on the basis of the theoretical standard weight. In case of

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anchor bolts the theoretical weights of the nuts, lock nuts, check nuts and washers shall be added in the measurement for payment.

7.3 All bye-works such as jigs, fixtures, templates and other arrangements which

are not integral parts of the embedded parts, but necessary to secure those (embedded parts) in position shall not be measured for payment.

7.4 Anti-corrosive paint over the exposed surfaces and protection of the anchor

bolts with grease etc., shall not be measured for payment. 7.5 Modification works necessary to rectify the mistake of already placed

embedded parts shall not be measured. 8.0 Grouting 8.1 Grouting shall be measured in volume except in the cases of grouting by

special cement compound or epoxy compound which will be measured by number.

8.2 Measurement shall be computed from the drawings except in the cases of

approved variations which shall be measured separately and subsequently added to or deducted from.

8.3 Necessary formwork shall not be measured for payment. 9.0 MASONRY 9.1 Dimensions shall be measured to nearest 0.01 m, areas to nearest 0.01

sqm and cubic contents to nearest 0.01 cum 9.2 No deduction shall me made for:

• Ends of dissimilar materials such as joints, beams, posts, girders, trusses, lintels, purlins, etc., upto 0.1sqm in section.

• Openings upto 0.1 sqm. In area. • Wall plates, be plates, bearing of slab, etc., thickness not exceeding 10

cm and bearing not exceeding over full thickness of wall. • Cement concrete blocks for hold fasts and the like. • Iron fixtures such as pipes, etc., upto 300 mm in diameter and hold

fasts for doors and windows.

9.3 Dressed stonework such as in sills, cornices, column caps, copings, etc., shall be measured as the smallest rectangular block from which the finished stone can be worked.

9.4 Honey comb openings shall not be deducted from the area of honeycomb

brickwork.

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9.5 Brickwork of full brick width or more shall be measured in cum while of thickness half brick or less shall be measured in sqmt unless otherwise specified.

9.6 Reinforcement for reinforced brick work shall be measured separately,

unless otherwise specified and no deduction for reinforcement shall be made from brickwork.

10.0 PLASTERING & POINTING 10.1 All plastering and pointing shall be measured in sq.m. unless otherwise

described. Dimensions shall be measured to nearest 0.01 m and areas to 0.1 sq.m..

10.2 The methods of measurement including the deductions for openings etc.

shall be according to the relevant part of IS: 1200 (Part 1 to 28) 10.3 White washing, Colour washing, Painting and other finishes. The method of measurement shall be according to the relevant part of IS 1200 (Part 13 & 15). IX. SAFETY REQUIREMNTS FOR CONSTRUCTION WORKS 1.0 GENERAL 1.1 This specification deals with the subject matter of safety and protection to be observed in the Road and bridge 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 Consultant. 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

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4138 – 1977 Working in Compressed Air 7293 – 1974 Working with Construction Machinery 8989 – 1978 Erection of Concrete Framed Structures 5916 – 1970 Safety code for construction involving use of hot bituminous materials 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 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.

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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. 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 Consultant 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”. 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 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

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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 Consultant 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 7.2 In case of serious injury, the following procedure shall be adopted by the Contractor: Provide First Aid at his own First Aid Station. Take the injured person to the Hospital along with the “INJURED ON WORK” form duly filled in. Reporting the accident to the Owner/Consultant by the Contractor. 7.3 Fatal Accident Fatal accident must be reported immediately to the Consultant/Owner as well as to the Police. 8.0 PENALTY

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Failure to observe the Safety Rules will make the Contractor liable to penalty by way of suspension of work, fine and termination of contract. Technical Specification for Permanent Way 1.1 General

All works relating to permanent way shall generally conform to provisions contained in Indian Railway Permanent Way Manual 1986 reprinted in 2004 with up to date correction slips, Indian Railway Standard Specifications, RDSO Drawings, RDSO Specifications & Guidelines and Indian Railway Track Manual (all as amended up to date), as applicable. The word IRPWM where ever used in these specifications shall mean Indian Railway Permanent Way Manual’ 1986 reprinted in 2004 with up to date correction slips.

1.2 Materials

The track shall consist of following elements: - 2.1 Rails 60 Kg/90 UTS flat bottom (1st quality/ IU as specified in schedule of

quantity) as per I.R. Specification with up to date amendments. 2.2 Rail fastenings 2.2.1 60kg Fish Plates to RDSO Drg. No. T-1898 (M), in length of 610mm to IRS

specifications No. T 1-66. 2.2.2 Fish Bolts 25mm Dia with nuts to RDSO Drg. No, 1899 – IRS Specification T-

23/67. 2.3 Mono block Pre-stressed concrete sleepers as per IRS Specification T-

39/1996. 2.3.1 For plain track on straight & curves of radius > 350m to Drg. No. T- 2496 with

modifications, if any. 2.3.2 For curves sharper than 50 (Radius <350m) as per Drg. No. RDSO/T-5738 to

T-5740 for track gauge of 1675, 1677 & 1679 with uses of normal liners. 2.3.3 For level crossing to RDSO Drg. No. T-4148A with modifications, if any. 2.3.4 For ballasted deck bridges as per RDSO drawing no. T-4088-4097. 2.3.5 Sleepers at Joints will be provided as per RDSO Drg. No. T-4322 for 52 kg

rails with ERC clips as per RDSO Drg. No. T-4158. 2.3.6 For bridge approaches for provision of Guard rails as per RDSO Drg. No. T-

4088 to 4097.

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2.4 PSC Sleeper Fittings: The sleepers shall be for 60 kg rails as per RDSO drg. No. T-2496 and sleeper fittings shall be for 60kg rail section on 60kg sleepers as per specifications and drawings.

2.4.1 Grooved Rubber Sole Plate 6mm thick to RDSO Drg. No. T-3711. 2.4.2 Elastic Rail Clips to RDSO Drg. No. T-3701. IRS Specification T- 31/1992. 2.4.3 Glass Filled Nylon (GFN) Liners (GFN-66 insulating liners for 60 kg Rails on

60kg sleepers as per RDSO Drg. No. T 2496.) as per RDSO drawing no. T-3707 (GS) & T-3708 (NGS). IR Specification T-44/95

2.4.4 Metal Liners as per RDSO drawing no. T-3741 (GS) & T-3742 (NGS). 2.5 Steel channel sleepers for girder bridges as per RDSO Drg. No. BA1636/R2,

BA1636/1/R2, BA1636/2 and rail fastening assembly & guard rail as per RDSO Drg. No. T-5155 to T-5164, T-5464, T-5465 to T-5468.

2.5.1 All other fittings, unless otherwise secified above shall be as per RDSO Drg, latest edition.

2.6 Ballast

Track ballast machine crushed, conforming to RDSO specifications of Track ballast, June 2004 with up to date modifications thereto, shall be procured and used on the work.

3.0 Technical Specifications for laying of Permanent Way 3.1 Track Structure 3.1.1 Components

The track shall consist of the following elements. i) Rails 60 kg/, 90 UTS flat bottom (1st quality/ IU)

ii) Rail fastenings – Fish plates 60 kg, with bolts and nuts.

iii) Monoblock pre-stressed concrete sleepers for plain tracks, level crossings,

bridges, fish plated joints, bridge approaches, fan type turnouts.

iv) Guard rails on bridges, check rail on level crossings.

v) Fittings for sleepers – grooved rubber sole plates, elastic rail clips Mark – III (RDSO drawing no. T-3701) for normal track and Elastic rail – J-clips for fish plated rail joints to RDSO Drg No. T-4158, GFN liners, metal liners.

vi) Track Ballast as per RDSO Specifications of June 2004

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vii) Gradient posts, KM posts, curve monuments, curve boards, whistle

boards, W/L boards creep posts and other boards and indicators etc., as per IRPWM.

viii) Points and crossings

ix) .Steel Channel sleepers for girder bridges with fastenings and track

fittings. 3.1.2 The track will be laid on monoblock PSC Sleepers conforming to

specifications IRS T-39 (Except on open deck girder bridges where steel channel sleepers shall be provided) and as specified in Schedule of Quantities. The ballast cushion will consist of Track ballast as per RDSO specifications to a depth of 250mm below the bottom of sleepers as measured under the rail seat. Turn out PSC sleepers shall conform to specifications IRST-45.

3.1.3 The mono block PSC sleepers shall be laid @ 1540 nos/km (M+7 sleeper

density) for main line and @ 1340 nos./km (M+4 sleeper density) for loops and sidings in yards unless otherwise specified.

3.1.4 Guard Rails to be provided at bridges as per para 275 of IRPWM. 3.1.5 Check Rails at level crossings to be provided as per IRPWM. 3.2 Procurement of Materials: 3.2.1 All the materials and equipment required for track construction materials and

equipment required for track construction shall be procured from the suppliers /Manufacturers approved by Rly./RDSO duly inspected by approved inspecting Authority.

3.2.2 Other track materials, for which approved manufacturers/suppliers are not

available, shall be procured from sources after getting them approved/ inspected from HPCL.

3.2.3 All the materials shall be got inspected and passed from the Railway’s

authorized inspecting agencies such as RDSO/Railway/HPCL etc. at Contractors own cost and certificates obtained to this effect which will be submitted to site Engineer-in-charge.

3.2.4 Ballast The Contractor shall procure, at his own cost, track ballast conforming to

RDSO’s specifications for Track Ballast, June 2004 with up to date correction slips, of approved quality for use on all lines with 250mm cushion. The test reports for the ballast for quality as required, should be submitted to HPCL before ballast is brought to site. Ballast should be supplied in stacks on levelled ground along the proposed alignment.

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4.0 Linking

The formation shall be constructed and mechanical compaction shall be done as per RDSO Guidelines for Earthwork in Railway Projects’ Guideline no. GE : G-1, July 2003. Track ballast be then compacted by at least 2 passes of 5 to 10 t roller before laying the PSC sleepers and rails.

4.1 Dismantling & Re-linking

If required and so directed by the Engineer - in – Charge, the contractor shall carry out dismantling of existing track structure with 60 kg single rail / 3 rail panel (SWP) & stacking the same duly segregated as per direction of site Engineer within in 50m of track and relaying the same, if required duly recouping the missing/damaged fittings i.e. sleepers, fish plate with bolts & nuts, liners, ERC, GR Pad etc. nothing extra shall be paid for recouped materials/fittings. Contractors to please note that existing track structure is in good working condition & it is assumed that all fittings are also in good condition so contractor’s are advised to dismantle the track carefully and keep the same in safe custody. Before re-linking all the materials/fittings to be checked by the authorized Engineer, rejected fittings/materials shall be replaced by new of same standard & specification. This aspect may be kept in view while quoting the rates.

4.2 Curves

i) The alignment of track on certain locations is on curved alignment as per index plan. While laying track on such locations, the layout of the curve shall be done accurately with deflection angle, degree of curvature, transition length and curve length and laid to required super elevation for each curve as directed by Engineer-In-charge.

ii) The design of curves specifying all parameters (transition length, total length of curve, super elevation etc.) shall be done by Engineer- In-charge and advised to the contractor who shall then lay the curves accordingly as indicated in the above para so that it conforms to the designed parameters.

iii) The station numbers shall be marked, starting from zero at TP (i.e from the

start of curve) at 10 meter interval on the inside web of outer rail of the curve and shall be continued over the entire length of the curve with figures in white paint over black back ground and the super elevation at each station shall be indicated just opposite to the station number on inside web of inner rail with black back ground and figures with white paint.

iv) Curve posts as per Railway’s design shall be fixed at both ends of curves,

at TP (Transition Point) and TTP (Transition Tangent Point), and the details of the curve shall be written on TP post of both ends mentioning

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curve no: degree of curvature, transition length, curve length and super elevation with appropriate painting scheme as followed by Railways.

4.3 Longitudinal level of Track

The longitudinal level of the track shall be in accordance with the gradients as indicated in L-Section supplied by Engineer –In-charge Gradient posts at each change of gradient shall be provided as per approved design and shall be engraved with the values and arrow indicating rise, fall or level as the case may be, on both faces with figures in black on white back ground. • The gradient post shall be provided as per L-Section.

• Sketch of gradient post and km post is placed as Annexure PW-VI in

IRPWM. 4.4 Kilometer & Gradient Posts

RCC Kilometer and gradient posts as per drawing, (IRPWM Annexure PWVI) shall be cast and fixed at each Kilometer / Point of change of gradient on cess and number engraved on both faces and surface painted with white and engraved figure written with black.

4.5 Ballasting

i) Once the central line and level pegs have been provided, the ballast should, on clearance by the Engineer in charge/his authorized representative, be lead out from the stacks and spread on the track formation. The ballast layer shall be consolidated by running of heavy rollers (5-10 tonne). The ballast cushion which is to be finally achieved shall be 250mm. Hence about 8% more cushion shall be provided initially, which on consolidation, shall come down to the required dimensions. The profile of ballast, finally to be provided shall be as per IRPWM para 263.

ii) The payment for supply of ballast will be made on the basis of

stack measurement of ballast without deduction for any shrinkage, as laid down in RDSO specifications, June 2004. The measurement and passing of ballast in stacks shall be done by Engineer –In-charge as per RDSO specifications.

iii) Ballast under dismantled (existing) track – Total ballast under

dismantled (existing) track shall be removed, screened & stacked as per direction of site Engineer. Ballast so stacked shall be measured by the Engineer-in charge and there after re-spread in track. The contractor shall be paid only for spreading against relevant item of the schedule.

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iv) Ballast shall conform to the detailed specification issued by RDSO. The salient features as thereof are the ballast shall be obtained only from quarries containing good quality parent rock. The ballast shall not contain any inorganic or inorganic matter and shall be free from inferior or harmful substance. The decision of the EIC in this will be final and conclusive. Where the supplies are made from a central quarry the stone used for crushing in to ballast shall exclude top layer, if weathered and shall be extracted only from those locations specifically approved by EIC.

v) The ballast shall not contain any inorganic or organic matter and shall

be free from inferior or harmful substance. The decision of the EIC in this will be final and conclusive.

vi) Ballast should satisfy the following size and gradation

Retained on 65 mm sqmesh sieve- Nil Retained on 40 mm sq mesh sieve-40 % to 60% Retained on 20 mm sq mesh sieve- Not less than 98% for machine crushed.

vii) Over size Ballast In case ballast retained on 65 mm sq mesh sieve is at variance from the above, stack shall be rejected. In case ballast retained on 40 mm sq mesh sieve exceeds 60 % limit prescribed above, payment will be made at reduced rate as follws. 95% of quoted rate if retnsion on 40 mm sq mesh sieve is between 60 % (excluding) and 65% ( including) 90% of the quoted rate if retension on 40 mm mesh sieve is between 65%( excluding) and 70% ( including) In case retnsion on 40 mm sq sieve exceeds 70% , the stock shall be rejected.

viii) Under size ballast The ballast shall be teated as undesized and shall be rejected if Retension on 40 mm sq mesh sieve is less than 40% Retension on 20 mm sq mesh sieve is less than 98% ( for machine crushed) or 95% ( for hand broken)

ix) Method of sieve analysis

The screens for sieveing of ballast shall be of square mesh and shall not be less than 100 cm in length and 10 cm in height on sides.

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While carrying out sieve analysis , the screen shall be kept in inclined but horizontal position and Shaken vigorously. The piece of ballast retained on the screen shall not be pushed through screen openings. The percentage passing through or retained on the sieve shall be determined by weight only.

The successful vendor shall submit three samples of ballast in sealed transparent jars containing 3 kgs each. The above samples received shall be tested in approved laboratory and test reports on impact value, abrasion vale, flakiness index and water absorption. The successful bidder shall furnish an undertaking that ballast supply at all times will confirm to specification for track ballast as specified by railways.

ix) Method of measurement

Stacking shall be done on a neat plane, firm ground with good drainage. The height of he stack shall not be less than 1 m except in hilly area, where it will be .5 m. Top width of the stack shall not be less than 1.0 m. Top of the stack shall be kept parallel to ground. The side slope of the stacks should not be greater than 2.5:1. Cubical content shall not be less than 30 cum for each stack

4.6 Concrete Sleepers i) Mono block pre-stressed concrete sleepers will be used for the siding. The

same will be used in loop line, level crossings, approaches, deck bridges, bridge approaches, switch expansion joints at the end of long welded panels, at trap switches and on curves. Concrete sleepers are very heavy and prone to develop cracks/ chipping, if handled roughly. Manual handling of these sleepers is, therefore, not desirable. The sleepers directly received at site through road trucks shall be unloaded using mechanical gantries/cranes, whereas those received on railway BFRS shall be unloaded through cranes/mechanical unloading equipment. One such device is Jib crane attachable to BFR/BRH for handling concrete sleepers. The shifting of sleepers shall be done using slings which should lift the sleepers through hooks fixed to inserts.

ii) Unloaded sleepers shall be kept at site of placement, properly supported

underneath. iii) On the ballast already laid and consolidated, PSC sleepers 60/52 kg to RDSO

drg no. T-2496 shall be laid at specified spacing. All care be taken in handling the sleepers so as to avoid breakage. The sleepers shall be laid to a density of 1540 nos/km (M+7 Sleeper density) / or 1340 nos./km (M+4 Sleeper density) as specified. For fish plated joints, the spacing shall be 40 cms (centre to centre). The sleeper spacing at welded joints shall be the same as intermediate sleeper spacing as per para 244 (h) of IRPWM. No damaged sleepers will be accepted.

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iv) To get proper track alignment, it is necessary that the centre line of the sleepers coincides with the centre line of the alignment marked.

v) Greasing of Elastic rail clips and MCI/SGCI Inserts: All the Elastic rail clips

and inserts fixed in the concrete sleepers shall be thoroughly cleaned and grease to IS specification IS: 408 – 1981 (Specification for Grease No. “O” Graphited) should then be applied on the central leg of ERC and eye of the insert and then the clip be driven at the time of assembly of the rail with the sleeper as per provisions of para 1411 (5) (a) of IRPWM. ERCs shall be provided with anticorrosive treatment before putting in track. Nothing extra shall be payable for any of the elements stated above.

4.7 Rails

4.7.1 Rails 60 kg/m to IR specification T-12 shall be used for main line. The same has to manufactured by M/s SAIL/ approved equivalent by railways will be used for all lines. The supply of rails are in the scope of the contractor. It is the contractor responsibility to laison and obtain permission from railways for the supply of Rails to HPCL for siding.

a). The contractor at its own cost shall lead the same to site for use on the work.

b) The rails and other fittings shall be lead to site of actual laying in track by any means convenient to the contractor depending upon the site conditions and be placed at places where these are to be laid. The rails shall be adjusted in pairs along the alignment on the cess. The contractor will remove kinks from each rail, if any, with the help of jim Crow, etc. Handling of rails shall be done as per Manual of Instructions on Handling of Rails- July 2000 issued by RDSO.

c) Single rails so brought to site shall as required be converted into 3 rail welded panels by Short Pre Heat process of Thermit Welding by the contractor on the cess or at site.

d) The cutting of rails, where required shall be done using Abrasive rail cutting Machines and the holes drilled with rail drilling machines approved by Railways/HPCL. All the holes drilled in rails shall be chamfered using approved chamfering kit in terms of para 251 (5) of IRPWM (CS No. 51 dated 21.4.00)

e) The rails shall be ultrasonically tested to IRS specification.

4.7.2 Welding of Rail Joins:

a) The rail joints shall be welded with Alumino Thermit welding of rail joints by short pre-heating (SKV) process to IR Specification no. T-19-1994 as detailed

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in RDSO Manual for Fusion welding of Rails by the Alumino- Thermic Process September 1998’.

b) The welding shall be got done only from approved portion manufacturing firms with portions, consumables, equipment and RDSO certified welders/welding supervisors.

c) The portion shall conform to IRS specification no. T-19-1994. (para 4.2.1 of AT welding Manual).

d) For field welding of rail ends provisions of para 4.4 to 4.10 of the “ Manual for Fusion welding of rails by Alumino Thermic process, September 1998” referred above shall be followed. Post welding operations shall be carried out as per para 5 and tests as per para 6 of the aforesaid manual. Sample tests of welds done shall be carried out as per para 7 of AT welding manual.

e) The finishing tolerances of the weld must conform to provision of para 5.4.2 indicated below:-

• Vertical alignment : Variation not more than +/-0.5mm, -0mm measured at the end of 1.0metre straight edge.

• Lateral alignment : Variation not more than +/- 0.5mm measured at the centre of 1.0metre straight edge.

• Head Finishing: top table surface: +0.3mm, -0mm, measured at the end of 10cm straight edge.

f) While welding, adequate precautions as laid down in para 9 of the Manual shall be followed.

g) Welds found defective shall be replaced by the contractor as per para 6.4 of the Manual.

h) Flame cutting / gas cutting of 52 kg 90 UTS (1st quality) rail ends for welding them is not permitted. Rail ends for welding shall be cut by sawing or by abrasive disc cutter as laid down in para 3.3 (vi) of A.T. Welding Manual.

i) All thermit welds shall be ultra sonically tested by the contractor at his cost and all welds, found defective in such testing, shall be replaced by the contractor at his cost. The contractor shall remove all welds found defective either in ultrasonic testing or any other tests or failure of welds or welds found defective on any other account, by cutting the rail on both sides of the defective weld including the heat effected zone, and then welding the rail joints so created. In certain locations, two welds may have to be done to replace one defective weld. All these works of replacement of defective welds including all materials, equipment, machinery and labour etc. shall be done by the contractor at his cost.

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j) All Thermit welds shall be painted as per para 5.7 of Manual for fusion welding of rails by Alumino Thermic Process, September 1998 issued by RDSO.

k) The acceptance tests required for accepting the Thermit welds shall be as per para 6 and 7 of Thermit welding manual.

m) Sample test Joints

i) One out of every 100 joints welded, shall be selected at random by the purchaser or by the inspecting officer with in one month of welding and subjected to hardness, transverse load/deflection tests and porosity as per clause 4.3 of IRS:T-19-1994.

ii) If the sample test joint fails to satisfy any of the requirements of specification IRS:T-19-1994. Engineer In charge will be at liberty to suspend further welding. However, two more randomly selected joints from the same lot of 100 joints shall be subjected to re-tests as per clause 4.2 of IRS: T-19-1994. Both the joints should clear all the tests. If this report is also not satisfactory, further welding of joints shall be suspended until the firm’s welding technique has been examined and the same satisfies the requirement of clause 4 of IRS: T-19-1994. The clearance for re-commencement of welding shall be given by the Engineer-in-charge.

n) The following checks shall be performed be performed on the welds executed on the track.

Visual check , using perfectly straight scales one metre and 10 ten centimetre long accurate to with in one tenth of a mm for lining and levelling of the welded joints. The checks shall extend over a length of 2 m centre on the weld and deformation defects shall not exceed those present in the body of the rail.

Visual checks for the integrity of the weld

Check by means of the special ultrasonic apparatus operating at about 1 to 4 MHZ frequency. Welding is permitted to be done in situ or in cess. The guidelines for technical control for welding rails will be as follows.

Only approved samples should be used for the work. Only a welder holding a valid competency certificate should weld the rail joints. Care should be taken to see that the rail are correctly aligned, vertically, longtitudaly and transversely. The ends of the rails to be welded should be kept apart at specified distance. Those two sets of rail (in nos to be specified for each

118 of 125 �

panel) will form one complete panel. There shall be three rails per panel in this case unless otherwise decided.

No work out should be carried out between sunset and sun rise in the field. The welding work should not he done in rainy weather in the field. The test weld rails should be of the same section as of rails to be welded for the work. Rail joints welded by the contractor shall be guaranteed by him against failure for a period of at least two years from the date of welding or one year from the date such welded joints are inserted in the track. Any welded joints, which fails by cracking with in this period of guarantee should be rewelded free of cost by the supplier. In the event of any welded joints failing in any one or more requirement of this specification, the Engineer will be at liberty to suspend forthwith further welding of joints. The work shall remain suspended until the supplier has improved his welding technique and can satisfy the EIC that the joint welding can stand up to the above tests. Further, the period of guarantee of the joints already welded shall be extended for a further period of one year guarantee and if any weld shows signs of failure by cracking during the extended guarantee periods, the same shall be rewelded free of cost by the supplier. The welded joints with the extended period of guarantee should be marked ‘A” on the outer side of he head of the rails near the joints in addition to the markings (month, year, firms initial) stamped by the supplier. Such marked joints shall be kept under careful observation by the Engineer. The code of practice for welding the rail joints by Alumnio Thermit process issued by RDSO should be referred for complete detail.

4.7.3 Short Welded Rails (SWR)

i) The laying and maintenance of short welded rails shall conform to provisions of para 505 to 510 of Part B’ of chapter V of IRPWM. Special care shall be taken to provide expansion gaps at fish plated joints as per IRPWM para 508 table 1 for initial laying and para 510(3), table II for maintenance.

ii) The fishing planes of fish plates and rails shall be lubricated with a paste of workable consistency (Plumbago and kerosene oil) in the following proportions and fish bolts be oiled. The material for lubrication of joints shall be arranged by the contractor. No extra payment will be made for the same. Plumbago (Dry Graphite) - 5 kg Kerosene oil (2nd quality) - 3.5 ltrs for 100 joints Black or reclaimed oil - 2.75 ltrs

4.7.4 Bridges

a) The rail joints on girder bridges with opening less than 6.1m shall be avoided. For other spans, the preferred position of rail joints is at 1/3rd of span from either end as per para 272(3) of IRPWM.

b) Guard rails shall be provided on bridges as per para 275 of IRPWM.

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c) The design of guard rails on the bridge and its approaches shall be as per para 275(2) of IRPWM.

d) PSC sleepers to RDSO drg. No. T-4088 to Drg. No. T-4097 with complete fittings as shown in the drawings, shall be used on ballasted deck bridges with guard rails and their approaches. The fixing of guard rails shall be done as per RDSO drg. No. T-4088 to Drg. No, T-4097 as per para 275(3) of IRPWM, CS no. 63 dated 27.1.2003 M.S. flat/tie bars for tying PSC sleepers together at ends is not required. (CS 63 dated 27.1.2003 to IRPWM).

e) Gang path as per para 276 of IRPWM, shall be provided on the sleepers on the bridge only in case of un-ballasted girder bridges.

4.7.5 Level Crossings

i) Asphalting of road surface between gate posts to full width of road on level crossings shall be provided by the contractor. The road shall be provided complying with instructions contained in items 12 to 15, of Annexure 9/1 para 904, Chapter IX of IRPWM.

ii) Gate posts made out of 52 kg rails shall be provided at the level crossing to hold the chain as per IRPWM. Chain shall also beprovided by the contractor.

iii) Whistle boards (W/L) and Stop boards shall be provided as per IRPWM. Similarly, Level Crossing indicator boards and Speed breaker indicator boards shall be fixed on the road approaches as per IRPWM.

4.7.6 Points and Crossings

(i) Points and crossings shall conform to RDSO Drawings and specifications and shall be procured from manufactures / vendors approved by RDSO duly inspected by RDSO/HPCL as per direction of the Engineer–in- charge.

(ii) 60 kg 1 in 8.5 turn out shall conform to RDSO Drawing No T- 4965, Switch sub-assembly drawing No. T-4966. and crossing sub-assembly drawing No. T-4967. Switches shall be 6400 mm over-riding curved switches for 1 in 8.5 �BG (1673 mm) for 60 kg on PSC sleepers with all parts and fittings as per drawing No. T- 4966 with latest alteration. CMS Crossings for PSC lay out to RDSO drawing No.RT-4967 with latest alterations complete with all fittings shall be used.

(iii) 60 kg 1 in 12 turn out shall conform to RDSO Drawing No T- 4218, Switch sub-assembly drawing No. T-4219. and crossing sub-assembly drawing No. T-4220. Switches shall be 10125 mm over-riding curved switches for 1 in 12 BG (1673 mm) for 60 kg on PSC sleepers with all parts and fittings as per drawing No. T-4219 with latest alteration. CMS Crossings for PSC lay out to

120 of 125 �

RDSO drawing No.RT-4220 with latest alterations complete with all fittings shall be used

4.7.6.1 Fan type turnouts

PSC sleepers for Fan type Turnouts to the extent required shall be supplied by the contractor. The contractor at its own cost shall lead the same to site for use on the work.

Turnout sleepers shall conform to Indian Railway Standard specification for pre tensioned concrete sleepers serial No.T-45-96 (latest revision) as per RDSO Drawings.

Salient aspects of fan shape layout are:

(i) The sleepers under switch portion are having dowels in which slide chairs are fixed with the help of screws. These sleepers are laid perpendicular to the main line and therefore, can be used for left hand and right hand turnouts.

(ii) The sleepers between the switch and the crossing (lead portion) are designed and laid at an angle of Q/2 with respect to main line where Q is the angle between the main line and the lead rail at that particular location. The same sleeper can be used for left hand and right hand by laterally shifting the sleepers by an angle of Q.

(iii) The sleepers under crossing are laid perpendicular to the center line of the crossing and as such the same sleeper can be used for left hand and right hand by lateral shifting.

(iv) For laying sleepers in the lead portion correctly, spacing of sleepers on left

rail seat and right rail seat on main straight track are given which define the center line of the sleepers. PRC fan shape layouts have curved switches. Before laying the turnouts, the correctness of the switch as well as its curvature should be checked in advance by pre-assembling and then once again after laying it in track. This layout needs efficient drainage and adequate ballast cushion. It may be noted that the sleepers are the same for 52Kg as well as 60Kg rails. A mark ‘RE’ is provided on fan shape PRC turnout sleepers at one end. The sleepers should be laid in a manner that the end having the mark ‘RE’ is always laid on the right hand side.The dowel fixed in the PRC sleepers should be cleared with the help of a suitable diameter soft brush so that all dirt/muck is removed. All the screws required to be fixed in the dowels should be greased before being put in.

FAN SHAPE LAYOUT ASSEMBLY

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A) 1 in 81/2 Turnout Main drgs of T/Out Switch sub-

Assembly Crossing sub- Assembly

60 KG RDSO/T-4965 RDSO/T-4966 RDSO/T-4967

(B) 1in 12 Turnout 60Kg RDSO/T-4218 RDSO/T-4219 RDSO/T-4220

DISPOSITION OF SLEEPERS

Type of layout

Sleeper under switch which are to be perpendicular to main line

Sleeper Nos which are to be laid at angle Q/2 where Q is inclination of outer lead rail with respect to main line at that location

Sleeper Nos to laid perpendicular to centre line of crossing

1 in 12

1 to 20 21 to 64 65 to 83

1 in 81/2

1 to 13 14 to 41 42 to 54

APPROACH SLEEPERS

Type of layout ENTRY EXIT

1 in 8�� 5Nos: 60-S,60-4A,60- 3A, 60-2AS & 60-1AS

8 Nos: (4 Sleepers on main line & 4 on turnout side)

1 in 12 5Nos: 60-S,60-4A,60- 3A, 60-2AS & 60-1AS

8 Nos: (4 Sleepers on main line & 4 on turnout side)

Long sleepers shall be provided for point machines to meet the requirement of S&T. It shall be ensured that the turnout is perfectly in line and duly packed both for the main lines as well as the siding served/connected by the turnout Any

122 of 125 �

adjustments as required shall be carried out by the contractor so that the layout and the connections meet the standard requirements Nothing extra shall be payable for the same.

4.7.6.2 Fouling Marks made out of Cement concrete shall be provided as per approved drawing at locations as required as per directions of the Engineer-in-charge.

4.7.7 Glued Joints

Supply and Fixing of 60Kg. Glued Insulated Rail Joint G3(L) as per RDSO Drg. No. T-1276 along with welding is to be provided in running/ non running lines as per direction of the Engineer-in-charge. The welds are to be ultrasonically tested as per RDSO manual of Sept 1998. These Joints consist of web fitting fish plates glued to the rails with a high polymer adhesive and bolted with high tensile steel bolts. The insulation is provided by special type of insulating side channels, bushes and end posts made of fiberglass cloth roving. The instructions for fabrication and installation of glued insulated rail joints should be strictly followed as given in the manual for glued insulated rail joints 1998 issued by RDSO. In this type of joint 1 m. long fish plates with 6 HTS bolts are used. The pull out strength should be more than 160 tons.

The insulation resistance test should satisfy the following criteria:

(i) In Dry Condition: After glued insulated joint is prepared, meggering voltage of 100 VDC shall be applied across the joint. The value of the insulation resistance shall not be less than 25 Mega-ohms.

(ii) In wet Condition: The value of resistance shall not be less than 3 Kilo-ohms.

5.0 Follow up Packings

i) The track shall be lifted to the correct profile as directed by the Engineer’s representative.

ii) The sleepers shall be well packed with the ballast under them taking care that the ballast shall be worked under throughout the length of the sleepers without damaging the bottom edges of the sleepers and sleepers repacked till no more ballast can be packed in and or as directed by Engineer/his representatives.

iii) Stone ballast from the stacks along the alignment shall be lead and

dumped over the track to correct profile as indicated in para 263 of Indian railway permanent way manual 1986 reprinted 2004 and as directed by the Engineer or his representative.

123 of 125 �

iv) Correct track parameters i.e. Gauge, alignment of rails, square ess

of the sleepers, longitudinal and cross levels, expansion gaps at rail joints etc. shall be achieved as directed by the Engineer’s representative.

6.0 Final Adjustment and Packing

i) Any sleeper which has been shifted from correct spacing or gone out of square shall be moved back and squared after loosening the fastenings, care being taken not to cause damage to PRC Sleepers while slewing the sleeper. The fastenings shall be tightened again after squaring.

ii) The track shall be slewed to correct alignment by sighting along the rail head of the base rail. It should be ensured that track does not get lifted in the process of slewing. Any defects developed in gauge shall be rectified by adjusting the liners.

iii) The track shall then be given a final packing. For this, sighting shall be

done along the base rail and any dip or low joint lifted correctly and packed, attending the adjacent sleepers also. After the base rail is thus packed for 2 or 3 rail lengths, the cross levels should be checked and the opposite rail lifted wherever necessary and sleepers under the rail seat packed.

iv) The joint and shoulder sleepers shall be repacked and cross levels

adjusted. The ballast section shall be dressed neatly as directed by Engineer’s representative to uniform height and width with correct side slopes.

v) Testing – The track completed as above will be rolled with a light, diesel engine (which is presently stationed at site) .If aviliable HPCL will supply the same and the vendor to do rolling complete with fuel and crew. After 4 such movements of the engine, the contractor will attend to the defects developed, by packing, aligning, levelling and gauging the track. No extra payment will be made for this.

7.0 Specifications for Finished Work

a) Ballast Profile

i) The ballast profile should be in conformity with para 263 of IRPWM and brought to specified section, as directed by the Engineer’s representative.

ii) The ballast cushion shall be checked at three places in each km at random locations (these locations shall be recorded) and the average value shall be considered for acceptance.

124 of 125 �

iii) The expression “Ballast Cushion” wherever used in these specifications, shall mean depth of clean layer of ballast below the bottom of sleepers and above the finished top of formation, measured under the rail seat of the sleeper.

b) New Track Tolerances

The new track shall conform to the following track standards. The track measurements should be taken in floating conditions.

S.N Track Parameter Items for measurement Value

1 Gauge • Gauge •Sleeper to sleeper variation

1673mm + 3mm 2mm

2 Expansion Gap Maximum deviation from the prescribed gap (Average gap worked out by recording 20 successive gaps)

+/- 2mm

3 Joints • Low joints not permitted. • High joints not more than • Maximum out of Square ness of joints on straight • Maximum out of square ness of joints on curves

----- 2 mm -/+ 10mm ½ pitch of fish bolts holes

4 Spacing of Sleeper

With respect to theoretical spacing

+/- 20mm

5 Cross level To be recorded on every 4th sleeper

+/- 3mm

6 Alignment • On straight on 10m chord • On curves of radius more than 600m on 20m chord - variation over theoretical versines. • On curves of radius less than 600m on 20m chord - variation over theoretical versines.

± 2mm 5mm 10mm

** Values upto 7mm can be accepted at few

125 of 125 �

isolated locations.

7 Longitudinal level • Variation in longitudinal level with reference to approved longitudinal sections. Unevenness (variation in longitudinal profile of track as measured on 3.5m chord at the centre.

50mm Not more than 6mm values of 10mm can be tolerated at few locations

LIST OF APPROVED MAKE S. NO.

DETAILS OF MATERIALS MANUFACTURER’s NAME

1 RAILS SAIL/JINDAL 2 P-WAY & OHE MATERIALS APPROVED AGENCEY BY

RAILWAYS 3 CEMENT

LAFARGE/ACC/BIRLA/AMBUJA

4 RMC APPROVED RMC PLANT USING LAFARGE/ ACC/ BIRLA/ AMBUJA

5 REINFORCEMENT SAIL/ RINL/TISCO

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SPECIFICATION FOR SAFETY HEALTH AND ENVIRONMENT (SHE) MANAGEMENT �

CONTENTS �

��

CLAUSE NO. TITLE ��

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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.

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�

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.

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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.

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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.

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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.

3

2

7

5

MG MG

201

16

12

16

12

25

7

7

7

15

11

18

EG

202204

203

502 5016

10.0 M WIDE ROAD

6.0 M WIDE ROAD

6.0 M WIDE ROAD

6.0 M WIDE ROAD

6.0 M WIDE ROAD6.0 M WIDE ROAD

6.0

M W

IDE

RO

AD

10.0

M W

IDE

RO

AD

10.0

M W

IDE

RO

AD

10.0

M W

IDE

RO

AD

10.0 M WIDE ROAD

10.0

M W

IDE

RO

AD

10.0 M WIDE ROAD

9.5 M WIDE ROAD

HPCL PROPERTY LINEHPCL PROPERTY LINE

6.0

M W

IDE

RO

AD

OWS

10

20

304303301

206

207

12

12

11

7

57104102101 11

1111

6

BITUMEN STACKING AREA

BITUMEN STACKING AREA

9.5

4.50 X 10.00

21

PLANT TOILET / TRUCKER'S FACILITY

AREA (SQ.M)

12

MCC ROOM TLF

SEALING PLATFORM

D.G. ROOM FOR TLF & TWD

TURBO DOSING SHED

16

181920

17

1415

13

MARKETING ROOMCAR/SCOOTER PARKING SHED

ADMIN OFFICE & AMENITY BLOCK(G+1)

8 BAY X 2NOS T/T GANTRY7

91011

8

56

43

10.00 X 15.00

15.00 X 15.006.00 X 15.00

120.00 X 66.50

3.00 X 3.00

9.00 X 6.00

10.00 X 10.00

15.00 X 6.00

50.00 X 13.00 X 2

24.00 X 15.00

32.00 X 8.0

GATE CABIN & SECURITY OFFICE21

NO STRUCTURE SIZE (M)

12.00 X 4.00

FIRE PUMP HOUSE

20.00 X 8.00

8.0 X 16.0

30.00 X 15.0

2223242526

TLF PRODUCT PUMP HOUSE

MCC ROOM (TWD) FOR W & B OIL

SCHEDULE OFFACILITIES (WHITE OIL)

16.00 X10.00

TRANSFORMER YARD

LUBE WAREHOUSEENGINEERING STORE

LUBE DRUM YARDGREASED DRUM SHED

POWER DOSING SHED BLUE DYE DOSING SHED

FOAM SYSTEM SHED 4.00 X 3.00

TT PARKING AREA

39.00 X 5.50

12.50 X 10.00TWD PRODUCT PUMP HOUSE 30.00 X 5.5

48.00360.00

54.0090.00

160.00

100.00

1300.00

160.00

256.00

128.00

450.00150.00

225.0090.009.00

12.00

7980.0045.00

214.50

165.00125.00

WEIGH BRIDGE 12.00 X 5.00 60.00IIIIV

FO PUMP HOUSE -TWDBITUMEN PUMP HOUSE- TLF

6.0 X 5.50 33.00V

8.0X6.0 48.0 MCC ROOMWEIGH BRIDGE-40MT

AREA (SQ.M)

I

NO STRUCTURE SIZE (M)

8.0 X 5.5 44.00

SCHEDULE OF FACILITIES (BLACK OIL)

CALIBRATION SHED 16.00 X 10.00 160.00

METER ROOM 12.50 X11.00 137.50

BITUMEN/FO 4BAY T/T GANTRY 22.0 X 13.00 286.00

HINDUSTAN PETROLEUM CORPORATION LTD MARKETING DIVISION

DATENO REVISION

SCALE : 1:1000

CHECKED : AKG

APPROVED : AKG

DRAWN : tushar

BYC.O.E. APPROVAL

NO. & DATE.

GENERAL NOTESA. ALL DIMENSIONS ARE IN METER UNLESS OTHERWISE STATED ENTIRE FACILITIES IN THE ISTALLATION DESIGNED AND PROVIDED AS PER OISD-118.

B. FIRE FIGHTING FACILITIES 1. DIESEL DRIVEN PUMP SET OF CAP. 610 M3/HR X 5 NOS.+3N0. STANDBY 2. WATER MONITORS OF CAP 144 M3/HR. 3. HYDRANT POINT WITH LANDING VALVES OF CAP. 36M3/HR. 4. ENTIRE FIRE FIGHTING FACILITIES DESIGNED AND PROVIDED AS PER OISD-117.(AMENDED OCT. 2010). 5. HYDRANT POINTS, MONITORS AND WATER CUM FOAM MONITORS ARE PLACED @ EVERY 30M IN OPERATIONAL AREAS & @ EVERY 45M IN OTHER AREAS. 6. ALL FIRE WATER LINES ARE ABOVE GROUND AND UNDER GROUND FOR ROAD, PAVEMENT AND DRIVEWAY CROSSINGS.

C. 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. AND SHALL HAVE CMRI NOS. & CERTIFICATE.

D. EARTH PITS - ALL EARTH PITS SHALL CONFIRM TO IS 3043

E. TANKS - CONSTRUCTION OF TANKS SHALL CONFIRM TO API 650 / IS 803. M.S. STEEL SHALL CONFIRM TO IS 2062 - GRADE A / B.

DRAIN

DATE : 03/12/09

ENCLOSURE WALL 0.35 THICK

BARBED WIRE FENCING ON TOP.

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- LEGEND

WICKET GATE 1.20 M WIDE MAIN GATE 10 M WIDE

EMERGENCY GATE 7.5M WIDE EG

FBW

BW

EW

WGMG.

OWS.CHAIN LINK FENCING.

SHEET : 1 OF 2

CURB WALL 0.30M HT X 0.35 THK. BRICK MASO. WALLCW

CLF

HIGH MASTHM

NEW POL DEPOT AT BOKARO, JHARKHAND

DRG. NO. BOKARO/LAY/001

TWDTLF

TANK WAGAN DECANTINGTANK LORRY FILLING

II

27

OIL WATER SEPARATOR 20.00 X 15.00 300.00

10

11 7

65.56

16.78 37.48

73.17

62.48

80.7

1

35.85

89.66

90.09

13.8

2

144.8998.35 92.8

62.41

361.4

61.12

195.15

89.6

9

177.5

129.77

213.83

127.64

51.7

7

98.69

154.

58

159.23

229.17

202.92

5

MG

FOR BLACK OIL

67.4

925

.72

53.2

1

66.8

9

112.

91

FUTURE TANKAGE

FUTURE TANKAGE7

93.2

2

46.3 30.4

68.8535.5

54.87

66.7

4

10

10.0

M W

IDE

RO

AD

10

77

9.5

5

HM10

HM17

HM18

HM19

HM14

DRIVEWAY 27.0M

HM8

HM13

39

59.32200.96

210 209

CAPACITY

CENTRIFUGAL PUMP SET

2

SL.NO.

1

SCHEDULE OF FIREFIGHTING PUMPSDESCRIPTION NOS.

3

2

WITH DEISEL ENGINECENTRIFUGAL PUMP SETWITH DEISEL ENGINE

616 KL/ HR

616 KL/ HR

REGULAR

STANDBY

REMARKS

6

11

13

12

9

10

78

7800 LPM

2

4

5

3

SL.NO.

1

PRODUCT

SCHEDULE OF PUMPS

15

16

CAPACITY LPM .NOS.

7800 LPM

3600 LPM

2

1

11

11

1

1

1

MS

HSD

SKO

HSD

SKO

MS

MS

MS

TWD REGULAR TWD STANDBY TWD REGULAR

TWD REGULAR

TWD STANDBY

TWD STANDBY

TLF REGULAR3

TLF STANDBY

HSD HSD

TLF REGULAR

VERTICAL PUMP

HSD

SKO3ATF

1 VERTICAL PUMP

VERTICAL PUMP VERTICAL PUMP

3600 LPM

3600 LPM

2400 LPM

300 LPM

300 LPM

300 LPM300 LPM 1

2

1 TLF STANDBY2400 LPM SKO

SKO TLF REGULAR

MS3600 LPM 1 TLF STANDBY

17

FO5200LPM 120

1

21

2222400LPM

1200 LPM 1

23

1200 LPM 1

24

TWD REGULARFO5200LPM TWD STANDBYFO TLF REGULAR

BITUMEN 80/100BITUMEN 60/70

TLF REGULAR

TLF REGULAR

14 ETHANOL VERTICAL PUMP300 LPM 1

0.8

0.15

1.2

1.2/

1.6

13.0

5.4

12.3

7.97

3 5.85

211 11

5

55

29

61

61.2

10.0 M WIDE ROAD

58.4

5.0M. ROAD

5.0M. ROAD

5.0M. ROAD

TXR ROOM (RAILWAY) 12.00 X 6.00 72.00

28

10.0

M W

IDE

RO

AD

TT PARKING FOR BLACK OIL

5

8

LABORATORY BUILDING 20.00 X 15.00 300.00

15

15

4

196.87

293031

HIGH MAST TOWER - 30M HIGH 10 NOS.WATCH TOWER - 7.5M HIGH 6 NOS.

7.5

29

HM1

HM3

WT

WT

WT

WT

WT

WT

WT

7 10

REMARK

REMARK

1212

7

5 14.3

8.3

GREEN BELT3

15.8

3

5

5

9.5

1210

103

1010

10

5

5

6.0 M WIDE ROAD

7

7

510

5

9.189.2

50

5

G R E E N B E L T10

.0 M

GR

EEN

BEL

T

GREEN BELT

10.0

MG

RE

EN

BE

LT

RLY.SIDING TRACK (INSIDE HPCL PLOT)

HEADER PIPELINE

EW

EWEW

EW

EW

EW

17.610

EW

EW

OWS

OWS

OW

S

5

FUTURE TANKAGE

20

305

205208212302

9.5

9.5

RB

RB

2525

7

7

1212

26

15

77 7

35.7

40.03

FBW

FBW

FBW

FBW

FBW

777

41.6

9

12MANIFOLD

3

10

4

6.0

M W

IDE

RO

AD

10.0 M WIDE ROAD10.0 M WIDE ROAD

103105

41.7

REMARKSTK.NO. SIZE CAPACITYPRODUCT

SCHEDULE OF TANK 'A' CLASS PRODUCT -

104103

101102

UG.TANK

2800 FRV18.00 M Ø X 12.50 M HT2800MOTOR SPIRIT FRV18.00 M Ø X 12.50 M HT

500ETHANOL FRV10.00 M Ø X 8.00 M HT3.00 M Ø X 10.40 M LONG KL

KL

KLKL

105 UG.TANK3.00 M Ø X 10.40 M LONG ETHANOL


SCHEDULE OF TANK 'B' CLASS PRODUCT-

204203

201202

205

70

TOTAL 6240 KL

MOTOR SPIRIT

MOTOR SPIRIT

KL70

5000 HIGH SPEED DIESEL CRVKL23.00 M Ø X 12.50 M HT5000 CRV23.00 M Ø X 12.50 M HT5000 CRV23.00 M Ø X 12.50 M HT5000 CRV23.00 M Ø X 12.50 M HT

KL

KLKL

UG.TANK3.00 M Ø X 10.40 M LONG 70 KL

206 1500SUPERIOR KEROSINE OIL CRV13.00 M Ø X 12.50 M HT207 1500 CRV13.00 M Ø X 12.50 M HT208 UG.TANK3.00 M Ø X 10.40 M LONG 70

1500AVIATION TURBINE FUEL CRV13.00 M Ø X 12.50 M HT2091500 CRV13.00 M Ø X 12.50 M HT2101500 CRV13.00 M Ø X 12.50 M HT211

212 UG.TANK3.00 M Ø X 10.40 M LONG 70

TOTAL 27710.00 KL

KLKL

KLKLKL

KL

KL


SCHEDULE OF TANK 'C' CLASS PRODUCT-

304303

301302

305TOTAL 11140 KL

5000FUEL OIL CRVKL23.00 M Ø X 12.50 M HT5000 CRVKL23.00 M Ø X 12.50 M HT

KL

AG HORI.TANK3.00 M Ø X 10.40 M LONG 70KL

UG.TANK3.00 M Ø X 10.40 M LONG 70KL

1000LIGHT DIESEL OIL CRV12.00 M Ø X 9.50 M HT KL


SCHEDULE OF TANK UNCLASSIFIED PRODUCT-

401402

TOTAL 1000 KL

CRV500 MTBITUMEN 80/100 CRV10.00 M Ø X 8.00 M HT500 MTBITUMEN 80/100 CRV10.00 M Ø X 8.00 M HT

LESS VOLUME OF FOUNDATION 1.00avg. ht.

NET VOLUME OF TANK ENCLOSURE

VOLUME OF SINGLE LARGEST TANK WITHIN THE DYKE

VOLUME OF TANK ENCLOSURE

LESS VOLUME OF TANK SHELL UP TO TANK HT.0.8

NET HEIGHT OF DYKE WALLFREE BOARDHEIGHT OF DYKE WALL

1.4 M.

2971 Cum10328 Cum.

1210 Cum.

0.20 M1.6 M5000 KL.

ENCLOSURE CAPACITY CALCULATION

DYKE-I

6094 Cum.

LESS VOLUME OF FIRE BREAK WALL 53 Cum.

1.80 M.

914 Cum4608 Cum.

267 Cum.

0.20 M2.0 M2800 KL.

DYKE-II

3413 Cum.

14 Cum.

1.80 M.

681 Cum4176 Cum.

212 Cum.

0.20 M2.0 M1500 KL.

3269 Cum.

14 Cum.

1.80 M.7106 Cum.

0.20 M2.0 M5000 KL.

TANK FARM FOR

DYKE-III DYKE-IV

15

1346 Cum.

423 Cum.

9 Cum.

5328 Cum.

10

77

ENCLOSURE

HIGH SPEED DIESEL HIGH SPEED DIESEL

HIGH SPEED DIESEL HIGH SPEED DIESEL

SUPERIOR KEROSINE OIL

SUPERIOR KEROSINE OIL

AVIATION TURBINE FUELAVIATION TURBINE FUELAVIATION TURBINE FUEL

DRAIN

DRAIN

DRAIN

DRAIN

ENCLOSURECAP.3269KL

ENCLOSURECAP.5328KL

ENCLOSURECAP.3413KL

CAP.6094KL

FUEL OIL

FUEL OIL

LIGHT DIESEL OIL

EAARTH PITEPEARTHING LINE

DRAIN

DRAIN

DRAIN

DRAIN

DRAIN

39.0

5.5

3.5

CALCULATIONS OF FIRE WATER STORAGE & FIRE PUMPS AS PER OISD 117CALCULATIONS FOR SINGLE LARGEST TANK AT RISK DYKE I - TANK 204i WATER REQUIRED FOR COOLING TANK 204 3LPM 162.58 KL/HRii WATER REQUIRED FOR COOLING TANKS WITHIN R+30M (TANK NOS. 201,202,203,206,207) 671.60 KL/HRiii FOAM REQUIRED FOR FOR TANK NO.204 120.94 KL/HR2. TWD UNLOADING GANTRY 932.00KL/HR3. FOR HOSE STREAMS (4 SINGLE HYDRANT) 144.00KL/HR TOTAL WATER FLOW RATE (i+ii+iii+3) 1099.12KL/HR FIRE WATER REQUIRED FOR 4 HRS FIGHTING = 4X(1099.12+654.62) = 7014 KL4. PUMPING CAPACITY AVAILABLE = 616 CUM/HR(PROPOSED)X3=1848X4= 7392.00 KL 2PUMP STAND BY TOTAL WATER STORAGE PROPOSED = 2 NO. TANKS. X 3802 KL = 7604 KL(PUMPABLE)

7800 LPM

7800 LPM

7800 LPM

7800 LPM

18FO3LDO

VERTICAL PUMP VERTICAL PUMP

300 LPM300 LPM 1

19

FLASH POINT < 23°C

FLASH POINT ≥ 23°C < 65°C

FLASH POINT ≥ 65°C < 93°C

FLASH POINT ≥ 93°C

N

BIADA LAND

TO DHANBADTO BOKARO

BOKARO STEEL CITY

NH-23

NH-2

3

NH-23

B.L. ORGANIC

AMBIR FLOWER

TEMPLE STONE

VILLAGE

VILLAGE

QUARRY

RAILWAY TRACK

RAILWAYLAND

ROAD

RO

AD

ROAD

3

EW

CW

CW

CW

EW

EW

EW

FOR WHITE OIL

3.00 X 3.00FAST FLUSH PUMP SHED 9.00

ENCLOSURECAP.76.3KL

0.80 M.

3.30 Cum

80.60 Cum.

0.20 M1.0 M70 KL.

76.70 Cum.

DYKE-V

LESS VOLUME OF PEDESTAL FOR DYKE - V

ATF FAST FLUSH VERTICAL PUMP200 LPM 1

24

CLF CLF CLF CLF CLF

RB

3

3

10

6

12

2.0 X 2.0 KIOSK

IOCL LPG PLANT

LAKE

BOKARO INDUSTRIAL AREA SECTOR

NH-23

NH

-23

PROPOSED HPCL PLOT

500 M REDIUS

10

FOR MOBILECOLLECTION

10

DELICENSED AREA

DRAIN

10.0

MG

REE

N B

ELT

10.0 MGREEN BELT

10.0 MGREEN BELT

10.0 MGREEN BELT10

.0 M

GR

EEN

BEL

T

10.0 MGREEN BELT


SCHEDULE OF TANK FOR WATER

501502

TOTAL 7984 KL

OPEN ROOF22.00 M Ø X 10.50 M HT WATER 3992KL

OPEN ROOF

30.0

(TY

P)

FUTURE 8BAY GANTRY

33.2

3

2115.6

14.319

14.827.727.4

30

27.9

15

13047.5

58

21.2

50

23.4

1013

8

1313

50

25

1410

HM2

HM4

HM5

HM6

HM7

HM9

HM11

HM12

HM15

HM16

55

FH44

FIRE MONITOR (REGULAR)FMFIRE HYDRANT POINT.FH

FH FIRE WATER-CUM-FOAM MONITOR(HIGH VELOCITY LONG RANGE)

FIRE WATER LINE

10

53

5

5

510

8

279

7

2525

FUTURE 4 BAY GANTRY

28

2A8

57

50

AUTOMATION CONTROL ROOM 14.00 X 8.00 2A 112.00

162.58 KL/HRDYKE III - TK. NO.303

227.10 KL/HR120.94 KL/HR932.00 KL/HR144.00 KL/HR654.62 KL/HR

32 6.00 X 4.00T/T CREW WAITING ROOM 24.00

FUTURE P/H

3.00 X 3.00 9.003.00 X 3.00 9.00

R1 BLDGS. SIZES CHANGED 19-07-11 SBG

17.9

1015

17 38.43

TO U

/G T

AN

K

FROM SIDING

RETURN LINE

TO P/HOUSE

FM(HVLR)3

FM(HVLR)2

32

24

R2 NOS. & LOCATION OF HVLR CHANGED 27-12-11 SBG

54

31

37

FM(HVLR)1

R3 NOS. & LOCATION OF HVLR CHANGED 25-01-12 SBG

HCP

HCPHCP

HCP HVLR CONTROL PANNEL

6

33 15.00 X 10.00VAPOUR RECOVERY UNIT 150.00

R4 VAPOUR RECOVERY UNIT (33) ADDED 22-02-12 SBG

D:\WORK\DRAWINGS\BOKARO\BOKARO LAYOUT PLAN LATEST UPDATED AS OF 29.2.2012 (HVLR ALTERED).DWG 5/16/2012

WHITE OIL GANTRY 1 WHITE OIL GANTRY 2

MS MS22.00 M Ø X 10.50 M HT WATER 3992KL

1JOKEY PUMP 70KL/HR3

4 1JOKEY PUMP 70KL/HR STANDBY

REGULAR

BOX CULVERT


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2 - E mandate.pdf - No

3 - E tender terms.pdf - No

4 - General Information.pdf - No

5 - GTC.pdf - No

6 - Note UOM.pdf - No

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BANK GUARANTEE FOR PERFORMANCE OF THE OBLIGATIONS OF SUPPLIER / CONTRACTOR

(on non-judicial stamp paper of appropriate value) To, Hindustan Petroleum Corporation Ltd., Gresham Assurance Building- 2 nd Floor Sir P. M. Road Ballard Estate MUMBAI- 400 001 IN CONSIDERATION OF THE HINDUSTAN PETROLEUM CORPORATION LTD. A Government of India Company registered under the Companies Act, 1956, having its registered office at 17, Jamshedji Tata Road, Bombay - 400 020 (hereinafter called "the Corporation" which expression shall include its successors and assigns) having awarded to M/s ____________________________________________ a partnership firm/sole proprietor business/a company registered under the Companies Act, 1956 having its office at ______________________________ (hereinafter referred to as "the Supplier" which expression shall wherever the subject or context so permits includes its successors and assigns) a supply contract in terms inter alia, of "the Corporation's" Order No. ____________ dated __________________ and the General purchase conditions of "the Corporation" and upon the condition of "supplier's" furnishing security for the performance of "the Supplier's" obligations and/or discharge of "the supplier's" liability under and/or in connection with the said supply contract upto a sum of Rs. _______________ (Rupees_____________________) amounting to 10% (ten percent) of the total contract value. We, ______________________ (hereinafter called "the Bank" which expression shall include its successors and assigns) hereby jointly and severally undertake and guarantee to pay to "the Corporation" in rupees forthwith on demand in writing and without protest or demur of any and all moneys anywise payable by "the Supplier" to "the Corporation" under, in respect of or in connection with the said supply contract inclusive of all the Corporation's losses and damage and costs, (inclusive between attorney and client) charges, and expenses and other moneys anywise payable in respect of the above as specified in any notice of demand made by "the Corporation" to the Bank with reference to this Guarantee upto and aggregate limit of Rs.___________ (Rupees __________________________ ) and "the Bank" hereby agrees with "the Corporation" that: 1. This Guarantee/Undertaking shall be a continuing Guarantee / Undertaking and shall remain valid and irrecoverable for all claims of "the Corporation" and liabilities of "the Supplier" arising upto and until midnight of _______________ 2. This Guarantee/Undertaking shall be in addition to any other guarantee or security whatsoever that "the Corporation" may now or any time anywise have in relation to "the Supplier's obligation/liabilities under and/or connection with the said supply contract, and "the Corporation" shall have full authority to take recourse to or enforce this security in preference to the other security(ies) at its sole discretion and no failure

��

on the part of "the Corporation" to enforcing or requiring enforcement to any other security shall have the effect of releasing "the Bank" from its full liability hereunder. 3. "The Corporation" shall be at liberty without reference to "the Bank" and without affecting the full liability of "the Bank" hereunder to take any other security in respect of "the Supplier's" obligation and/or liabilities under or in connection with the said supply contract and to vary the term vis-a-vis "the supplier" of the said supply contract or to grant time and/or indulgence to "the Supplier" or to reduce or to increase or otherwise vary the prices of the total contract value or to release or to forebear from enforcement of all or any of the obligations of "the supplier" under the said supply contract and/or the remedies of "the Corporation" under any other security(ies) now or hereafter held by "the Corporation" and no such dealing(s), variation(s) or other indulgence(s) or agreement(s) with "the supplier" or release of forbearance whatsoever shall have the effect of releasing "the Bank" from its full liability to "the Corporation" hereunder or of prejudicing rights of "the Corporation" against "the Bank". 4. This Guarantee/Undertaking shall not be determined or affected by the liquidation or winding up, dissolution or change of constitution or insolvency of "the supplier" but shall in all respects and for all purposes be binding and operative until payment of all moneys payable to "the Corporation" in terms hereof. 5. "The Bank" hereby waives all rights at any time inconsistent with the terms of this guarantee /Undertaking and the obligations of "the Bank" in terms hereof shall not be anywise affected or suspended by reason of any dispute having been raised by "the suppliers" (whether or not pending before any arbitrator, officer, tribunal or court) or any denial of liability by "the supplier" or any other order of communication whatsoever by "the supplier" stopping or preventing or purporting to stop or prevent any payment by "the Bank" to "the Corporation" in terms hereof. 6. The amount stated in any notice of demand addressed by "the Corporation" to "the Bank" as liable to be paid to "the Corporation" by "the supplier" or as suffered or incurred by "the Corporation" on account of any losses or damages or costs, charges/and/or expenses shall be as between "the Bank" and "the Corporation" be conclusive of the amount so liable to be paid to "the Corporation" or suffered or incurred by "the Corporation", as the case may be, and payable by "the Bank" to "the Corporation", in terms hereof. 7. Not withstanding anything contained herein above : i) Our liability under this guarantee shall not exceed Rs.......... ii) This Bank Guarantee shall be valid up to and including .......; and iii) We are liable to pay the guarantee amount or any part thereof under this Bank Guarantee only and only if you serve upon us a written claim or demand on or # before the expiry of 30 days from the date of expiry of this guarantee. 8. "The Bank" has power to issue this guarantee in favour of "the Corporation" in terms of the documents and/or the agreement/contract or MOU entered into between "the supplier" and "the Bank" in this regard.

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IN WITNESS Where of __________________ Bank, has executed this document at ________________ on _______________ 201 . ____________________________ Bank (by its constituted attorney) (signature of a person authorized to sign on behalf of "the Bank")

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COMPOSITE BANK GUARANTEE FOR MOBILISATION ADVANCE (IF PERMITTED AS PER TENDER TERMS/CONDITIONS), SECURITY

DEPOSIT/RETENTION MONEY/PERFORMANCE GUARANTEE (On Non-Judicial stamp paper of appropriate value) ��Hindustan Petroleum Corporation Ltd., Gresham Assurance Building- 2 nd Floor Sir P. M. Road Ballard Estate MUMBAI- 400 001 �

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1

E – TENDER TERMS / INSTRUCTIONS TO BIDDERS

1) This is only a Tender Enquiry and not an order.

2) The tender should be submitted online at website https://etender.hpcl.co.in only, by the

due date and time, as specified in the tender. Late / delayed tenders submitted on line after

the due date and time, for whatsoever reasons will not be considered. The Server Date &

Time as appearing on the HPCL website https://etender.hpcl.co.in shall only be

considered for the cut-off date and time for receipt of tenders. Offers sent through post,

telegram, fax, telex, e-mail, courier will not be considered.

3) Partially completed / incomplete tenders shall not be considered.

4) All communication regarding the tender including queries, if any, and submission of

offers shall be done online within the e-Procurement system at website

https://etender.hpcl.co.in

5) Two Bid System

Bidders are required to submit offer in Two parts, namely “Unpriced” & “Priced”.

6) Validity

Quoted prices shall be valid for a period of 120 days from the due date / extended due

date for the placement of order.

7) Bidders shall be required to arrange all resources, including Digital IDs and Internet

Connections at their own cost, for participating in online tenders at HPCL e-Procurement site

https://etender.hpcl.co.in

8) HPCL shall not be responsible for any delays reasons whatsoever in receiving as well as

submitting offers, including connectivity issues. HPCL shall not be responsible for any

postal or other delays in submitting EMD / tender cost wherever applicable.

9) HPCL will not be responsible for the cost incurred in preparation and submission of bids

including the cost of digital certificate, regardless of the conduct of outcome of the biding

process.

10) EMD (EARNEST MONEY DEPOSIT)

EMD shall be accepted in the form of demand draft, pay order, banker’s cheque (in

favour of Hindustan petroleum Corporation Ltd, payable at Mumbai, issued by

any scheduled bank other than cooperative bank) or Bank Guarantee issued by any

scheduled bank (other than cooperative bank). Amount of EMD is mentioned in

the tender. In case EMD is submitted in form of Bank Guarantee, it should be made on

non-judicial stamp paper of appropriate value (denomination) and should be valid for

six months from due date / extended due date of the tender. Cheque / FDR or EMD

2

in any other form shall be treated as offer without EMD and shall not be acceptable.

Public sector undertaking (Declaration required) and Units registered with NSIC (Copy

of valid registration upto specified volumes) are exempted from submission of EMD.

EMD (original instrument: DD/Pay order/ Banker’s Cheque OR Bank Guarantee)

should be kept in separate envelope (super scribed with tender number, job & due date)

and should be deposited by tender due date / time, in the tender box provided in the

office of DEPUTY GENERAL MANAGER – PURCHASE AT HINDUSTAN

PETROLEUM CORPORATION LTD, GRESHAM HOUSE (2ND FLOOR), SIR

P. M. ROAD, FORT, MUMBAI -400 001.

Public sector undertaking and Units registered with NSIC may also send the hard copy

of EMD exemption document by post to Chief Manager - Procurement (P&P) at the

address mentioned above. HPCL shall not be responsible for any postal delays or non-

receipt of EMD by tender due date / time, reasons whatsoever.

While submitting the bid on-line, bidders would be required to upload the scanned copy

of EMD instrument (DD / pay order / banker’s cheque or bank guarantee) OR EMD

exemption document (self declaration in case of Public sector undertaking OR copy of

valid registration certificate in case of units registered with NSIC) at the place provided

for the same.

Offer received without requisite EMD as explained above as above shall be rejected.

11) Bidders are requested to quote rates in the price bid only. Please do not quote /

mention rates anywhere else in the tender other than price bid. In case bidder quotes

rates at any other place (other than price bid), the rates quoted in price bid shall only be

considered in evaluation. In case, bidder happens to be lowest basis above evaluation,

the lower of the two rates (mentioned by bidder at any other pace in tender and rates

mentioned in the price bid) shall be applicable for awarding the job.

12) The taxes mentioned by bidder on-line (service tax, works contract tax, any other tax

etc.) will be calculated on the amount [ ∑ ( item quantity X item rate quoted by

bidder)] except the education cess which would be calculated on service tax. For

arriving at the total offer value of the bidder, the taxes quoted by him shall be added

to ∑( item quantity X item rate quoted by bidder). In case bidder wants to apply

particular tax on part of the contract value, bidder should mention the equivalent tax

in % while quoting taxes on-line. For example if bidder wants to quote service tax as

12% on 40 % of ∑ ( item quantity X item rate), the bidder should mention the service

tax as 4.8%.

In case bidder quotes some/ all taxes as 0%, it would be concluded that bidders quote is

inclusive of all taxes applicable on tender due date/time or extended due date/time.

Towards service tax/VAT quoted, bidder would be required to submit the tax invoice

(with service tax/VAT registration number) at time of payment (incase job is awarded to

the bidder)./ Statutory variation in taxes and duties shall be governed by clause 7 of

GTC (General Terms and Conditions) in case of works contracts.

No set off (including set off on account of taxes/duties) shall be considered in evaluation

for deciding L1 bidder.

3

Irrespective of taxes/ duties quoted by bidder in the tender, bidder shall be fully

responsible for the payment of any and all taxes, duties, octroi, rates, cess, levies and

statutory payments payable under all or any of the statutes etc. as per clause 7d of

General terms and Conditions of the tender.

13) Request for extension of tender submission due date, if any, received from bidders

within 72 hours of tender submission due date / time, shall not be considered.

14) Clarifications sought/ queries received from bidders /vendors/parties on tender,

within last seven days of bid due date, will not be entertained by HPCL. Please refer

query end date / time in tender calendar after which no query posted by bidder shall

be considered. However HPCL reserves the right to respond the queries after cut off

date / time mentioned in tender calendar.

15) Please note that queries related to scope of job, tender specifications, terms &

conditions etc. should be submitted on –line only (by logging in at

https://etender.hpcl.co.in) by the query end date / time specified in the tender

consolidated view / NIT view/ tender calendar. HPCL, at its sole discretion, may not

entertain the queries sent by post / fax/ e-mail or through any other mode of

communication.

16) Tender opening (unpriced bid as well as priced bid) will be done online at the time and

dates specified in the tender. Vendors who have responded to the tender are requested to

login at the specified date and time at HPCL e-procurement website

(https://etender.hpcl.co.in) for witnessing the tender opening (unpriced bid as well as

priced bid in case of technically accepted vendors).

17) HPCL reserves the right to accept any tender in whole or in part or reject any or all

tenders without assigning any reason. HPCL reserves right to accept any or more tenders

in part. Decision of HPCL in this regard shall be final and binding on the bidder.

18) HPCL shall follow Purchase Preference / Price Preference as per prevailing guidelines of

Government of India.

19) UNSOLICITED POST BID MODIFICATION

Bidders are advised to quote strictly as per terms and conditions of the Bidding Document and not to stipulate any deviation / exceptions. After tender submission due date & time/ extended due date & time (as the case may be) the bidders shall not make any subsequent price changes, whether resulting or arising out of any technical / commercial clarifications sought/allowed on any deviations or exceptions mentioned in the bid unless discussed and agreed by HPCL in writing

20) REBATE

No suo-moto reduction in prices quoted by bidder shall be permitted aftertender submission due date & time/ extended due date & time. If any bidder unilaterally reduces

4

the prices quoted by him in his bid after opening of bids, the bid (s) of such bidder(s) will be liable to be rejected. Such reduction shall not be considered for comparison of prices but shall be binding on the bidder in case he happens to be a successful bidder for award of work. 21) Grievance Redressal Mechanism :

Hindustan Petroleum Corporation Limited (HPCL) has developed a “Grievance Redressal

Mechanism” to deal with references / grievances if any that are received from parties who

participated / intend to participate in the Corporation Tenders. The details of the same are

available on our website www.hindustanpetroleum.com

http://www.hindustanpetroleum.com/

1

GENERAL INFORMATION

1. EMD (EARNEST MONEY DEPOSIT): EMD shall be accepted in the form of demand draft, pay order, banker’s cheque (in favour of Hindustan petroleum Corporation Ltd, payable at Mumbai, issued by any scheduled bank other than cooperative bank) or Bank Guarantee issued by any scheduled bank (other than cooperative bank). Amount of EMD is mentioned in the tender. In case EMD is submitted in form of Bank Guarantee, it should be made on non-judicial stamp paper of appropriate value (denomination) and should be valid for six months from due date / extended due date of the tender. Cheque / FDR or EMD in any other form shall be treated as offer without EMD and shall not be acceptable. Public Sector Enterprises (Declaration required) and Units registered with NSIC (Copy of valid registration certificate) are exempted from submission of EMD. EMD (original instrument: DD/Pay order/ Banker’s Cheque OR Bank Guarantee) should be kept in separate envelope (superscribed with tender number, job & due date) and should be deposited by tender due date and time, in the tender box provided in the office of DEPUTY GENERAL MANAGER – PURCHASE AT HINDUSTAN PETROLEUM CORPORATION LTD, GRESHAM HOUSE ( 2 ND FLOOR), SIR P. M. ROAD, FORT, MUMBAI -400 001. In case the EMD (original instrument) is not deposited in the tender box (as mentioned above) by tender due date and time, the offer of bidder shall be rejected. Public Sector Enterprises and Units registered with NSIC may also send the hard copy of EMD exemption document by post to Deputy General Manager - Purchase at the address mentioned above. HPCL shall not be responsible for any postal delays or non-receipt of EMD by tender due date and time, reasons whatsoever. While submitting the bid on-line, bidders would be required to upload the scanned copy of EMD instrument (DD / pay order / banker’s cheque or bank guarantee) OR EMD exemption document ( self declaration in case of Public Sector Enterprises OR copy of valid registration certificate in case of units registered with NSIC) at the place provided for the same.

Offer received without requisite EMD as explained above shall be rejected.

2

i) Bidder can view the tender Document at HPCL website http://www.hindustanpetroleum.com however bidders are not allowed to quote on the basis of such downloaded document from website and such offers shall not be considered.

ii) Bid document is non-transferable.

iii) For submitting the bid on-line it would be mandatory for bidders to obtain digital

certificate (which will enable data encryption as well as digital signing). For information regarding digital certificate, bidders may visit http://www.cca.gov.in. For submitting the bid online, bidders are advised to follow the step by step procedure given under the link “Bidding Manual” at website https://etender.hpcl.co.in . In case of any help bidders can contact HPCL at 022 22608536, 022 22608521 at Mumbai on all working days during office hours.

2. For bidding it is suggested that bidders should not wait for last date / tender due date for

their bid preparation as several documents are to be uploaded in the offer and prices are

to be entered on screen for all the items. There is a facility to keep the bid ready in the

system for final submission however bidders are requested to keep sufficient time margin

with them for modifications, connectivity issues etc. All the items of the tender are

mandatory. For evaluation all the items would be considered and job would not be split.

For details please refer tender document. In case of discrepancy between details given

here & tender document, the details / terms of tender document shall prevail.

FOR ALL SUBSEQUENT CHANGES IN TENDER DOCUMENT & REPLY TO

QUERIES POSTED BY BIDDERS; PLEASE REFER /VISIT:

THE CORRIGENDUMS (IF ANY) BY CLICKING THE LINK CORRIGENDUM

TENDER MESSAGE BOARD

TENDER CALENDER FOR CHANGE IN DATES (IF ANY)

WHILE UPLOADING THE DOCUMENTS IN BID FORMS, BIDDERS ARE

REQUESTED TO PROVIDE e- MAIL ADDRESS (OF PERSON

CONCEREND WHO CAN BE CONTACTED FOR VERIFICATION OF

UPLOADED DOCUMENT)

3

3. A firm which is not a PSU or an associate or a joint venture of a PSU and which has been

engaged to provide goods or works for a project and any of its affiliates will be disqualified

from providing consultancy services for the same project. Conversely, a firm which is not a

PSU or an associate or a joint venture of a PSU, hired to provide consultancy services for

the preparation or implementation of a project, and any of its affiliates, will be disqualified

from subsequently providing goods or works or services related to the initial assignment

for the same project.

Consultants or any of their affiliates who are not PSUs or an associate or a joint venture of a PSU will not be hired for any assignment, which by its nature, may be in conflict with another assignment of the consultants. The above clauses, however, will not be applicable to a firm engaged in preparation of Detailed Feasibility Report (DFR) but will apply to an EPC (Engineering Procurement Contractor) or PMC (Project Management Consultant) If a contractor submits his bid, qualifies and does not get the contract because of his being not the lowest, he will be prohibited from working as a subcontractor for the contractor who is executing the contract.

4. Hindustan Petroleum Corporation Ltd (HPCL) has developed the “Grievance redressal Mechanism" to deal with references / grievances if any that is received from parties who participated/ intends to participate in the Corporation Tenders. The details of the same are available on www.hindustapetroleum.com website.

Completed Tenders in all respect should be submitted on-line at website https://etender.hpcl.co.in by the tender due date/ time. Unpriced (Technical) bids shall be opened on-line (as per date / time specified in NIT/ tender calendar) and participating bidders can view / witness the same on-line by logging in at website https://etender.hpcl.co.in. Bidders would not be allowed to submit their bid after stipulated tender due date and time. For details, please refer “e- TENDER TERMS/ INSTRUCTION TO BIDDERS” and the tender document. HPCL will follow the purchase preference and price preference policy as per prevailing guidelines of Govt. of India. Deputy General Manager – Purchase

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GENERAL TERMS & CONDITIONS OF WORKS CONTRACT (GTC)

1 PRELIMINARY 1.1 This is a Contract for execution of __________________ work at _______________________. (please fill up the blanks) 1.2 The tenderer for the abovementioned item of work is ____________________________. (please give the name and address of the tenderer) 1.3 The terms and conditions mentioned hereunder are the terms and conditions of the Contract for the execution of the work mentioned under item 1.1 above. 1.4 It is the clear understanding between Hindustan Petroleum Corporation Limited and the tenderer ______________________________________ that (name and address of the tenderer) in case the tender of ______________________________________________________________ is (name and address of the tenderer) accepted by Hindustan Petroleum Corporation Limited and an intimation to that effect is so issued and also a Purchase Order is placed with ________________________________________________________ (name and address of the tenderer) this document will be termed as a Contract between the parties and terms and conditions hereunder would govern the parties interest. 1.5 Interpretation of Contract Documents: All documents forming part of the Contract are to be taken mutually explanatory. Should there be any discrepancy, inconsistency, error or omission in the contract, the decision of the Owner/Engineer-in-Charge/Site-in-Charge shall be the final and the contractor shall abide by the decision. The decision shall not be arbitrable. Works shown upon the drawings but not mentioned in the specification or described in the specifications without being shown on the drawings shall nevertheless be deemed to be included in the same manner as if they are shown in the drawings and described in the specifications. 1.6 Special conditions of Contract : The special conditions of contract, if any provided and whenever and wherever referred to shall be read in conjunction with General Terms and Conditions of contract, specifications, drawings, and any other documents forming part of this contract wherever the context so requires Notwithstanding the subdivision of the documents into separate sections, parts volumes, every section, part or volume shall be deemed to be supplementary or complementary to each other and shall be read in whole. In case of any misunderstanding arising the same shall be referred to decision of the Owner/ Engineer-in-Charge/Site-in-Charge and their decision shall be final and binding and the decision shall not be arbitrable. It is the clear understanding that wherever it is mentioned that the contractor shall do/perform a work and/or provide facilities for the performance of the work, the doing

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or the performance or the providing of the facilities is at the cost and expenses of the work not liable to be paid or reimbursed by the Owner. 2. DEFINITIONS In this contract unless otherwise specifically provided or defined and unless a contrary intention appears from the contract the following words and expressions are used in the following meanings; 2.1 The term "Agreement" wherever appearing in this document shall be read as "Contract". 2.2 The "Authority" for the purpose of this Contract shall be the Chairman and ManagingDirector or any other person so appointed or authorised. 2.3 The "Chairman and Managing Director" shall mean the Chairman and Managing Director of HINDUSTAN PETROLEUM CORPORATION LIMITED or any person so appointed, nominated or designated and holding the office of Chairman & Managing Director. 2.4 The "Change Order" means an order given in writing by the Engineer-in-Charge or by Owner to effect additions to or deletion from or alterations into the Work. 2.5 The "Construction Equipment" means all appliances and equipment of whatsoever nature for the use in or for the execution, completion, operation or maintenance of the work except those intended to form part of the Permanent Work. 2.6 The "Contract" between the Owner and the Contractor shall mean and include all documents like enquiry, tender submitted by the contractor and the purchase order issued by the owner and other documents connected with the issue of the purchase order and orders, instruction, drawings, change orders, directions issued by the Owner/Engineer-in-Charge/Site-in-Charge for the execution, completion and commissioning of the works and the period of contract mentioned in the Contract including such periods of time extensions as may be granted by the owner at the request of the contractor and such period of time for which the work is continued by the contractor for purposes of completion of the work. 2.7 "The Contractor" means the person or the persons, firm or Company whose tender has been accepted by the Owner and includes the Contractor's legal heirs, representative, successor(s) and permitted assignees. 2.8 The "Drawings" shall include maps, plans and tracings or prints thereof with any modifications approved in writing by the Engineer-in-Charge and such other drawings as may, from time to time, be furnished or approved in writing by the Engineer-in-Charge. 2.9 The "Engineer-in-Charge or Site-in-Charge" shall mean the person appointed or designated as such by the Owner and shall include those who are expressly authorised by the owner to act for and on its behalf. 2.10 "The Owner" means the HINDUSTAN PETROLEUM CORPORATION LIMITED incorporated in India having its Registered office at PETROLEUM

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HOUSE, 17, JAMSHEDJI TATA ROAD, BOMBAY - 400020 and Marketing office at ____________________________________________ or their successors or assignees. 2.11 The "Permanent Work" means and includes works which form a part of the work to be handed over to the Owner by the Contractor on completion of the contract. 2.12 The "Project Manager" shall mean the Project Manager of HINDUSTAN PETROLEUM CORPORATION LIMITED, or any person so appointed, nominated or designated. 2.13 The "Site" means the land on which the work is to be executed or carried out and such other place(s) for purpose of performing the Contract. 2.14 The "Specifications" shall mean the various technical and other specifications attached and referred to in the tender documents. It shall also include the latest editions, including all addenda/corrigenda or relevant Indian Standard Specifications and Bureau Of Indian Standards. 2.15 The "Sub-Contractor" means any person or firm or Company (other than the Contractor) to whom any part of the work has been entrusted by the Contractor with the prior written consent of the Owner/Engineer-in-Charge/Site-in- Charge and their legal heirs, representatives, successors and permitted assignees of such person, firm or Company. 2.16 The "Temporary Work" means and includes all such works which are a part of the contract for execution of the permanent work but does not form part of the permanent work confirming to practices, procedures applicable rules and regulations relevant in that behalf. 2.17 The "Tender" means the document submitted by a person or authority for carrying out the work and the Tenderer means a person or authority who submits the tender offering to carry out the work as per the terms and conditions. 2.18 The "Work" shall mean the works to be executed in accordance with the Contract or part thereof as the case may be and shall include extra, additional, altered or substituted works as maybe required for the purposes of completion of the work contemplated under the Contract. 3. SUBMISSION OF TENDER 3.1 Before submitting the Tender, the Tenderer shall at their own cost and expenses visit the site, examine and satisfy as to the nature of the existing roads, means of communications, the character of the soil, state of land and of the excavations, the correct dimensions of the work facilities for procuring various construction and other material and their availability, and shall obtain information on all matters and conditions as they may feel necessary for the execution of the works as intended by the Owners and shall also satisfy of the availability of suitable water for construction of civil works and for drinking purpose and power required for fabrication work etc. Tenderer, whose tender may be accepted and with whom the Contract is entered into shall not be eligible and be able to make any claim on any of the said counts in

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what so ever manner for what so ever reasons at any point of time and such a claim shall not be raised as a dispute and shall not be arbitrable. ® A pre-bid meeting may be held as per the schedule mentioned in the tender. 3.2 The Tenderer shall be deemed to have satisfied fully before tendering as to the correctness and sufficiency of his tender for the works and of the rates and prices quoted in the schedule of quantities which rates and prices shall except as otherwise provided cover all his obligations under the contract. 3.3 It must be clearly understood that the whole of the conditions and specifications are intended to be strictly enforced and that no work will be considered as extra work and allowed and paid for unless they are clearly outside the scope, spirit, meaning of the Contract and intent of the Owner and have been so ordered in writing by Owner and/or Engineer-in-Charge/Site-in-Charge, whose decision shall be final and binding. 3.4 Before filling the Tender the Contractor will check and satisfy all drawings and materials to be procured and the schedule of quantities by obtaining clarification from the Owner on all the items as may be desired by the Tenderer. No claim for any alleged loss or compensation will be entertained on this account, after submission of Tender by the Tenderer/Contractor and such a claim shall not be arbitrable. ®3.5 Unless specifically provided for in the tender documents or any Special Conditions, no escalation in the Tender rates or prices quoted will be permitted throughout the period of contract or the period of actual completion of the job whichever is later on account of any variation in prices of materials or cost of labour or due to any other reasons. Claims on account of escalation shall not be arbitrable. 3.6 The quantities indicated in the Tender are approximate. The approved schedule of rates of the contract will be applicable for variations upto plus or minus 25% of the contract value. No revision of schedule of rates will be permitted for such variations in the contract value, including variations of individual quantities, addition of new items, alterations, additions/deletions or substitutions of items, as mentioned above. Quantities etc. mentioned and accepted in the joint measurement sheets shall alone be final and binding on the parties. 3.7 Owner reserve their right to award the contract to any tenderer and their decision in this regard shall be final. They also reserve their right to reject any or all tenders received. No disputes could be raised by any tenderer(s) whose tender has been rejected. 3.8 The Rates quoted by the Tenderer shall include Costs and expenses on all counts viz. cost of materials, transportation of machine(s), tools, equipments, labour, power, Administration charges, price escalations, profits, etc. etc. except to the extent of the cost of material(s), if any, agreed to be supplied by Owner and mentioned specifically in that regard in condition of Contract, in which case, the cost of such material if taken for preparation of the Contractor's Bill(s) shall be deducted before making payment of the Bill(s) of the Contractor. The description given in the schedule of quantities shall unless otherwise stated be held to include wastage on materials, carriage and cartage, carrying in and return of empties, hoisting, setting,

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fitting and fixing in position and all other expenses necessary in and for the full and complete execution and completion of works and in accordance with good practice and recognised principles in that regard. 3.9 Employees of the State and Central Govt. and employees of the Public Sector Undertakings, including retired employees are covered under their respective service conditions/rules in regard to their submitting the tender. All such persons should ensure compliance to the respective/applicable conditions, rules etc. etc. Any person not complying with those rules etc. but submitting the tender in violation of such rules, after being so noticed shall be liable for the forfeiture of the Earnest Money Deposit made with the tender, termination of Contract and sufferance on account of forfeiture of Security Deposit and sufferance of damages arising as a result of termination of Contract. ®3.10 In consideration for having a chance to be considered for entering into a contract with the Owner, the Tenderer agrees that the Tender submitted by him shall remain valid for the period prescribed in the tender conditions, from the date of opening of the tender. The Tenderer shall not be entitled during the said validity period, to revoke or cancel the tender without the consent in writing from the Owner. In case the tenderer revokes or cancels the tender or varies any of terms of the tender without the Consent of the Owner, in writing, the Tenderer forfeits the right to the refund of the Earnest Money paid along with the tender. ®3.11 The prices quoted by the Tenderer shall be firm during the validity period of the bid and Tenderer agrees to keep the bid alive and valid during the said period. The Tenderers shall particularly take note of this factor before submitting their tender(s). 3.12 The works shall be carried out strictly as per approved specifications. Deviations, if any, shall have to be authorised by the Engineer-in-Charge/Site-in-Charge in writing prior to implementing deviations. The price benefit, if any, arising out of the accepted deviation shall be passed on to the Owner. The decision of Engineer-in-Charge shall be final in this matter. 3.13 The contractor shall make all arrangements at his own cost to transport the required materials outside and inside the working places and leaving the premises in a neat and tidy condition after completion of the job to the satisfaction of Owner. All materials except those agreed to be supplied by the Owner shall be supplied by the contractor at his own cost and the rates quoted by the Contractor should be inclusive of all royalties, rents, taxes, duties, octroi, statutory levies, if any, etc. etc. 3.14 The Contractor shall not carry on any work other than the work under this Contract within the Owner.s premises without prior permission in writing from the Engineer-in- Charge/Site-in-charge. 3.15 The Contractor shall be bound to follow and ensure compliance to all the safety and security regulations and other statutory rules applicable to the area. In the event of any damage or loss or sufference caused due to non-observance of such rules and regulations, the contractor shall be solely responsible for the same and shall

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keep the Owner indemnified against all such losses and claims arising from the same. 3.16 At any time after acceptance of tender, the Owner reserves the right to add, amend or delete any work item, the bill of quantities at a later date or reduce the scope of work in the overall interest of the work by prior discussion and intimation to the Contractor. The decision of Owner, with reasons recorded therefor, shall be final and binding on both the Owner and the Contractor. The Contractor shall not have right to claim compensation or damage etc. in that regard. The Owner reserves the right to split the work under this contract between two or more contractors without assigning any reasons. 3.17 Contractor shall not be entitled to sublet, sub contract or assign, the work under this Contract without the prior consent of the Owner obtained in writing. 3.18 All signatures in tender document shall be dated as well as all the pages of all sections of the tender documents shall be initialled at the lower position and signed, wherever required in the tender papers by the Tenderer or by a person holding Power of Attorney authorising him to sign on behalf of the tenderer before submission of tender. 3.19 The tender should be quoted in English, both in figures as well as in words. The rates and amounts tendered by the Tenderer in the Schedule of rates for each item and in such a way that insertion is not possible. The total tendered amount should also be indicated both in figures and words with the signature of tenderer. ® If some discrepancies are found between the rates given in words and figures of the amount shown in the tender, the following procedure shall be applied :

(a) When there is a difference between the rates in figures and words, the rate which corresponds to the amount worked out by the tenderer shall be taken as correct.

(b) When the rate quoted by the tenderer in figures and words tallies but the amount is incorrect, the rate quoted by the tenderer shall be taken as correct.

(c) When it is not possible to ascertain the correct rate in the manner prescribed above the rate as quoted in words shall be adopted.

3.20 All corrections and alterations in the entries of tender paper will be signed in full by the tenderer with date. No erasures or over writings are permissible. 3.21 Transfer of tender document by one intending tenderer to the another one is not permissible. The tenderer on whose name the tender has been sent only can quote. 3.22 The Tender submitted by a tenderer if found to be incomplete in any or all manner is liable to be rejected. The decision of the Owner in this regard is final and binding. In case of any error/discrepancy in the amount written in words and figures, the lower amount between the two shall prevail. 4. DEPOSITS

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a) EARNEST MONEY DEPOSIT (EMD) The tenderer will be required to pay a sum as specified in the covering letter, as earnest money deposit along with the tender either thru a crossed demand draft or a non-revokable Bank Guarantee in favour of Hindustan Petroleum Corporation Limited, from any Scheduled Bank (other than a Co-Operative Bank) payable at Mumbai in favour of Hindustan Petroleum Corporation Limited, Mumbai in the proforma enclosed. The earnest money deposit will be refunded after finalisation of the contract. Note: Public sector enterprises and small scale units registered with National Small Scale Industries are exempted from payment of Earnest Money Deposit. Small scale units registered with National Small Scale Industries should enclose a photocopy of their registration certificate with their quotation to make their quotation eligible for consideration. The Registration Certificate should remain valid during the period of the contract that may be entered into with such successful bidder. Such tenderers should ensure validity of the Registration Certificate for the purpose. ® b) SECURITY DEPOSIT: The tenderer, with whom the contract is decided to be entered into and intimation is so given will have to make a security deposit of one percent (1%) of the total contract value in the form of account payee crossed demand draft drawn in favour of the Owner, within 15 days from the date of intimation of acceptance of their tender, failing which the Owner reserves the right to cancel the Contract and forfeit the EMD. 1% of PO/Contract value as Security deposit will be acceptable in the form of Demand draft up to Rs. 50,000/- and in the form of Demand draft / Bank guarantee beyond Rs. 50,000/-. Composite Performance Bank Guarantee (CPBG) for 10% of PO value towards Performance Bank Guarantee inclusive of Security Deposit shall be accepted (in lieu of deduction of retention money); such CPBG shall be valid upto a period of 3 months beyond the expiry of defect liability period. Demand Draft should be drawn on Scheduled Banks, other than co-operative bank. 5. EXECUTION OF WORK All the works shall be executed in strict conformity with the provisions of the contract documents and with such explanatory details, drawings, specifications and instructions as may be furnished from time to time to the Contractor by the Engineer-in-Charge/ Site-in-Charge, whether mentioned in the Contract or not. The Contractor shall be responsible for ensuring that works throughout are executed in the most proper and workman- like manner with the quality of material and workmanship in strict accordance with the specifications and to the entire satisfaction of the Engineer-in- Charge/Site-in-Charge. The completion of work may entail working in monsoon also. The contractor must maintain the necessary work force as may be required during monsoon and plan to execute the job in such a way the entire project is completed within the contracted time schedule. No extra charges shall be payable for such work during monsoon. It

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shall be the responsibility of the contractor to keep the construction work site free from water during and off the monsoon period at his own cost and expenses. For working on Sundays/Holidays, the contractor shall obtain the necessary permission from Engineer Incharge/Site Incharge in advance. The contractor shall be permitted to work beyond the normal hours with prior approval of Engineer- In-Charge/Site-In-Charge and the contractors quoted rate is inclusive of all such extended hours of working and no extra amount shall be payable by the owner on this account. 5.a. SETTING OUT OF WORKS AND SITE INSTRUCTIONS 5.a.1. The Engineer-in-Charge/Site-in-Charge shall furnish the Contractor with only the four corners of the work site and a level bench mark and the Contractor shall set out the works and shall provide an efficient staff for the purpose and shall be solely responsible for the accuracy of such setting out. 5.a.2. The Contractor shall provide, fix and be responsible for the maintenance of all necessary stakes, templates, level marks, profiles and other similar things and shall take all necessary precautions to prevent their removal or disturbance and shall be responsible for consequences of such removal or disturbance should the same take place and for their efficient and timely reinstatement. The Contractor shall also be responsible for the maintenance of all existing survey marks, either existing or supplied and fixed by the Contractor. The work shall be set out to the satisfaction of the Engineer-in-Charge/Site-in-Charge. The approval thereof or joining in setting out the work shall not relieve the Contractor of his responsibility. 5.a.3. Before beginning the works, the Contractor shall, at his own cost, provide all necessary reference and level posts, pegs, bamboos, flags ranging rods, strings and other materials for proper layout of the work in accordance with the scheme, for bearing marks acceptable to the Engineer-in-Charge/Site-in-Charge. The Centre longitudinal or face lines and cross lines shall be marked by means of small masonary pillars. Each pillar shall have distinct marks at the centre to enable theodolite to be set over it. No work shall be started until all these points are checked and approved by the Engineer-in-Charge/Site-in-Charge in writing. But such approval shall not relieve the contractor of any of his responsibilities. The Contractor shall also provide all labour, materials and other facilities, as necessary, for the proper checking of layout and inspection of the points during construction. 5.a.4. Pillars bearing geodetic marks located at the sites of units of works under construction should be protected and fenced by the Contractor. 5.a.5. On completion of works, the contractor shall submit the geodetic documents according to which the work was carried out. 5.a.6. The Engineer-in-Charge/Site-in-Charge shall communicate or confirm his instructions to the contractor in respect of the executions of work in a "work site order book" maintained in the office having duplicate sheet and the authorised representative of the contractor shall confirm receipt of such instructions by signing the relevant entries in the book.

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5.a.7. All instructions issued by the Engineer-in-Charge/Site-in-Charge shall be in writing. The Contractor shall be liable to carry out the instructions without fail. 5.a.8. If the Contractor after receipt of written instruction from the Engineer-in-Charge/ Site-in-Charge requiring compliance within seven days fails to comply with such drawings or 'instructions' or both as the Engineer-in-Charge/Site-in-Charge may issue, owner may employ and pay other persons to execute any such work whatsoever that may be necessary to give effect to such drawings or `instructions' and all cost and expenses incurred in connection therewith as certified by the Engineer-in-Charge/ Site-in- Charge shall be borne by the contractor or may be deducted from amounts due or that may become due to the contractor under the contract or may be recovered as a debt. 5.a.9. The Contractor shall be entirely and exclusively responsible for the horizontal and vertical alignment, the levels and correctness of every part of the work and shall rectify effectually any errors or imperfections therein. Such rectifications shall be carried out by the Contractor, at his own cost. 5.a.10. In case any doubts arise in the mind of the Contractor in regard to any expressions, interpretations, statements, calculations of quantities, supply of material rates, etc. etc., the contractor shall refer the same to the Site-in-Charge/ Engineer-in- Charge for his clarification, instructions, guidance or clearing of doubts. The decision of the Engineer-in-Charge/Site-in-Charge shall be final and the contractor shall be bound by such a decision. 5.a.11. "The Contractor shall take adequate precautions, to ensure that his operations do not create nuisance or misuse of the work space that shall cause unnecessary disturbance or inconvenience to others at the work site". 5.a.12. "All fossils, coins articles of value of antiquity and structure or other remains of geological or archaeological discovered on the site of works shall be declared to be the property of the Owner and Contractor shall take reasonable precautions to prevent his workmen or any other persons from removing or damaging any such articles or thing and shall immediately inform the Owner/ Engineer-in-Charge/Site-in- Charge." 5.a.13. "Contractor will be entirely and exclusively responsible to provide and maintain at his expenses all lights, guards, fencing, etc. when and where even necessary or/as required by the Engineer-in-Charge/Site-in-Charge for the protection of works or safety and convenience to all the members employed at the site or general public." 5.b. COMMENCEMENT OF WORK The contractor shall after paying the requisite security deposit, commence work within 15 days from the date of receipt of the intimation of intent from the Owner informing that the contract is being awarded. The date of intimation shall be the date/day for counting the starting day/date and the ending day/date will be accordingly calculated. Penalty, if any, for the delay in execution shall be calculated accordingly.

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Contractor should prepare detailed fortnightly construction programme for approval by the Engineer-in-Charge within one month of receipt of Letter Of Intent. The work shall be executed strictly as per such time schedule. The period of Contract includes the time required for testing, rectifications, if any, re-testing and completion of work in all respects to the entire satisfaction of the Engineer-in- Charge. A Letter of Intent is an acceptance of offer by the Owner and it need not be accepted by the contractor. But the contractor should acknowledge a receipt of the purchase order within 15 days of mailing of Purchase Order and any delay in acknowledging the receipt will be a breach of contract and compensation for the loss caused by such breach will be recovered by the Owner by forfeiting earnest money deposit/bid bond. 5.c. SUBLETTING OF WORK 5.c.1. No part of the contract nor any share or interest thereof shall in any manner or degree be transferred, assigned or sublet, by the Contractor, directly or indirectly to any firm or corporation whatsoever, without the prior consent in writing of the Owner. 5.c.2. At the commencement of every month the Contractor shall furnish to the Engineer-incharge/ Site-in-Charge list of all sub-contractors or other persons or firms engaged by the Contractor. 5.c.3 The contract agreement will specify major items of supply or services for which the Contractor proposes to engage sub-Contractor/sub-Vendor. The contractor may from time to time propose any addition or deletion from any such list and will submit the proposals in this regard to the Engineer-in-charge/Designated officer-in-charge for approval well in advance so as not to impede the progress of work. Such approval of the Engineer-in- charge/Designated officer-in-charge will not relieve the contractor from any of his obligations, duties and responsibilities under the contract. 5.c.4. Notwithstanding any sub-letting with such approval as resaid and notwithstanding that the Engineer-in-Charge shall have received copies of any sub-contract, the Contractor shall be and shall remain solely to be responsible for the quality and proper and expeditious execution of the works and the performance of all the conditions of the contract in all respects as if such subletting or sub-contracting had not taken place and as if such work had been done directly by the Contractor. 5.c.5 Prior approval in writing of the Owner shall be obtained before any change is made in the constitution of the contractor/Contracting agency otherwise contract shall be deemed to have been allotted in contravention of clause entitled “sub-letting of works” and the same action may be taken and the same consequence shall ensue as provided in the clause of “subletting of works”. 5.d EXTENSION OF TIME

® 1) If the Contractor anticipates that he will not be able to complete the work within the contractual delivery/ completion date (CDD), then the Contractor shall make a request for grant of time extension clearly specifying the reasons for which he seeks extension of time and

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demonstrating as to how these reasons were beyond the control of the contractor or attributable to the Owner. This request should be made well before the expiry of the Contractual Delivery/ Completion Date (CDD). 2) If such a request for extension is received with a Bank Guarantee for the full Liquidated Damages amount calculated on the Total Contract Value, the concerned General Manager of the Owner shall grant a Provisional extension of time, pending a decision on the request. 3) The concerned General Manager of the Owner shall expeditiously decide upon the request for time extension and decide the levy of liquidated damages within a maximum period of 6 months fom the CDD or date of receipt of the request, whichever is later. 4) Grant of any extension of time shall be by means of issuance of a Change Order. 5) In order to avoid any cash crunch to the Contractor, a Bank Guarantee could be accepted against LD, as stated above. Once a decision is taken, the LD shall be recovered from any pending bills or by encashment of the BG. Any balance sum of Contractor or the BG (if LD is fully recovered from the bills) shall be promptly refunded/returned to the Contractor.

5.e. SUSPENSION OF WORKS 5.e.1. Subject to the provisions of this contract, the contractor shall if ordered in writing by the Engineer- in-Charge/Site-in-Charge for reasons recorded suspend the works or any part thereof for such period and such time so ordered and shall not, after receiving such, proceed with the work therein ordered to uspended until he shall have received a written order to re-start. The Contractor shall be entitled to claim extension of time for that period of time the work was ordered to be suspended. Neither the Owner nor the Contractor shall be entitled to claim compensation or damages on account of such an extension of time. 5.e.2. In case of suspension of entire work, ordered in writing by Engineer-in-Charge/Site-in- Charge, for a period of 30 days, the Owner shall have the option to terminate the Contract as provided under the clause for termination. The Contractor shall not be at liberty to remove from the site of the works any plant or materials belonging to him and the Employer shall have lien upon all such plant and materials. 5.e.3. The contract shall, in case of suspension have the right to raise a dispute and have the same arbitrated but however, shall not have the right to have the work stopped from further progress and completion either by the owner or through other contractor appointed by the owner. 5.f. OWNER MAY DO PART OF WORK

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Not withstanding anything contained elsewhere in this contract, the owner upon failure of the Contractor to comply with any instructions given in accordance with the provisions of this contract, may instead of Contract and undertaking charge of entire work, place additional labour force, tools, equipment and materials on such parts of the work, as the Owner may decide or engage another Contractor to carryout the balance of work. In such cases, the Owner shall have the right to deduct from the amounts payable to the Contractor the difference in cost of such work and materials with ten percent overhead added to cover all departmental charges. Should the total amount thereof exceed the amount due to the contractor, the Contractor shall pay the difference to the Owner within 15 days of making demand for payment failing which the Contractor shall be liable to pay interest at 24% p.a. on such amounts till the date of payment. 5.g. INSPECTION OF WORKS 5.g.1. The Engineer-in-Charge/Site-in-Charge and Officers from Central or State Government will have full power and authority to inspect the works at any time wherever in progress, either on the site or at the Contractor's premises/workshops of any person, firm or corporation where work in connection with the contract may be in hand or where the materials are being or are to be supplied, and the Contractor shall afford or procure for the Engineer-in-Charge/Site-in-Charge every facility and assistance to carryout such inspection. The Contractor shall, at all times during the usual working hours and at all other times at which reasonable notice of the intention of the Engineer-in-Charge/Site-in-Charge or his representative to visit the works shall have been given to the Contractor, either himself be present to receive orders and instructions, or have a responsible agent, duly accredited in writing, present for the purpose. Orders given to the Contractor's agent shall be considered to have the same force as if they had been given to the Contractor himself. The Contractor shall give not less than seven days notice in writing to the Engineer-in-Charge/Site-in-Charge before covering up or otherwise placing beyond reach of inspection and measurement any work in order that the same may be inspected and measured. In the event of breach of above, the same shall be uncovered at Contractor's expense for carrying out such measurement and/or inspection. 5.g.2. No material shall be removed and despatched by the Contractor from the site without the prior approval in writing of the Engineer-in-charge. The contractor is to provide at all times during the progress of the work and the maintenance period proper means of access with ladders, gangways, etc. and the necessary attendance to move and adapt as directed for inspection or measurements of the works by the Engineer-in-Charge/Site-in-Charge. 5.h. SAMPLES 5.h.1. The contractor shall furnish to the Engineer-in-charge/Site-in-Charge for approval when requested or required adequate samples of all materials and finishes to be used in the work. 5.h.2. Samples shall be furnished by the Contractor sufficiently in advance and before

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commencement of the work so as the Owner can carry out tests and examinations thereof and approve or reject the samples for use in the works. All material samples furnished and finally used/applied in actual work shall fully be of the same quality of the approved samples. 5.i. TESTS FOR QUALITY OF WORK 5.i.1. All workmanship shall be of the respective kinds described in the contract documents and in accordance with the instructions of the Engineer-in-Charge / Sitein- Charge and shall be subjected from time to time to such tests at Contractor's cost as the Engineer-in-Charge/Site-in-Charge may direct at the place of manufacture or fabrication or on the site or at all or any such places. The Contractor shall provide assistance, instruments, labour and materials as are normally required for examining, measuring and testing any workmanship as may be selected and required by the Engineer-in-Charge/Site-in-Charge. 5.i.2. All the tests that will be necessary in connection with the execution of the work as decided by the Engineer-in- charge/Site-in-Charge shall be carried out at the contractors cost and expenses. 5.i.3. If any tests are required to be carried out in connection with the work or materials or workmanship to be supplied by the owner, such tests shall be carried out by the Contractor as per instructions of Engineer-in-Charge/Site-in-Charge and expenses for such tests, if any, incurred by the contractor shall be reimbursed by the Owner. The contractor should file his claim with the owner within 15 (fifteen) days of inspection/test and any claim made beyond that period shall lapse and be not payable. 5.j. ALTERATIONS AND ADDITIONS TO SPECIFICATIONS, DESIGNS AND WORKS 5.j.1. The Engineer-in-Charge/Site-in-Charge shall have powers to make any alterations, additions and/or substitutions to the schedule of quantities, the original specifications, drawings, designs and instructions that may become necessary or advisable or during the progress of the work and the Contractor shall be bound to carryout such altered/extra/new items of work in accordance with instructions which may be given to him in writing signed by the Engineer-in-Charge/Site- in-Charge. Such alterations, omissions, additions or substitutions shall not invalidate the contract. The altered, additional or substituted work which the Contractor may be directed to carryon in the manner as part of the work shall be carried out by the Contractor on the same conditions in all respects on which he has agreed to do the work. The time for completion of such altered added and/or substituted work may be extended for that part of the particular job. The rates for such additional altered or substituted work under this Clause shall, be worked out in accordance with the following provisions: 5.j.2. If the rates for the additional, altered or substituted work are specified in the contract for similar class of work, the Contractor is bound to carryout the additional, altered or substituted work at the same rates as are specified in the contract. 5.j.3. If the rates for the additional, altered or substituted work are not specifically provided

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in the contract for the work, the rates will be derived from the rates for similar class of work as are specified in the contract for the work. In the opinion of the Engineer-in- Charge/Site-in-Charge as to whether or not the rates can be reasonably so derived from the items in this contract, will be final and binding on the Contractor. 5.j.4. If the rates for the altered, additional or substituted work cannot be determined in the manner specified above, then the Contractor shall, within seven days of the date of receipt of order to carry out the work, inform the Engineer-in-Charge/ Site-in- Charge of the rate at which he intends to charge for such class of work, supported by analysis of the rate or rates claimed and the Engineer-In-Charge/ Site-in-Charge shall determine the rates on the basis of the prevailing market rates for both material and labour plus 10% to cover overhead and profit of labour rates and pay the Contractor accordingly. The opinion of the Engineer-in- Charge/Site-in- Charge as to current market rates of materials and the quantum of labour involved per unit of measurement will be final and binding on the contractor. 5.j.5. The quantities indicated in the Tender are approximate. The approved schedule of rates of the contract will be applicable for variations of upto +25% of the estimated contract value. No revision of schedule of rates will be permitted for such variations in the contract value, even for variations of individual quantities, addition of new items, alterations, additions/deletions or substitutions of items, as mentioned above. (Already covered under Clause No. 3.6) 5.j.6. In case of any item of work for which there is no specification supplied by the Owner and is mentioned in the tender documents, such work shall be carried out in accordance with Indian Standard Specifications and if the Indian Standard Specifications do not cover the same, the work should be carried out as per standard Engineering Practice subject to the approval of the Engineer-in-Charge/ Site-in-Charge. 5.k. PROVISIONAL ACCEPTANCE Acceptance of sections of the works for purposes of equipment erection, piping, electrical work and similar usages by the Owner and payment for such work or parts of work shall not constitute a waiver of any portion of this contract and shall not be construed so as to prevent the Engineer from requiring replacement of defective work that may become apparent after the said acceptance and also shall not absolve the Contractor of the obligations under this contract. It is made clear that such an acceptance does not indicate or denote or establish to the fact of execution of that work or the Contract until the work is completed in full in accordance with the provisions of this Contract. 5.l. COMPLETION OF WORK AND COMPLETION CERTIFICATE As soon as the work is completed in all respects, the contractor shall give notice of such completion to the site in charge or the Owner and within thirty days of receipt of such notice the site in charge shall inspect the work and shall furnish the contractor with a certificate of completion indicating: a) defects, if any, to be rectified by the contractor b) items, if any, for which payment shall be made in reduced rates c) the date of completion.

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5.m. USE OF MATERIALS AND RETURN OF SURPLUS MATERIALS 5.m.1. Notwithstanding anything contained to the contrary in any or all of the clauses of this contract, where any materials for the execution of the contract are procured with the assistance of Government either by issue from Government stocks or purchase made under orders or permits or licences issued by Government, the contractor shall use the said materials economically and solely for the purpose of the contract and shall not dispose them of without the permission of the Owner. 5.m.2. All surplus(serviceable) or unserviceable materials that may be left over after the completion of the contract or at its termination for any reason whatsoever, the Contractor shall deliver the said product to the Owner without any demur. The price to be paid to the Contractor, if not already paid either in full or in part, however, shall not exceed the amount mentioned in the Schedule of Rates for such material and in cases where such rates are not so mentioned, shall not exceed the CPW D scheduled rates. In the event of breach of the aforesaid condition the contractor shall become liable for contravention of the terms of the Contract. 5.m.3. The surplus (serviceable) and unserviceable products shall be determined by joint measurement. In case where joint measurement has failed to take place, the Owner may measure the same and determine the quantity. 5.m.4. It is made clear that the Owner shall not be liable to take stock and keep possession and pay for the surplus and unserviceable stocks and the Owner may direct the Contractor to take back such material brought by the Contractor and becoming surplus and which the Owner may decide to keep and not to pay for the same. 5.n. DEFECT LIABILITY PERIOD The contractor shall guarantee the work executed for a period of 12 months from the date of completion of the job. Any damage or defect that may arise or lie undiscovered at the time of completion of the job shall be rectified or replaced by the contractor at his own cost. The decision of the Engineer In-charge/Site- Incharge/Owner shall be the final in deciding whether the defect has to be rectified or replaced. Equipment or spare parts replaced under warranty/guarantees shall have further warranty for a mutually agreed period from the date of acceptance. The owner shall intimate the defects noticed in writing by a Registered A.D. letter or otherwise and the contractor within 15 days of receipt of the intimation shall start the rectification work and complete within the time specified by the owner failing which the owner will get the defects rectified by themselves or by any other contractor and the expenses incurred in getting the same done shall be paid by the Contractor under the provision of the Contract. Thus, defect liability is applicable only in case of job/works contract (civil, mechanical, electrical, maintenance etc. ) where any damage of defect may arise in future (i.e. within 12 months from the date of completion of job) or lie undiscovered at the time of completion of job.

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In other words, in case of service contracts (like car hire etc.) where there is no question of damage or defect arising in future, the defect liability clause is not applicable. 5.o. DAMAGE TO PROPERTY 5.o.1. Contractor shall be responsible for making good to the satisfaction of the Owner any loss of and any damage to all structures and properties belonging to the Owner or being executed or procured by the Owner or of other agencies within the premises of the work of the Owner, if such loss or damage is due to fault and/or the negligence or willful acts or omission of the Contractor, his employees, agents, representatives or sub-contractors. 5.o.2. The Contractors shall indemnify and keep the Owner harmless of all claims for damage to Owner's property arising under or by reason of this contract. 6. DUTIES AND RESPONSIBILITIES OF CONTRACTOR 6.a. EMPLOYMENT LIABILITY TOWARDS WORKERS EMPLOYED BY THE CONTRACTOR 6.a.1 The Contractor shall be solely and exclusively responsible for engaging or employing persons for the execution of work. All persons engaged by the contractor shall be on Contractor's payroll and paid by Contractor. All disputes or differences between the Contractor and his/their employees shall be settled by Contractor. 6.a.2. Owner has absolutely no liability whatsoever concerning the employees of the Contractor. The Contractor shall indemnify Owner against any loss or damage or liability arising out of or in the course of his/their employing persons or relation with his/their employees. The Contractor shall make regular and full payment of wages and on any complaint by any employee of the Contractor or his sub contractor regarding non-payment of wages, salaries or other dues, Owner reserves the right to make payments directly to such employees or sub- contractor of the Contractor and recover the amount in full from the bills of the Contractor and the contractor shall not claim any compensation or reimbursement thereof. The Contractor shall comply with the Minimum Wages Act applicable to the area of work site with regard to payment of wages to his employees and also to employees of his sub contractor. 6.a.3. The Contractor shall advise in writing or in such appropriate way to all of his employees and employees of sub-contractors and any other person engaged by him that their appointment/employment is not by the Owner but by the Contractor and that their present appointment is only in connection with the construction contract with Owner and that therefore, such an employment/appointment would not enable or make them eligible for any employment/appointment with the Owner either temporarily or/and permanent basis. 6.b. NOTICE TO LOCAL BODIES The contractor shall comply with and give all notices required under any Government authority, instruction, rule or order made under any act of parliament, state laws or any regulations or by-laws of any local authority relating to the works.

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6.c. FIRST AID AND INDUSTRIAL INJURIES 6.c.1 Contractor shall maintain first aid facility for his employees and those of his sub-contractors. 6.c.2. Contractor shall make arrangements for ambulance service and for the treatment of all types of injuries. Names and telephone numbers of those providing such services shall be furnished to Owner prior to start of construction and their name board shall be prominently displayed in Contractor's field office. 6.c.3. All industrial injuries shall be reported promptly to owner and a copy of contractor's report covering each personal injury requiring the attention of a physician shall be furnished to the Owner. 6.d. SAFETY CODE 6.d.1. The Contractor shall at his own expenses arrange for the Safety provisions as may be necessary for the execution of the work or as required by the Engineer-in- Charge in respect of all labours directly or indirectly employed for performance of the works and shall provide all facilities in connections therewith. In case the contractor fails to make arrangements and provide necessary facilities as aforesaid, the Owner shall be entitled to do so and recover the cost thereof from the Contractor. 6.d.2. From the commencement to the completion of the works, the contractor shall take full responsibility for the care thereof and of all the temporary works (defined as meaning all temporary works of every kind required in or for the execution, completion or maintenance of the works). In case damage, loss or injury shall happen to the works or to any part thereof or to temporary works or to any cause whatsoever repair at his (Contractor's) own cost and make good the same so that at the time of completion, the works shall be in good order and condition and in conformity in every respect with the requirement of the contract and Engineer-in- Charge's instructions. 6.d.3. In respect of all labour, directly or indirectly employed in the work for the performance of the Contractor's part of this agreement, the contractor shall at his own expense arrange for all the safety provisions as per relevant Safety Codes of C.P.W.D Bureau of Indian Standards, the Electricity Act/I.E. Rules. The Mines Act and such other Acts as applicable. 6.d.4. The Contractor shall observe and abide by all fire and safety regulations of the Owner. Before starting construction work, the Contractor shall consult with Owner's Safety Engineer or Engineer-in-Charge/Site-in-Charge and must make good to the satisfaction of the Owner any loss or damage due to fire to any portion of the work done or to be done under this agreement or to any of the Owner's existing property. 6.d.5. The Contractor will be fully responsible for complying with all relevant provisions of the Contract Labour Act and shall pay rates of Wages and observe hours of work/conditions of employment according to the rules in force from time to time. 6.d.6. The Contractor will be fully responsible for complying with the provision including documentation and submission of reports on the above to the concerned

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authorities and shall indemnify the Corporation from any such lapse for which the Government will be taking action against them. 6.d.7. Owner shall on a report having been made by an inspecting Office as defined in the Contract Labour Regulations have the power to deduct from the money due to the Contractor any sum required or estimated to be required for making good the loss suffered by a worker(s) by reasons of non-fulfillment of conditions of contract for the benefit of workers no-payment of wages or of deductions made from his or their wages which are not justified by the terms of contract or non observance of the said contractor's labour regulation. 6.e. INSURANCE AND LABOUR Contractor shall at his own expense obtain and maintain an insurance policy with a Nationalised Insurance Company to the satisfaction of the Owner as provided hereunder. 6.e.1. EMPLOYEES STATE INSURANCE ACT i. The Contractor agrees to and does hereby accept full and exclusive liability for the compliance with all obligations imposed by Employees State Insurance Act, 1948, and the Contractor further agrees to defend indemnify and hold Owner harmless from any liability or penalty which may be imposed by the Central, State or local authority by reason of any asserted violation by Contractor, or subcontractor of the Employees' State Insurance Act, 1948 and also from all claims, suits or proceedings that may be brought against the Owner arising under, growing out of or by reason of the work provided for by this contract whether brought by employees of the Contractor, by third parties or by Central or State Government authority or any political sub-division thereof. ii. The Contractor agrees to file with the Employees State Insurance Corporation, the Declaration forms and all forms which may be required in respect of the Contractor's or sub-contractor's employee whose aggregate emuneration is within the specified limit and who are employed in the work provided or those covered by ESI Act under any amendment to the Act from time to time. The Contractor shall deduct and secure the agreement of the sub-contractor to deduct the employee's contribution as per the first schedule of the Employee's State Insurance Act from wages and affix the employee's contribution cards at wages payment intervals. The Contractor shall remit and secure the agreement of the sub contractor to remit to the State Bank of India, Employee's State Insurance Corporation Account, the Employee's contribution as required by the Act. iii. The Contractor agrees to maintain all records as required under the Act in respect of employees and payments and the Contractor shall secure the agreement of the sub contractor to maintain such records. Any expenses incurred for the contributions, making contribution or maintaining records shall be to the Contractor's or sub-contractor's account. iv. The Owner shall retain such sum as may be necessary from the total contract value until the Contractor shall furnish satisfactory proof that all contributions as required by the Employees State Insurance Act, 1948, have been paid.

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v. WORKMAN'S COMPENSATION AND EMPLOYEE'S LIABILITY INSURANCE Provide Insurance for all the Contractor's employees engaged in the performance of this contract. If any of the work is sublet, the Contractor shall ensure that the sub contractor provides workmen's compensation and Employer's Liability Insurance for the latter's employees who are not covered under the Contractor's insurance. vi. AUTOMOBILE LIABILITY INSURANCE Contractor shall take out an Insurance to cover all risks to Owner for each of his vehicles plying on works of this contract and these insurances shall be valid for the total contract period. No extra payment will be made for this insurance. Owner shall not be liable for any damage or loss not made good by the Insurance Company, should such damage or loss result from unauthorised use of the vehicle. The provisions of the Motor Vehicle Act would apply. vii. FIRE INSURANCE Contractor shall within two weeks after award of contract insure the Works, Plant and Equipment and keep them insured until the final completion of the Contract against loss or damage by accident, fire or any other cause with an insurance company to be approved by the Employer/Consultant in the joint names of the Employer and the Contractor (name of the former being placed first in the Policy). Such Policy shall cover the property of the Employer only. 6.e.2. ANY OTHER INSURANCE REQUIRED UNDER LAW OR REGULATION OR BY OWNER i. Contractor shall also provide and maintain any and all other insurance which may be required under any law or regulations from time to time. He shall also carry and maintain any other insurance which may be required by the Owner. ii. The aforesaid insurance policy/policies shall provide that they shall not be cancelled till the Engineer-in-Charge has agreed to their cancellation. iii. The Contractor shall satisfy to the Engineer-in-Charge/Site-in-Charge from time to time that he has taken out all insurance policies referred to above and has paid the necessary premium for keeping the policies alive till the expiry of the defects liability period. iv. The contractor shall ensure that similar insurance policies are taken out by his sub-contractor (if any) and shall be responsible for any claims or losses to the Owner resulting from their failure to obtain adequate insurance protections in connection thereof. The contractor shall produce or cause to be proceed by his sub-contractor (if any) as the case may be, the relevant policy or policies and premium receipts as and when required by the Engineer-in- Charge/Site-in-Charge. 6.e.3. LABOUR AND LABOUR LAWS i. The contractor shall at his own cost employ persons during the period of contract and the persons so appointed shall not be construed under any circumstances to be in the employment of the Owner.

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ii. All payments shall be made by the contractor to the labour employed by him in accordance with the various rules and regulations stated above. The contractor shall keep the Owner indemnified from any claims whatsoever inclusive of damages/costs or otherwise arising from injuries or alleged injuries to or death of a person employed by the contractor or damages or alleged damages to the property. iii. No labour below the age of eighteen years shall be employed on the work. The Contractor shall not pay less than what is provided under the provisions of the contract labour (Regulations and Abolition) Act, 1970 and the rules made thereunder and as may be amended from time to time. He shall pay the required deposit under the Act appropriate to the number of workman to be employed by him or through sub contractor and get himself registered under the Act. He shall produce the required Certificates to the Owner before commencement of the work. The Owner recognises only the Contractor and not his sub contractor under the provisions of the Act. The Contractor will have to submit daily a list of his workforce. He will also keep the wage register at the work site or/and produce the same to the Owner, whenever desired. A deposit may be taken by the Owner from the Contractor to be refunded only after the Owner is satisfied that all workmen employed by the Contractor have been fully paid for the period of work in Owner's premises at rates equal to or better than wages provided for under the Minimum Wages Act. The contractor shall be responsible and liable for any complaints that may arise in this regard and the consequences thereto. iv. The Contractor will comply with the provisions of the Employee's Provident Fund Act and the Family Pension Act as may be applicable and as amended from time to time. v. The Contractor will comply with the provisions of the payment of Gratuity Act, 1972, as may be applicable and as amended from time to time. vi. IMPLEMENTATION OF APPRENTICES ACT, 1961 The Contractor shall comply with the provisions of the Apprentices Act, 1961 and the Rules and Orders issued thereunder from time to time. If he fails to do so, his failure will be a breach of the contract and the Engineer-in-Charge may, at his discretion, cancel the contract. The Contractor shall also be liable for any pecuniary liability arising on account of any violation by him of the provision of the Act. vii. MODEL RULES FOR LABOUR WELFARE The Contractor shall at his own expenses comply with or cause be complied with Model rules for Labour Welfare as appended to those conditions or rules framed by the Government from time to time for the protection of health and for making sanitary arrangements for worker employed directly or indirectly on the works. In case the contractor fails to make arrangements as aforesaid the Engineer-in-Charge/Site-in-Charge shall be entitled to do so and recover the cost thereof from the contractor. 6.f. DOCUMENTS CONCERNING WORKS 6.f.1. All documents including drawings, blue prints, tracings, reproducible models, plans, specifications and copies, thereof furnished by the Owner as well as all drawings, tracings, reproducibles, plans, specifications design calculations etc. prepared by the contractor for the purpose of execution of works covered in or connected with this contract shall be the property of the Owner and shall not be used

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by the contractor for any other work but are to be delivered to the Owner at the completion or otherwise of the contract. 6.f.2. The Contractor shall keep and maintain secrecy of the documents, drawings etc. issued to him for the execution of this contract and restrict access to such documents, drawings etc. and further the Contractor shall execute a SECRECY agreement from each or any person employed by the Contractor having access to such documents, drawings etc. The Contractor shall not issue drawings and documents to any other agency or individual without the written approval by the Engineer-in-Charge/Site-in- Charge. 6.f.3. Contractor will not give any information or document etc. concerning details of the work to the press or a news disseminating agency without prior written approval from Engineer-in-charge/Site-in-Charge. Contractor shall not take any pictures on site without written approval of Engineer-in-Charge/Site-in-Charge. 7. PAYMENT OF CONTRACTOR'S BILLS ®7.1. Payments will be made against Running Accounts bills certified by the Owner's Engineer-in-Charge/Site-in-Charge within 15 days from the date of receipt of the bill. 7.2. Running Account Bills and the final bill shall be submitted by the Contractor together with the duly signed measurements sheet(s) to the Engineer-in-Charge/ Site-in-Charge of the Owner in quadruplicate for certification. The Bills shall also be accompanied by quantity calculations in support of the quantities contained in the bill along with cement consumption statement, actual/theoretical, wherever applicable duly certified by the Engineer-in-Charge/ Sitein- Charge of the Owner. 7.3. All running account payments shall be regarded as on account payment(s) to be finally adjusted against the final bill payment. Payment of Running Account Bill(s) shall not determine or affect in any way the rights of the Owner under this Contract to make the final adjustments of the quantities of material, measurements of work and adjustments of amounts etc.etc. in the final bill. 7.4. The final bill shall be submitted by the Contractor within one month of the date of completion of the work fully and completely in all respects. If the Contractor fails to submit the final bill accordingly Engineer-in-Charge/Site-in-Charge may make the measurement and determine the total amount payable for the work carried out by the Contractor and such a certification shall be final and binding on the Contractor. The Owner/Engineer- in- Charge/Site-in-Charge may take the assistance of an outside party for taking the measurement, the expenses of which shall be payable by the Contractor. 7.5. Payment of final bill shall be made within 30 days from the date of receipt of the certified bill by the Disbursement Section of the owner. ®7.6 Wherever possible, payment shall be tendered to the contractor in electronic mode (e-payment) through any of the designated banks. The contractor will comply by furnishing full particulars of Bank account (mandate)

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to which the payments will be routed. Owner reserves the right to make payment in any alternate mode also. 7.a. MEASUREMENT OF WORKS 7.a.1. All measurements shall be in metric system. All the works will be jointly measured by the representative of the Engineer-in-Charge/Site-in-Charge and the Contractor or their authorised agent progressively. Such measurement will be recorded in the Measurement Book/Measurement Sheet by the Contractor or his authorised representative and signed in token of acceptance by the Owner or their authorised representative. 7.a.2. For the purpose of taking joint measurement, the Contractor/representative shall be bound to be present whenever required by the Engineer-in-Charge/Site-in-Charge. If, however, they are absent for any reasons whatsoever, the measurement will be taken by the Engineer-in-Charge/Site-in-Charge or his representative and the same would be deemed to be correct and binding on the Contractor. 7.a.3. In case of any dispute as to the mode of measurement for any item of work, the latest Indian Standard Specifications shall be followed. In case of any further dispute on the same the same shall be as per the certification of an outside qualified Engineer/ Consultant. Such a measurement shall be final and binding on the Owner and the Contractor. 7.b. BILLING OF WORKS EXECUTED The Contractor will submit a bill in approved proforma in quadruplicate to the Engineer-in-Charge/Site-in-Charge of the work giving abstract and detailed measurement for the various items executed during a month, before the expiry of the first week of the succeeding month. The Engineer-in-Charge/Site-in-Charge shall take or cause to be taken the requisite measurements for the purpose of having the bill verified and/or checked before forwarding the same to the disbursement office of the Owner for further action in terms of the Contract and payment thereafter. The Engineer-in-Charge/Site-in-Charge shall verify the bills within 7 days of submission of the Bill by the Contractor. 7.c. RETENTION MONEY 10% of the total value of the Running Account and Final Bill will be deducted and retained by the Owner as retention money on account of any damage/defect liability that may arise for the period covered under the defect liability period clause of the Contract free of interest. Any damage or defect that may arise or lie undiscovered at the time of issue of completion certificate connected in any way with the equipment or materials supplied by contractor or in workmanship shall be rectified or replaced by the contractor at his own expense failing which the Owner shall be entitled to rectify the said damage/defect from the retention money. Any excess of expenditure incurred by the Owner on account of damage or defect shall be payable by the Contractor. The decision of the Owner in this behalf shall not be liable to be questioned but shall be final and binding on the Contractor. Thus, deduction towards retention money is applicable only in case of job/works contracts (civil, mechanical, electrical, maintenance etc.) where any damage or defect may arise in future (i.e. within 12 months from the date of completion of job) or lie undiscovered at the time of issue of completion certificate.

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®7.d. STATUTORY LEVIES 7.d.1 The Contractor accepts full and exclusive liability for the payment of any and all taxes, duties, octroi, rates, cess, levies and statutory payments payable under all or any of the statutes etc. ® Variations of taxes and duties arising out of the amendments to the Central / State enactments, in respect of sale of goods / services covered under this bid shall be to HPCL.s account, so long as :

• They relate to the period after the opening of the price bid, but before the contracted completion period ( excluding permitted extensions due to delay on account of the contractors, if any) or the actual completion period, whichever is earlier; and

• The vendor furnishes documentary evidence of incurrence of such variations, in addition to the invoices/documents for claiming Cenvat / Input Tax credit, wherever applicable.

All contributions and taxes for unemployment compensation, insurance and old age pensions or annuities now or hereafter imposed by Central or State Governmental authorities which are imposed with respect to or covered by the wages, salaries or other compensations paid to the persons employed by the Contractor and the Contractor shall be responsible for the compliance with all obligations and restrictions imposed by the Labour Law or any other law affecting employer-employee relationship and the Contractor further agrees to comply and to secure the compliance of all subcontractors with all applicable Central, State, Municipal and local laws, and regulations and requirements of any Central, State or Local Government agency or authority. Contractor further agrees to defend, indemnify and hold harmless from any liability or penalty which may be imposed by the Central, State or Local authorities by reason of any violation by Contractor or sub-contractor of such laws, regulations or requirements and also from all claims, suits or proceedings that may be brought against the Owner arising under, growing out of, or by reasons of the work provided for by this contract by third parties, or by Central or State Government authority or any administrative sub-division thereof. The Contractor further agrees that in case any such demand is raised against the Owner, and Owner has no way but to pay and pays/makes payment of the same, the Owner shall have the right to deduct the same from the amounts due and payable to the Contractor. The Contractor shall not raise any demand or dispute in respect of the same but may have recourse to recover/receive from the concerned authorities on the basis of the Certificate of the Owner issued in that behalf. 7.d.2. The rates quoted should be inclusive of all rates, cess, taxes and sales tax on works contracts wherever applicable. However, wherever the sales tax on works contract is applicable and is to be deducted at source, the same will be deducted from the bills of the Contractor and paid to the concerned authorities. The proof of such payments of sales tax on works contract will be furnished to the contractor.

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7.d.3. Income tax will be deducted at source as per rules at prevailing rates, unless certificate, if any, for deduction at lesser rate or nil deduction is submitted by the Contractor from appropriate authority. # 7.d.4 The contractor shall provide accurate particulars of PAN number as required, under Section 206AA of Income Tax Act 1961. 7.e. MATERIALS TO BE SUPPLIED BY CONTRACTOR 7.e.1. The Contractor shall procure and provide the whole of the materials required for construction including tools, tackles, construction plant and equipment for the completion and maintenance of the works except the materials viz. steel and cement which may be agreed to be supplied as provided elsewhere in the contract. The contractor shall make arrangement for procuring such materials and for the transport thereof at their own cost and expenses. 7.e.2. The Owner may give necessary recommendation to the respective authority if so desired by the Contractor but assumes no responsibility of any nature. The Contractor shall procure materials of ISI stamp/certification and supplied by reputed suppliers borne on DGS&D list. 7.e.3. All materials procured should meet the specifications given in the tender document. The Engineer-in-charge may, at his discretion, ask for samples and test certificates for any batch of any materials procured. Before procuring, the Contractor should get the approval of Engineer-in-Charge/Site-in-Charge for any materials to be used for the works. 7.e.4. Manufacturer's certificate shall be submitted for all materials supplied by the Contractor. If, however, in the opinion of the Engineer-in-Charge/Site-in-Charge any tests are required to be conducted on the material supplied by the Contractor, these will be arranged by the Contractor promptly at his own cost. 7.f. MATERIALS TO BE SUPPLIED BY THE OWNER 7.f.1. Steel and Cement maybe supplied by the Owner to the contractor against payment by Contractor from either godown or from the site or within work premises itself and the contractor shall arrange for all transport to actual work site at no extra cost. 7.f.2. The contractor shall bear all the costs including loading and unloading, carting from issue points to work spot storage, unloading, custody and handling and stacking the same and return the surplus steel and cement to the Owner's storage point after completion of job. 7.f.3. The contractor will be fully accountable for the steel and cement received from the Owner and contractor will give acknowledgement/receipt for quantity of steel and cement received by him each time he uplifts cement from Owner's custody. 7.f.4. For all computation purposes, the theoretical cement consumption shall be considered as per CPWD standards.

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7.f.5. Steel and Cement as received from the manufacturer/stockists will be issued to the contractor. Theoretical weight of cement in a bag will be considered as 50 Kg. Bags weighing up to 4% less shall be accepted by the contractor and considered as 50 Kg. per bag. Any shortage in the weight of any cement bag by more than 4% will be to the Owner's account only when pointed out by the Contractor and verified by Engineer-in-Charge/Site in Charge at the time of Contract or taking delivery. 7.f.6. The contractor will be required to maintain a stock register for receipt, issuance and consumption of steel and cement at site. Cement will be stored in a warehouse at site. Requirement of cement on any day will be taken out of the warehouse. Cement issued shall be regulated on the basis of FIRST RECEIPT to go as FIRST ISSUE. 7.f.7. Empty cement bag shall be the property of the Contractor. Contractor shall be penalised for any excess/under consumption of cement. The penal rate will be twice the rate of issue of cement for this work. 7.f.8. All the running bills as well as the final bills will be accompanied by cement consumption statements giving the detailed working of the cement used, cement received and stock-on-hand. 7.f.9. The Contractor will be fully responsible for safe custody of cement once it is received by him and during transport. Owner will not entertain any claims of the contractor for theft, loss or damage to cement while in their custody. 7.f.10. The contractor shall not remove from the site any cement bags at any time. 7.f.11. The Contractor shall advise Engineer-in-charge/Site-in-charge in writing at least 21 days before exhausting the Cement stocks already held by Contractor to ensure that such delays do not lead to interruptions in the progress of work. 7.f.12. Cement shall not be supplied by the Owner for manufacturing of mosaic tiles, precast cement jali and any other bought out items which consume cement and for temporary works. 7.f.13. Cement in bags and in good usable condition left over after the completion of work shall be returned by the contractor to the Owner. The Owner shall make payment to the Contractor at the supply rate for such stocks of cement they accept and receive. Any refused stock of cement shall be removed by the Contractor from the site at his cost and expenses within 15 days of completion of the work. 8. PAYMENT OF CLAIMS AND DAMAGES 8.1. Should the Owner have to pay money in respect of claims or demands as aforesaid the amount so paid and the costs incurred by the Owner shall be charged to and paid by the Contractor and the Contractor shall not be entitled to dispute or question the right of the Owner to make such payments notwithstanding the same may have been without his consent or authority or in law or otherwise to the contrary. 8.2. In every case in which by virtue of the provisions of Workmen's Compensation Act, 1923, or other Acts, the Owner is obliged to pay Compensation to a Workman

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employed by the Contractor in execution of the works, the Owner will recover from the Contractor the amount of compensation so paid and without prejudice to the rights of Owner under the said Act. Owner shall be at liberty to recover such amount or any part thereof by deducting it from the security deposit or from any sum due to the Contractor whether under this contract or otherwise. The Owner shall not be bound to contest any claim made under Section 12 sub section (1) of the said Act, except on the written request of the Contractor and upon his giving to the Owner full security for all costs for which the owner might become liable in consequence of contesting such claim. 8.a. ACTION AND COMPENSATION IN CASE OF BAD WORK If it shall appear to the Engineer-in-Charge/Site-in-Charge that any work has been executed with bad, imperfect or unskilled workmanship, or with materials, or that any materials or articles provided by the Contractor for execution of the work are not of standards specified/inferior quality to that contracted for, or otherwise not in accordance with the contract, the CONTRACTOR shall on demand in writing from the Engineer-in-Charge/Site-in-Charge or his authorised representative specifying the work, materials or articles complained of, notwithstanding that the same may have been inadvertently passed, certified and paid for, forthwith rectify or remove and reconstruct the work so specified and at his own charge and cost and expenses and in the event of failure to do so within a period of 15 days of such intimation/ information/knowledge, the Contractor shall be liable to pay compensation equivalent to the cost of reconstruction by the Owner. On expiry of 15 days period mentioned above, the Owner may by themselves or otherwise rectify or remove and re-execute the work or remove and replace with others, the materials or articles complained of as the case may be at the risk and expenses in all respects of the Contractor. The decision of the Engineer-in- Charge/ Site-in-Charge as to any question arising under this clause shall be final and conclusive and shall not be raised as a dispute or shall be arbitrable. 8.b. INSPECTION AND AUDIT OF CONTRACT AND WORKS This project is subject to inspection by various Government agencies of Government of India. The contractor shall extend full cooperation to all the Government and other agencies in the inspection of the works, audit of the Contract and the documents of Contract Bills, measurements sheets etc. etc. and examination of the records of works and make enquiries interrogation as they may deem fit, proper and necessary. Upon inspection etc. by such agencies if it is pointed out that the contract work has not been carried out according to the prescribed terms and conditions as laid down in the tender documents and if any recoveries are recommended, the same shall be recovered from the contractors running bills/final bill/from ordered/suggested Security Deposit/retention money. The Contractor shall not rise any dispute on any such account and the same shall not be arbitrable. 9. CONTRACTOR TO INDEMNIFY THE OWNER The Contractor shall indemnify the Owner and every member, officer and employee of the Owner, also the Engineer-in-Charge/Site-in-Charge and his staff against all the actions, proceedings, claims, demands, costs, expenses, whatsoever arising out of or in connection with the works and all actions, proceedings, claims, demands,

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costs, expenses which may be made against the Owner for or in respect of or arising out of any failure by the Contractor in the performance of his obligations under the contract. The Contractor shall be liable for or in respect of or in consequence of any accident or injury to any workmen or other person in the employment of the Contractor or his sub contractor and Contractor shall indemnify and keep indemnified the Owner against all such damages, proceedings, costs, charges and expenses whatsoever in respect thereof or in relation thereto. 10. LIQUIDATED DAMAGES ® i) In case of any delay in completion of the work beyond the CDD, the Owner shall be entitled to be paid Liquidated Damages by the Contractor. The liquidated damages shall be initially at the rate of 0.5% (half percent) of the total contract value for every week of the delay subject to a maximum of 5% of the total contract value. The liquidated damages shall be recovered by the Owner out of the amounts payable to the Contractor or from any Bank Guarantees or Deposits furnished by the Contractor or the Retention Money retained from the Bills of the Contractor, either under this contract or any other contract. ii) The Contractor shall be entitled to give an acceptable unconditional Bank Guarantee in lieu of such a deduction if Contractor desires any decision on a request for time extension. iii) Once a final decision is taken on the request of the Contractor or otherwise, the LD shall be applicable only on the basic cost of the contract and on each full completed week(s) of delay (and for part of the week, a pro-rata LD amount shall be applicable). iv) This final calculation of LD shall be only on the value of the unexecuted portion/quantity of work as on the CDD. v) Contractor agrees with the Owner, that the above represents a genuine pre-estimate of the damages which the Owner will suffer on account of delay in the performance of the work by Contractor. The Contractor further agrees that the LD amount is over and above any right which owner has to risk purchase under Clause 12.4 and any right to get the defects in the work rectified at the cost of the contractor. 11. DEFECTS AFTER TAKING OVER OR TERMINATION OF WORK CONTRACT BY OWNER The Contractor shall remain responsible and liable to make good all losses or damages that may occur/appear to the work carried out under this Contract within a period of 12 months from date of issue of the Completion Certificate and/or the date of Owner taking over the work, which ever is earlier. The Contractor shall issue a Bank Guarantee to the Owner in the sum of 10% of the work entrusted in the Contract, from any nationalised Bank acceptable to the Owner and if however, the Contractor fails to furnish such a Bank Guarantee the Owner shall have right to retain the Security Deposit and Retention Money to cover the 10% of the Guarantee amount

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under this clause and to return/refund the same after the expiry of the period of 12 months without any interest thereon. 12. TERMINATION OF CONTRACT 12.1 The owner may terminate the contract at any stage of the construction for reasons to be recorded in the letter of termination. 12.2 The Owner inter alia may terminate the Contract for any or all of the following reasons that the contractor a) has abandoned the work/Contract. b) has failed to commence the works, or has without any lawful excuse under these conditions suspended the work for 15 consecutive days. c) has failed to remove materials from the site or to pull down and replace the work within 15 days after receiving from the Engineer written notice that the said materials or work were condemned and/or rejected by the Engineer under specified conditions. d) has neglected or failed to observe and perform all or any of the terms acts, matters or things under this Contract to be observed and performed by the Contractor. e) has to the detriment of good workmanship or in defiance of the Engineer's instructions to the contrary sub-let any part of the Contract. f) has acted in any manner to the detrimental interest, reputation, dignity, name or prestige of the Owner. g) has stopped attending to work without any prior notice and prior permission for a period of 15 days. h) has become untraceable. i) has without authority acted in violation of the terms and conditions of this contract and has committed breach of terms of the contract in best judgement of the owner. j) has been declared insolvent/bankrupt. k) in the event of sudden death of the Contractor. 12.3 The owner on termination of such contract shall have the right to appropriate the Security Deposit, Retention Money and invoke the Bank Guarantee furnished by the contractor and to appropriate the same towards the amounts due and payable by the contractor as per the conditions of Contract and return to the contractor excess money, if any, left over. ® 12.4 In case of Termination of the contract, Owner shall have the right to carry out the unexecuted portion of the work either by themselves or through any other contractor(s) at the risk and cost of the Contractor. In view of

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paucity of time, Owner shall have the right to place such unexecuted portion of the work on any nominated contractor(s). However, the overall liability of the Contractor shall be restricted to 100 % of the total contract value. 12.5 The contractor within or at the time fixed by the Owner shall depute his authorised representative for taking joint final measurements of the works executed thus far and submit the final bill for the work as per joint final measurement within 15 days of the date of joint final measurement. If the contractor fails to depute their representative for joint measurement, the owner shall take the measurement with their Engineer-in-Charge/Site-in-Charge or any other outside representatives. Such a measurement shall not be questioned by the Contractor and no dispute can be raised by the Contractor for purpose of Arbitration. 12.6 The Owner may enter upon and take possession of the works and all plant, tools, scaffoldings, sheds, machinery, power operated tools and steel, cement and other materials of the Contract at the site or around the site and use or employ the same for completion of the work or employ any other contractor or other person or persons to complete the works. The Contractor shall not in any way object or interrupt or do any act, matter or thing to prevent or hinder such actions, other Contractor or other persons employed for completing and finishing or using the materials and plant for the works. When the works shall be completed or as soon thereafter the Engineer shall give a notice in writing to the Contractor to remove surplus materials and plant, if any, and belonging to the Contractor except as provided elsewhere in the Contract and should the Contractor fail to do so within a period of 15 days after receipt thereof the Owner may sell the same by public auction and shall give credit to the contractor for the amount realised. The Owner shall thereafter ascertain and certify in writing under his hand what (if anything) shall be due or payable to or by the Owner for the value of the plant and materials so taken possession and the expense or loss which the Owner shall have been put to in procuring the works, to be so completed, and the amount if any, owing to the Contractor and the amount which shall be so certified shall thereupon be paid by the Owner to the Contractor or by the Contractor to the Owner, as the case may, and the Certificate of the Owner shall be final and conclusive between the parties. 12.7 When the contract is terminated by the Owner for all or any of the reasons mentioned above the Contractor shall not have any right to claim compensation on account of such termination. 13. FORCE MAJEURE 13.1. Any delay in or failure of the performance of either part hereto shall not constitute default hereunder or give rise to any claims for damage, if any, to the extent such delays or failure of performance is caused by occurrences such as Acts of God or an enemy, expropriation or confiscation of facilities by Government authorities, acts of war, rebellion, sabotage or fires, floods, explosions, riots, or strikes. The Contractor shall keep records of the circumstances referred to above and bring these to the notice of the Engineer-in-Charge/Site-in-Charge in writing immediately on such occurrences. The amount of time, if any, lost on any of these counts shall not be counted for the Contract period. Once decision of the Owner arrived at after consultation with the Contractor, shall be final and binding. Such a

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determined period of time be extended by the Owner to enable the Contractor to complete the job within such extended period of time. 13.2. If Contractor is prevented or delayed from the performing any of its obligations under this Agreement by Force Majeure, then Contractor shall notify Owner the circumstances constituting the Force Majeure and the obligations performance of which is thereby delayed or prevented, within seven days of the occurrence of the events. 14. ARBITRATION 14.1 All disputes and differences of whatsoever nature, whether existing or which shall at any time arise between the parties hereto touching or concerning the agreement, meaning, operation or effect thereof or to the rights and liabilities of the parties or arising out of or in relation thereto whether during or after completion of the contract or whether before after determination, foreclosure, termination or breach of the agreement (other than those in respect of which the decision of any person is, by the contract, expressed to be final and binding) shall, after written notice by either party to the agreement to the other of them and to the Appointing Authority hereinafter mentioned, be referred for adjudication to the Sole Arbitrator to be appointed as hereinafter provided. ®14.2 The appointing authority shall either himself act as the Sole Arbitrator or nominate some officer/retired officer of Hindustan Petroleum Corporation Limited (referred to as owner or HPCL) or a retired officer of any other Government Company in the Oil Sector of the rank of Ch. Manager & above or any retired officer of the Central Government not below the rank of a Director, to act as the Sole Arbitrator to adjudicate the disputes and differences between the parties. The contractor/vendor shall not be entitled to raise any objection to the appointment of such person as the Sole Arbitrator on the ground that the said person is/was an officer and/or shareholder of the owner, another Govt. Company or the Central Government or that he/she has to deal or had dealt with the matter to which the contract relates or that in the course of his/her duties, he/she has/had expressed views on all or any of the matters in dispute or difference. 14.3 In the event of the Arbitrator to whom the matter is referred to, does not accept the appointment, or is unable or unwilling to act or resigns or vacates his office for any reasons whatsoever, the Appointing Authority aforesaid, shall nominate another person as aforesaid, to act as the Sole Arbitrator. 14.4 Such another person nominated as the Sole Arbitrator shall be entitled to proceed with the arbitration from the stage at which it was left by his predecessor. It is expressly agreed between the parties that no person other than the Appointing Authority or a person nominated by the Appointing Authority as aforesaid, shall act as an Arbitrator. The failure on the part of the Appointing Authority to make an appointment on time shall only give rise to a right to a Contractor to get such an appointment made and not to have any other person appointed as the Sole Arbitrator. 14.5 The Award of the Sole Arbitrator shall be final and binding on the parties to the Agreement.

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14.6 The work under the Contract shall, however, continue during the Arbitration proceedings and no payment due or payable to the concerned party shall be withheld (except to the extent disputed) on account of initiation, commencement or pendency of such proceedings. 14.7 The Arbitrator may give a composite or separate Award(s) in respect of each dispute or difference referred to him and may also make interim award(s) if necessary. ®14.8 The fees of the Arbitrator and expenses of arbitration, if any, shall be borne equally by the parties unless the Sole Arbitrator otherwise directs in his award with reasons. The lumpsum fees of the Arbitrator shall be Rs. 40,000/- per case for transportation contracts and Rs. 60,000/- for engineering contracts and if the sole Arbitrator completes the arbitration including his award within 5 months of accepting his appointment, he shall be paid Rs. 10,000/- additionally as bonus. Reasonable actual expenses for stenographer, etc. will be reimbursed. Fees shall be paid stagewise i.e. 25% on acceptance, 25% on completion of pleadings/documentation, 25% on completion of arguments and balance on receipt of award by the parties 14.9 Subject to the aforesaid, the provisions of the Arbitration and Conciliation Act, 1996 or any statutory modification or re-enactment thereof and the rules made thereunder, shall apply to the Arbitration proceedings under this Clause. 14.10 The Contract shall be governed by and constructed according to the laws in force in India. The parties hereby submit to the exclusive jurisdiction of the Courts situated at Mumbai for all purposes. The Arbitration shall be held at Mumbai and conducted in English language. 14.11 The Appointing Authority is the Functional Director of Hindustan Petroleum Corporation Limited. 15. GENERAL 15.1. Materials required for the works whether brought by the or supplied by the Owner shall be stored by the contractor only at places approved by Engineer-in-Charge/Site-in- Charge. Storage and safe custody of the material shall be the responsibility of the Contractor. 15.2. Owner and/or Engineer-in-Charge/Site-in-Charge connected with the contract, shall be entitled at any time to inspect and examine any materials intended to be used in or on the works, either on the site or at factory or workshop or at other place(s) manufactured or at any places where these are laying or from which these are being obtained and the contractor shall give facilities as may be required for such inspection and examination. 15.3. In case of any class of work for which there is no such specification supplied by the owner as is mentioned in the tender documents, such work shall be carried out in accordance with Indian Standard Specifications and if the Indian Standard Specifications do not cover the same the work should be carried out as per standard

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Engineering practice subject to the approval of the Engineer-in-Charge/Site-in-Charge. 15.4. Should the work be suspended by reason of rain, strike, lockouts or other cause the contractor shall take all precautions necessary for the protection of the work and at his own expense shall make good any damages arising from any of these causes. 15.5 The contractor shall cover up and protect from injury from any cause all new work also for supplying all temporary doors, protection to windows and any other requisite protection for the whole of the works executed whether by himself or special tradesmen or sub- contractors and any damage caused must be made good by the contractors at his own expense. 15.6 If the contractor has quoted the items under the deemed exports, then it will be the responsibility of the contractor to get all the benefits under deemed exports from the Government. The Owner’s responsibility shall only be limited to the issuance of required certificates. The quotation will be unconditional and phrases like “subject to availability of deemed exports benefit” etc. will not find place in it. ®16. Integrity Pact : Effective 1st September, 2007, all tenders and contracts shall comply with the requirements of the Integrity Pact (IP) if the value of such tenders or contracts exceed Rs.1 crore. Failure to sign the Integrity Pact shall lead to outright rejection of bid. # 17. Grievances of parties participating or intend to participate in the tender shall be addressed in writing to the officer designate of the Grievance Redressal Cell where the tenders have to be submitted within the stipulated period. Detailed mechanism of Grievance Redressal is available on the HPCL website.

NOTE

IF THERE IS ANY DISCREPANCY BETWEEN QUANTITIES AND UNIT OF MEASUREMENT (UOM) MENTIONED IN SCHEDULE OF QUANTITIES GIVEN IN TENDER DOCUMENT AND ONLINE PRICE BID, THE QUANTITIES AND UOM OF ONLINE PRICE BID SHALL PREVAIL.

PLEASE REFER TENDER DOCUMENT FOR DETAILED DESCRIPTION/SPECIFICATIONS AND TERMS AND CONDITIONS OF ITEMS MENTIONED IN ON-LINE PRICE BID.

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Agreed terms and conditionsSl.No. Description HPCL File HPCL Value Supporting

Doc. Req'd

1 TECHNICAL : a) Confirm acceptance of technical specification and scope ofsupply as per tender enquiry. b) In case of deviation, confirm that the same hasbeen indicated in the deviation sheet

- Allowed

2 Commercial Terms and Conditions :a) Confirm acceptance of attachedinstructions to Bidders and Terms & conditions.b) In case of deviations, confirmthat clause wise comments have been indicated.

- No

3 FIRM PRICES: Confirm that the price shall be firm till completion of work in allrespects

- No

4 Contractor shall register this contract under -Works Contract Service, as per subclause (zzzza) of section 65(105) of the Finance Act.1994 as amended by FinanceAct, 2007. Contractor shall exercise the option of payment of service tax eitherunder -Works Contract (Composition Scheme for payment of service tax) Rules,2007; or payment of service tax based on the Valuation under Rule 2A of the -Service tax (Determination of Value) Rules, 2006, whichever results in lowerincidence of service tax to the Owner.

- No

5 Towards service tax / VAT quoted , bidder would be required to submit tax invoice(with service tax / VAT registration number) at the time of payment (in case job isawarded to the bidder).

- No

6 Irrespective of taxes/duties quoted by bidder in the tender, bidder shall be fullyresponsible for the payment of any and all taxes, duties, octroi, rates, cess, leviesand statutory payments payable under all or any of the statutes etc. as per clause7d of General Terms & Conditions of the tender.

- No

7 PLEASE CONFIRM THAT YOU ACCEPT INTEGRITY APCT ATTACHED IN THETENDER

- No

8 PLEASE CONFIRM THAT YOU HAVE SENT DULY SIGNED INTEGRITY PACT(ALONG WITH SIGNATURES OF TWO WITNESSES BY POST/COURIER TOHPCL, MUMBAI (AT GRESHAM BUILDING ADDRESS) AND SHOULD BERECEVIED BY HPCL BY TENDER DUE DATE AND TIME.

- No

9 Please confirm that you have read & understood the clauses pertaining to taxes &duties in -e Tender Terms of the tender and have quoted accordingly. Statutoryvariation in taxes / duties shall be governed by clause 7 d of General Terms &Conditions of the tender

- No

10 Confirm acceptance of ARBITRATION clause. - No

11 FIRM PRICES :Confirm quoted prices will remain FIRM & FIXED till completeexecution of the order.

- No

12 Declaration for not being delisted :-Please confirm that you have not been bannedor delisted by any Government or Quasi Government agencies or PSUs. If youhave been banned, then this fact must be clearly mentioned here.

- Allowed

13 VALIDITY: Confirm your offer is valid for 120 Days from due date/extended duedates for placement of order.

- No

14 NSIC/PSU (a) NSIC :Are you registered with NSIC (copy of registration to beattached if applicable ) . (b) PSU : Indicate whether you are a Govt. Of IndiaUndertaking. (Self declaration regarding PSU on letter head shall be attached, ifapplicable).

- No

15 TERMS AT SN 16,17,18 MEANT ONLY FOR NSIC PARTIES. - No

16 NSIC Registration Certificate is valid up to (provide date). - No

17 In case registered with NSIC, please confirm whether the quoted item is includedin the registration certificate. Please also provide the value limit given in NSICcertificate.

- Allowed

18 In case registered with NSIC, Please confirm whether you have succeeded insecuring orders for same items, in competition (i.e. without price preference) withthe large scale units during the preceding 12 months.

- No


Integrity PactSl.No. Description HPCL File HPCL Value Supporting

Doc. Req'd

1 Integrity Pact integritypact.pdf - No

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Integrity pact BokaroSl.No. Description HPCL File HPCL Value Supporting

Doc. Req'd

1 Bidder has to downlaod the integrity pact pdf file,and upload the scanned copy ofsigned and stamped integrity pact pdf file here

- Mandatory

2 - Integrity Pact .pdf - No

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TENDER NO : 12000107-HD-10002:-

JOB: Railway siding job inside HPCL premises at Bokaro, Jharkhand

INTEGRITY PACT (IP)

THE IP CAN BE DOWNLOADED FROM HERE AND BIDDERS ARE REQUESTED TO SEND THE DULY SIGNED/STAMPED INTEGRITY PACT (ALONG WITH SIGNATURES OF TWO WITNESSES) IN ORIGINAL IN THE EMD ENVELOPE.

of 7

TENDER NO : 12000107-HD-10002:-


of 7

TENDER NO : 12000107-HD-10002:-


Witness 2: