INSTRUCTIONS TO BIDDERS PRICE - TSPL India

1.1 INSTRUCTIONS TO BIDDERS

A declaration signed by the Bidder should be submitted along with the offer as a token of acceptance of TSPL's terms and conditions. If any Bidder is unable to accept any particular term(s) of the Bid, or propose any deviation there from, except vital terms mentioned in Bid, then they shall enclose along with their offer a statement of deviations clearly spelling out the deletions/ deviations proposed, which may, however, have an impact on the evaluation of his offer by TSPL, in case these deviations are considered acceptable by TSPL. In the absence of details of deviations to Bid terms, it will be deemed as unqualified acceptance by the Bidder of all terms and conditions contained herein.

1.1.1 PRICE: Bidder shall quote Charges as per BOQ. If there is any discrepancy between

the figures and written words, the lower of the two shall be taken as the quoted price. 1.1.2 TSPL reserves the right to reject any bids received or accept a bid either for the total

scope of work or part thereof or to divide the scope of work on more than one Bidder or negotiate with any Bidder for order without assigning any reason thereof, and no claim shall be entertained in this respect. In case of non- acceptance of bid by TSPL for any reason whatsoever, the Bidder shall have no claim for the expenses incurred by him in submitting his Bid or on any other account. It shall not be obligatory for TSPL to accept the lowest or any Bid; and no Bidder shall be entitled to demand any explanation for the cause of rejection of his Bid. Such decisions by TSPL shall bear no liability whatsoever consequent upon such decisions and TSPL reserves its exclusive right to ignore all such demands.

1.1.3 The Bid shall be signed by anyone, legally authorized to enter into commitments on behalf of the Bidder. Bidder shall submit Power of Attorney in favour of the person who is authorized to enter into commitments on behalf of Bidder.

1.1.4 TSPL will not be bound by any Power of Attorney granted by the Bidder or changes in the composition of the firm made subsequent to submission of the offer or award of the contract. TSPL may, however, recognize such power of attorney and changes after obtaining proper legal advice, the cost of which will be chargeable to the Bidder.

1.1.5 The cancellation of any documents such as Power of Attorney, Partnership Deed etc. should be communicated by the Bidder to TSPL in writing well in time, failing which it shall have no responsibility or liability for any action taken by it or the strength of the said documents.

1.1.6 All direct and indirect costs for preparation of the offer (including clarification meetings), shall be to Bidder’s account and TSPL shall bear no liability whatsoever on such costs and expenses.

1.1.7 You shall make your own interpretation of any and all information provided in the Bid documents. TSPL shall not be responsible for the accuracy or completeness of such information and/ or interpretation. You shall be responsible for obtaining and verifying all necessary data and information.

1.1.8 You shall make your own interpretation of any and all information provided in the Bid documents. TSPL shall not be responsible for the accuracy or completeness of such information and/ or interpretation. You shall be responsible for obtaining and verifying all necessary data and information.

1.1.9 BIDDER'S PERFORMANCE: In addition to other requirements specified elsewhere

in this Bid document, the Bidder should necessarily furnish the following to evaluate their performance for participating in this Bid. Full details supported with documentary evidence; wherever required, should be furnished.

A. Name & Addresses: i. The address in full (including Registered Office, and all branches wherever

located, giving telephone, telex and fax numbers; names of the Senior Executives of the respective offices should also be given).

ii. Name and addresses of all the Associate/Sister/ Affiliate/Agent Companies wherever located.

B. Past & Current Orders: Details of work similar to that mentioned in this bid document during past 3 years and orders currently under execution

i. Name & address along with Telephone/Fax numbers and name of contact person. ii. Copy of Orders (un-priced)

iii. Completion period (Schedule v/s Actual). iv. Performance reports mentioning specific achievements

C. Bidder shall furnish the details of personnel associated with it along with qualification

and experience. Bidder shall attach plan as to how it will carry out the work envisaged in this bid document.

D. If required, TSPL team may inspect works where Bidder has rendered or has been rendering similar services for verification/assessment

E. Annual Reports: Published Annual Reports of the Bidder for the last three years. F. Creditworthiness: Name and address of the Bidder's bankers and solvency certificate

from First Class Bank of the country. Eligibility Criteria:-

Party should have executed at least single similar job for minimum executed order value of 10 Crore INR in last 3 years Party should have executed at least similar job (Earth dams, ash dykes and reservoir embankments, which are designed as water retaining structures ) with minimum holding capacity of 15 Lakh CuM in last 3 years ISO14001:2004, ISO 9001:2008, OHSAS 18001:2007 or equivalent IMS certifications Quality & HSE- organisation structure & policy of company to be shared. > 50 Crores INR per annum for last 3 years

1.1.10 The Bidder shall keep the offer open for acceptance by TSPL for a minimum

period of 90 days within which period the Bidder shall have no right to withdraw, revoke or cancel his offer or vary the offer given or any term thereof.

1.1.11 The Bidder shall submit the proposal in three (3) sets (One original and two copies) with one soft copy on a compact disc (CD) along with the originally signed copy of the Declaration Notice .

Attention:- Head Commercial Talwandi Sabo Power Limited Mansa Talwandi Sabo Road Village Banawala Distt. Mansa (Punjab) Phone 01659-248034 The bid shall be submitted in two separate sealed covers Envelope No. 1 shall contain

a. Originally signed copy of the declaration notice b. Bidder’s organization chart including the competency details for complete O & M

work for the Plant as per the scope in this agreement. c. Bidders technical/commercial proposal for providing tools and

tackles,Manpower,machinery ,consumables ,spares etc. to be supplied by the Contractors for fulfilling his obligation to complete the reservoir work.

d. Envelope No. 2 containing the following: -

Price schedule, duly filled up in the prescribed Proforma as per BOQ.

1.1.12 The bids, complete in all respects should be received within 2 weeks after the receipt of the Tender Documents/publication of EOI .

1.1.13 Evaluation Criteria :- The bid will be evaluated on the basis of the following criteria: -

a. Bidders quality of technical/commercial offer for providing Relevant services b. Bidder’s price proposal. The technical/ commercial bids, contained in envelope No. 1 will be opened first. Envelope No. 2 containing price bid will be opened only after bringing technical/commercial offers at par after receipt of written clarifications/ discussions.

GENERAL CONDITIONS OF CONTRACT

SECURITY DEPOSIT AND BANK GUARANTEES

The Security Deposit in the form of Bank Guarantee in TSPL’s format amounting to 10% (ten percent) of the Contract Price shall be submitted within 15 days of effective date. The said bank Guarantee shall be valid for one year and renewed 1 month prior to the end of that year in case of continuing contract or at the instance of owner. All Bank Guarantees furnished by the Contractor shall be unconditional, irrevocable and from a first class bank of repute acceptable to the Owner.

All the Bank Guarantees shall have a claim period of 6 (Six) months from the date of expiry and shall be extended at the instance of the Owner, if required. However in case reasons are not attributable to contractor extension will be considered with mutual agreement.

Earnest Money deposit:- Party will have to submit EMD of 20 lacs value alongwith price bids in the form of DD or bank guarantee in favor of M/S TSPL.

Attachments:- Annexure A- Contract format having General terms & conditions Annexure ii- Detailed technical specification Annexure-iii-Sketch Showing Strengthening of partition embankment Annexure-i- BOQ alongwith clarifications Raw water reservoir drawings Raw water Specifications:-

Declaration I Mr/Ms. _________________, the undersigned, a duly authorize Officer/ Representative of (Company/Consortium) do hereby declare and state the following:

1) This Request for Proposal – Reservior construction document has been read in its entirety.

2) We have followed the instructions specified in this while preparing the proposal. 3) We assume full responsibility and liability in utilizing and adopting any of the

information and assumptions provided in this document.

4) We rescind our right to raise any exceptions in future beyond those documented in our proposal to any and all of the terms and conditions stipulated in this document

5) Our offer shall remain valid for a period of ninety (90) days from the last date of submission of the offer i.e. _______________________

Signed: _____________________________ Date :_____________ Full Name: ________________________ Designation: ________________________

Company seal

3x660 MW Thermal Power Plant

Talwandi Sabo Power Limited, Mansa, Punjab

Owner:

Talwandi Sabo Power Limited, Mansa, Punjab

Consultant:

L&T – SARGENT & LUNDY LIMITED

L&T – S&L Job No.: HD18014000

Title:

RAW WATER RESERVOIR SPECIFICATION

Doc/Drg No.: HD18014000-VB00-00-ZEN-160002 Rev No.: P2 Total No. of Pages : ___

Revision Status:

Rev

No.

Prepared Reviewed Approved

Name Date Name

Date Name Date Mech. Elec. Civil C&I SES

P0 SDA 10JUL2017 JCS 11JUL2017 ABD 12JUL2017 P1 SDA 21JUL2017 ASC MKA JCS 21JUL2017 ABD 30JUL2017 P2 SDA 24AUG2017 ASC MKA JCS 25AUG2017 ABD 25AUG2017

Revision Summary Sheet

Rev

No. Details / Description Date

P0 PRELIMINARY 12JUL2017

P1 PRELIMINARY. Revised as per Owner’s Comments 30JUL2017

P2 Issued for Bid Purpose. Revised as per Owner’s Comments 25AUG2017

TABLE OF CONTENTS

1.0 INTENT OF SPECIFICATION ........................................................................................................................ 4

2.0 SCOPE OF WORK ............................................................................................................................................ 4

3.0 CODES AND STANDARDS ............................................................................................................................. 8

4.0 TECHNICAL SPECIFICATION ..................................................................................................................... 8

5.0 DRAWINGS ..................................................................................................................................................... 13

6.0 LAYOUT AND LEVELS ................................................................................................................................. 13

7.0 SITE CONDITION AND INFORMATION .................................................................................................. 13

8.0 EXECUTION METHOD & SCHEDULE ...................................................................................................... 14

9.0 TESTS FOR MATERIAL AND WORKMANSHIP ..................................................................................... 14

10.0 HAUL ROADS ................................................................................................................................................. 15

11.0 BORROW PITS ............................................................................................................................................... 15

12.0 PREVENTION OF POLLUTION .................................................................................................................. 16

13.0 SAFETY MEASURES ..................................................................................................................................... 16

14.0 EQUIPMENTS AND MACHINERY ............................................................................................................. 16

ANNEXURE – I: SCHEDULE OF ITEMS FOR RAW WATER RESERVOIR ................................................... 17

ANNEXURE – II: DETAILED TECHNICAL SPECIFICATIONS ........................................................................ 18

ANNEXURE – III: BID DRAWING .......................................................................................................................... 19

ANNEXURE – IV: SCHEDULE OF PARTICULARS (BY BIDDER) ................................................................... 20

SCHEDULE– 1: SCHEDULE OF GENERAL PARTICULARS OF THE BIDDER ................................................. 21 SCHEDULE– 2: SCHEDULE OF EXPERIENCE LIST OF BIDDER ...................................................................... 22 SCHEDULE– 3: SCHEDULE OF DOCUMENTS TO BE SUBMITTED ALONG WITH BID ............................... 23 SCHEDULE– 4: SCHEDULE OF DOCUMENTS TO BE SUBMITTED AFTER AWARD OF CONTRACT ........ 24

ANNEXURE – V: SUB SOIL DATA .......................................................................................................................... 26

1.0 INTENT OF SPECIFICATION

1.1 M/s. Talwandi Sabo Power Limited (TSPL or Client), Mansa, Punjab has intended to construct a new Raw Water Reservoir (Part-II) in addition to the existing Part-I Reservoir for 3x660 MW Thermal Power Plant at Talwandi Sabo, Mansa, Punjab. Presently Part-I reservoir is having capacity of approximately 21 lac m3. Part-II Reservoir has been partially constructed but not completed. M/s. TSPL has employed L&T-Sargent & Lundy Limited (L&T-S&L or Consultant) for consultancy service of this new Raw Water Reservoir (Part-II) design along with inlet piping and out let water conveying facilities up to existing raw water collection basin near the raw water pump house..

1.2 Project Information

For site information, refer Attachment – 1 which shows the overall layout of existing water reservoir area.

2.0 SCOPE OF WORK

2.1 The broad scope of Work shall include all Civil and Structural, Mechanical and Electrical work of new Raw Water Reservoir (Part-II), in accordance with specifications, approved drawings, schedule of items and direction of the Engineer but shall not be limited to the following: o Site development works consisting of site clearance and removal of debris.

o Dismantling of existing raw water bypass pipe line.

o Strengthening of existing partition embankment between Part-I and Part-II

reservoir.

o Preparation of subgrade for new earthen embankment.

o Embankment filling with available excavated earth or borrowed earth as per the requirements specified in Annexure-II.

o Providing and laying HDPE liner (1mm thick) on water content face including base.

o 150 thick sand cushions below HDPE liner.( Party to come up with proposals for

how best available bottom ash/ pond ash can be used )

o In-situ Reinforced Cement Concrete (RCC) protective layer over HDPE liner.

o Stone pitching on the downstream face of embankment with a provision of toe drain (at the bottom all around).

o Providing RCC steps from top of embankment to reservoir base as well as from

existing ground to top of embankment for access.

o Providing RCC spillway to take care overflow of water.

o Providing subsurface drain arrangement in longitudinal and transverse directions.

o One number portable electrical motor driven submersible vertical sump pump of 70 m3/hr capacity and 25 mwc TDH along with all necessary auxiliaries including discharge piping up to terminal point (from RCC sump to raw water reservoir discharge point), flanges & counter flanges, nuts, bolts, gasket, washers, lifting arrangement, all integral piping, instruments, valves, specialties, sealing and cooling arrangement. The entire pumping unit along with discharge piping assembly shall be in bidder’s scope. Pump shall be of CI (CI IS210 FG 260) casing & impeller and SS 410 shaft. Discharge pipe shall be of CI or MS of approx.150 NB.

o Supply and erection of One (01) number MS pipe of 1270 mm OD along with

necessary counter flange, gasket, nut & bolts etc. from existing tapping point isolated by blind flange and terminate at raw water reservoir Part II from top of embankment as per attached drawing.

o One (01) number motorized butterfly valve along with necessary flange & counter

flange, gasket, nut & bolts for isolation purpose. The scope of work shall include but not limited to the design, manufacture, fabrication, erection, cleaning, coating & wrapping, painting, inspection, testing as per applicable code & standard.

o Providing Cast Iron Gate Valve (bolted bonnet and rising stem type) of 1200 mm

dia OD and PN 1.0 MPa in accordance with IS 14846 for the existing interconnection pipe between Part-I & Part-II reservoir. Valve design shall be such that the stem cannot be removed from the valves while the valve is under pressure by the removal of the stem seal retainer alone. The design of valves shall ensure a streamlined passage and gate valves shall have low pressure drop. The seats and discs shall be easily renewable and/or shall be suitable for easy refacing and grinding. Valve discs shall be of such design as to keep the seats tight when the valve body is subjected to pressure, temperature variations and piping stresses. Protective covers shall be provided for the spindles where valves are exposed to the weather. Valves shall be hydrostatically tested & proven tight at the manufacturer’s

shop/plant in accordance to Codal requirement.

o Constructing RCC ducts at outlet.

o Constructing RCC chamber connecting to existing RC basin near raw water pump house.

o Providing sluice gate arrangement in the RCC chamber.

o Providing and installing ultrasonic flow transmitter for raw water flow

measurement.

o All required electrical device along with necessary accessories & erection required for successful operation of sump pumps supplied by bidder as per specification requirements. The scope of supply for electrical system shall include, but not limited to the following:

a) Electric motor complete with all accessories including terminal boxes, space

heaters (for motor above 30kW) and earthing pads.

b) Local starter cum control panel shall be outdoor, IP55, with canopy and mounted on ISMC supports. The starter panel shall be equipped with voltmeter, ammeter, incoming switch fuse unit, contactor, thermal overload relay, Motor ON, Motor OFF, Motor TRIP, Starter HEALTHY indication lamps, START push button (green), STOP push button (red, mushroom type, lockable). Cable entry shall be from bottom. Sump pumps shall be provided with UF type level sensors with Auto start / stop facility Incoming power supply to local starter panel shall be 415V, 3-phase, 3-wire. Accordingly Bidder shall provide a 415/110V control transformer inside the panel for control supply. Short circuit rating of the starter panel shall be 50 kA (rms) for 1 sec.

c) Grounding provision for all equipment for connection to the Purchaser’s

earthing conductor. Provision for two- (2) nos. earthing connections shall be kept in all electrical equipment. Necessary 3 M deep earth pit to be constructed as required.

d) Single point SFU feeder shall be provided from purchaser’s switchgear located

at “Water tank pump house”. Further all the power, control & instrumentation cable and its raceway from purchaser’s switchgear to Local starter cum control

panel and local starter control panel to any bidder supplied equipment shall be provided by Bidder.

e) Double compression type Cable glands for all the cables terminating to bidder supplied equipment.

f) Any other required electrical devices for safe and trouble-free operation of sump pump, which the bidder requires. All outdoor electrical equipment / LPB/ starter panels shall be of minimum IP55 protection class.

g) Bidder to furnish list of recommended spares for successful operation for motor and local starter cum control panel in consultation with owner prior to award of contract.

o Scope of work also includes complete lighting system design, testing and supply for

periphery of reservoir part-2. The lighting system shall be complete with all the fitting and accessories required for efficient and trouble free operation. The lighting system shall include, but is not limited to following items:

h) Supply of lighting fixtures (LED type). The fixtures shall be complete with lamps, all fittings and accessories required for efficient and trouble free operation.

i) Supply of outdoor, structure mounted lighting panel with timer controller circuit.

j) Supply of lighting poles and junction boxes with associated accessories, touch up paint, etc.

k) Supply of lighting wires and cables.

l) Supply of all required hardware/ accessories, erection material etc. for complete lighting system of periphery.

m) Bidder to furnish list of recommended spares in consultation with owner prior to award of contract.

Any other related equipment or hardware / accessories which are required for reservoir periphery illumination system shall be included in the scope of supply. All fittings and accessories required for completeness of the equipment, whether specifically mentioned or not, but considered essential for satisfactory performance shall be included in the scope of supply.

2.2 The work to be performed under the specification consists of providing all labour,

supervision, materials, scaffolding, power, fuel, water, construction equipment, testing equipment, tools and plants, supplies, transportation, all incidental items not shown or specified, but reasonably implied or necessary for successful completion of the work including Contractor’s, and where necessary manufacturer’s expert supervision in strict accordance with the drawings and specifications.

2.3 The unit rates quoted by the Contractor for all the items shall be deemed to be inclusive of all the operations specified in the above paragraphs and also of any other contingency whatsoever required for completion of the work. No extra shall be payable to the Contractor on these accounts for other protective enabling works.

2.4 The Engineer shall have the right to alter / modify the scope of work specified in above paragraphs to meet the site specific requirements. In case of any dispute, decision of the Engineer shall be final and binding to the Contractor. Work to be provided by the Contractor

The work to be provided by the Contractor, unless specified otherwise, shall include but not be limited to the following:

i) Furnish all labour, supervision, services, materials, equipment, tools and plant transportation etc. required for the work.

ii) Submit for approval detailed schemes of all planning/operations required for executing the work e.g. material handling, placement, services, approaches etc.

iii) Execution of work as per scope of work under skilled and competent supervision as per the execution methodology approved by the Engineer.

iv) To carry out quality checks/ tests and submit results of tests to the Engineer to assess the quality of work as per approved field quality assurance plan prepared by the Contractor.

v) After successful completion of construction of Part-II reservoir, Bidder shall carry out the strengthening of common partition embankment slope on the Part-I reservoir side as per drawings and specification requirements.

vi) Bidder shall carry out hydro test of pipes, water retaining sumps, raw water reservoir. Bidder shall be responsible for proper repairing / sealing of any leakage arising out of construction defects at no extra cost to Purchaser.

vii) Bidder to consider dewatering of surface rain water during course of construction as their scope of work inclusive of all cost.

3.0 CODES AND STANDARDS

All standards and codes of practice referred to herein shall be the latest editions including all applicable revisions and amendments issued. All works shall be carried out as per the standard codes specified in relevant Clauses of Technical Specifications and as attached in Annexure-II of this specification. In case of conflict between the specification and the IS codes / other codes referred to herein, the former shall prevail.

4.0 TECHNICAL SPECIFICATION

The detailed technical specifications for works associated with Raw Water Reservoir are in Annexure-II of this document. Raw water will be supplied from existing buffer tank water pumps, located inside plant boundary. However, tapping for new pipe line will be taken from existing supply pipe line of 1270 mm OD x 12.5 mm thick presently provided with blind flange. Raw water pipe line shall be underground from tapping point onwards and uplift along the edge of embankment till the discharge point at top of embankment. Motorized butterfly valve shall be provided in the pipe line at existing valve pit for isolation of new pipe line. Technical schedule of pipe and valves are given below. Item Size /Type MOC Code & Standard Raw water Pipe 1270 mm OD &

12.5 Thk. Length: 800 m (approx.)

Mild Steel IS 3589 grade Fe 410

Motorized Valve Butterfly Carbon Steel AWWA C504 Please refer reservoir drawing for discharge point & elevation.

All welding procedures (WPS, PQR) adopted for performing welding work shall be qualified in accordance with the requirements of section IX of ASME code/ IS or equivalent. Applicable Code & Standards: Publications of the following internationally recognized Codes/Organizations are applicable to design, fabrication, inspection and testing of Piping and fittings to the extent specified therein.

IS–3589 Seamless and electric welded steel pipes for water, gas and sewage

AWWA-C-207 Steel pipe flanges

AWWA-C-200 Steel water pipes

PFI Pipe Fabrication Institute

IS-823 Code of procedure for manual metal arc welding of mild steel

IS-817 Code of practice for training and testing of metal arc welder

LT Motor:

Sr. No. Description LT Motor

1. Motor rating By Bidder 2. Quantity One (1) 3. Applicable standard to which motor

generally conforms IS 325, IS 12615-2011

4. Rated voltage and variation range 415V ± 10% 5. Rated frequency and variation range 50Hz ± 5% 6. No. of phases 3 phase 7. Type SCIM 8. Service Outdoor 9. Duty cycle designation* S1 10. Power factor 0.8 (min.) 11. Efficiency High efficiency type

(EFF2) 12. Min. voltage required under starting

conditions to accelerate driven equipment to rated speed

80%

13. Pull out torque At least 205% of Full load torque

14. Enclosure protection IP 55 for outdoor with canopy

15. Method of cooling TEFC 16. Class of insulation Class F – temperature

rise limited to class B 17. Winding space heater provided For motors > 30kW 18. Tropicalised Yes 19. Motor terminal box 360º rotatable in steps of

90º 20. Fault withstand capacity of terminal

box 50kA for 0.25 sec

21. Terminal box orientation RHS when viewed from driving end

22. Grounding connection 2 nos. for motor body and 1 for each terminal box

23. Maximum double amplitude vibrations for motors

IS 12075

Local Push Button Station:

Sr. No. Description Requirement

1. Degree of protection for outdoor push button station

IP 55 with canopy

2. No. of contacts per push button No. of contacts Type A : Start / Stop 2 NO + 2 NC for Start

2 NO + 2 NC for Stop 3. Nameplate To be provided 4. No. of earthing terminals per push

button station Two (2)

5. Start push button Green 6. Emergency stop push button Red, mushroom shaped,

lockable, stay put type. 7. Indicating Lamp LED Cable:

1) LV Power cables shall be of 1.1 kV grade, XLPE insulated, PVC inner sheathed

(extruded), armoured, FRLS PVC outer sheathed, compacted aluminium /Copper conductor. LT XLPE cables shall be conforming to IS 7098-Part- & LT PVC cables shall be conforming to IS 1554. Minimum conductor cross section for power cable shall be 6.0 Sq mm aluminium and 2.5 sq mm for copper.

2) Control cables shall be of 1.1 kV grade, multicore, PVC insulated, PVC inner sheathed, armoured, FRLS PVC outer sheathed stranded copper conductor conforming to IS: 1554. Minimum conductor cross sectional area for control cables shall be 2.5 sq mm.

3) The signal cables shall be of 650 / 1100V grade, 0.5 sq. mm, single pair / multipair, stranded copper conductor, PVC insulated, cores laid up, extruded PVC inner sheathed, armoured and extruded FRLS PVC outer sheathed.

Lighting System of reservoir periphery:

1) Power supply to Lighting panel shall be taken from either buffer tank or from raw

water pump house.

2) Lighting system shall be conforming to IS 3646, IS 6665 and relevant IS.

3) Average illumination of 10 lux shall be maintained.

4) Outdoor lighting system shall be automatically controlled by synchronous timer. Provision to bypass the timer shall be provided in the panel.

5) Care shall be taken in the design that there is no water stagnation anywhere in the

housing of luminaire. The entire housing shall be dust and water proof protection.

6) Lighting panels shall have min. IP 55 degree of protection. Additional canopy shall be provided.

7) Degree of protection shall be IP55 for junction boxes of street lighting.

8) The poles shall be hot-dip galvanized as per IS2629/ IS2633/ IS4759. The System shall be capable of withstanding the appropriate wind load considering prevailing soil/ site condition considering all accessories mounting on pole. The street light poles shall have loop in loop out arrangement for cable entry and wiring shall be protected with suitably rated MCB.

Ultrasonic Flow Transmitter:

For Raw water line flow measurement, Ultrasonic type flow transmitter (clamp-on type) and all required accessories shall be provided by bidder. Bidder to also include interconnecting cables between sensor and transmitter, necessary mounting accessories like strap for mounting, sensor holder, sensor fixing bracket, sensor band, sensor Spacing adjustment device, cable glands, tag plate etc. in their scope of supply. The Ultrasonic type flow transmitter shall be 2-wire/4-wire, microprocessor based, true SMART type conforming to HART protocol, shall have 4-20mA DC signal output linear to a load impedance of 600 Ω (maximum) for 24 VDC, with superimposed

digital communication on 24 VDC powering. Transmitter shall be provided with integral LCD type Digital indicators and keypad with user selectable mode and engineering units. All sensor/transmitter shall have enclosure classification of IP 65 or better. Accuracy of flow transmitter shall be +/- 2 % of Span, Repeatability shall be +/- 1 % of Span and Rangeability shall be 1:10. Transmitter shall be provided with continuous zero and span adjustment facility. Transmitter shall facilitate on-line calibration and shall be provided with Self-diagnostic features. Conformal coating material shall be applied to electronic circuitry for protection against moisture, fungus, dust, corrosion, abrasion, and other environmental stresses. The transmitter shall be calibrated for entire range for which it is designed, prior to shipment of equipment. For Flow transmitter 230VAC power supply shall be provided to the bidder at single point, further conversion to any other voltage level (if required) shall be done by bidder. The specifications are intended to cover the general description of the work, quality and workmanship required. It is however not intended to cover all the minute details of work. The work shall be executed according to the specification and relevant Indian Standard codes. In absence of the later, the work shall be executed according to the recommendations of relevant American and / or British standards or as per the instructions of Engineer. Wherever reference to Indian Standard Codes and practices are made, these shall be referred to the latest edition / version of the same. The Bidder is expected to get clarified any doubt, discrepancy, mismatch about the specifications, drawings etc., before tendering, in writing with the Purchaser in respect of interpretation of any portion of these documents.

In the event of any conflict between the requirements of two or more clauses of the specifications / documents or requirements of different clauses / standards specified, the more stringent requirement as per the interpretation of the Purchaser shall prevail.

5.0 DRAWINGS

The work has to be executed as per the ‘APPROVED FOR CONSTRUCTION

DRAWINGS’ with additions, alterations, and modifications made from time to time as

required or approved by the Engineer and also according to any other drawings that would be supplied to the Contractor progressively during the execution of the Contract by the Engineer. Preliminary drawings as listed in Annexure-III are enclosed along with this document ‘FOR BID PURPOSE ONLY’ (LATER).

6.0 LAYOUT AND LEVELS

The layout and levels of all components of raw water reservoir shall be as per approved drawings. Contractor shall extend all help i.e. instruments, men and materials, to the Engineer for checking the detailed layout and levels, at his own cost. However the Contractor shall be solely responsible for correctness of the layout & levels. Permanent reference pillars with respect to established plant benchmarks shall be established by the Contractor at his own cost and under no circumstances shall the Contractor remove or disturb any permanent benchmark without the approval of the Engineer. The Contractor shall carefully maintain and protect all benchmarks and reference forms and shall layout all his works by accurate reference thereto.

7.0 SITE CONDITION AND INFORMATION

(a) The Contractor shall inspect and examine the site and its surrounding and shall

satisfy himself before submitting his bid about the nature of the ground and subsoil, the form and nature of the site, the quantities and nature of work and sourcing and materials necessary for completion of the works and the means of access to site and shall himself obtain all necessary information as to risks, contingencies and other circumstances which may influence or affect his tender. An abstract of sub-soil data (bore log details) are furnished in Annexure - V. The soil data furnished for reference purpose is in good faith and only for guidance of the Bidder/ Tenderer. Purchaser shall not entertain any claim on account of this at a later date, if the existing sub-soil data is at variance with the attached details.

(b) The Contractor shall take all necessary steps to satisfy HSE requirements, as per

all statutory requirements and norms. He shall also take all necessary precautions to protect his equipment, structures, facilities and buildings etc. from damage. In case, any damage occurs to Purchaser’s facilities/ existing structures, etc. due to the activities of the Contractor on account of negligence, ignorance, accidental or any other reason whatsoever, the damage shall be made good by the Contractor at his own cost to the satisfaction of the Purchaser. The Contractor shall also take all necessary safety measures, at his own cost, to avoid any harm/injury to his workers and staff during the execution of the work without any obligation to the purchaser.

(c) Many other agencies/Contractor will be working simultaneously at the site. The

Contractor shall co-ordinate with other agencies during execution of the work. The Contractor shall maintain cordial relation with all such agencies working at site. Front shall be released to the Contractor progressively according to completion of work by other agencies.

8.0 EXECUTION METHOD & SCHEDULE

(a) The Bidder shall submit proposal with all assumptions and information, data, bar

chart schedules, list of construction equipment and manpower to be deployed along with write-up to indicate how he intends to execute the work with stipulated time schedule. This shall form part of the tender.

(b) Time is the essence of the contract. The Contractor shall submit Daily & Monthly

Progress report. The report shall include minimum information like; Project completion progress (planned v/s actual), Work completed during last progress period, Work planned for next progress period, construction completion status for each segment, List of major civil items like, excavation, PCC, reinforcement, structural steel, planned versus actual completed, Constrain/Concern issues, Action plan to catch up the delayed progress, strength of labour, etc.

(c) Arrangement of land and construction & maintenance of all temporary facilities,

sheds, offices, labour colonies, staff quarters, temporary roads, services, fabrication yard, stores, quality control laboratory, testing laboratory, etc. required for completing the proposed scope of work shall be constructed by Contractor at his own cost.

(d) The Contractor shall have at the site accredited and qualified engineers and

foremen / supervisors with adequate number of years of experience in execution of similar works and also operators of machinery and equipment, for satisfactory progress and timely completion of the works

(e) The Contractor shall submit the job procedure to Purchaser and get it approved

before starting the work. (f) Contractor shall take utmost care in carrying out the concreting work. However, in

case of any patch work / rectification required in reinforced concrete work after stripping off the formwork, the same work shall be carried out immediately after stripping off the formwork, by Contractor at his own cost.

(g) The Contractor shall be responsible for housekeeping at site, during execution of

work. After completion of the work the Contractor shall remove all left out construction items, temporary constructions, etc at his own cost and clean & clear the site before handing over to the Purchaser.

9.0 TESTS FOR MATERIAL AND WORKMANSHIP

All test reports, quality plans required for material, workmanship as desired by Engineer shall be furnished by Contractor. The quality check list for the civil and

structural work is as defined in technical requirement portion. The Contractor shall submit and finalize detailed quality assurance programme within 15 days from the date of award of contract according to the requirement of this specification. This shall include setting up of a testing laboratory, arrangement of testing apparatus, etc. details of which shall be finalized during the contract. All the bills of contractor shall be processed after checking & consolidation of MTC of all raw materials, as applicable, site QA/QC reports/ civil RCC lab test reports/ earth work compaction test reports & etc.

10.0 HAUL ROADS

10.1 The Contractor shall form and maintain for the duration of the contract all necessary

haul roads/ required soil ramps & etc with compaction for the conveyance of materials from borrow area to the construction site or to disposal area as may be required. The bidder prices entered against the items in the schedule of items shall be deemed to include cost of all necessary works associated with Haul Roads/ ramps for material / labour / tools & etc movement.

10.2 The Haul Roads shall be constructed and surfaced with materials from site excavations

or Borrow Pits which will permit full use during periods of wet weather. Where necessary, adequate drainage shall be provided by the contractor.

11.0 BORROW PITS

The Contractor shall formulate the detail proposal for working in borrow pits. The proposal shall be submitted to the Engineer for approval, and his approval is to be obtained before the start of any work in borrow area. The Contractor shall divert all surface water from the vicinity of borrow pits before commencing work and shall operate borrow pits in such a manner as to be self-draining. Under no circumstances shall, material that has been exposed to standing or running water, be used in the works. All batters to excavation shall be cut to stable slopes. All organic soil shall be stripped off the area as the work proceeds and shall be temporarily stockpiled for re-use or disposal of unsuitable materials as directed by the Engineer. All unsuitable materials shall be removed and set aside in spoil heaps as approved by the Engineer. Unsuitable materials shall be defined as:-

a) Top Soil b) Organic clays, perts, logs, stumps, perishable materials and materials

suitable to spontaneous combustion. c) All materials not classified as suitable fill material. d) Any other material deemed unsuitable by the Engineer.

Borrow materials shall be dug from a steeply inclined face and shall be loaded and delivered to the placing point directly so as to maintain the appropriate moisture content and to keep rejected material, unsuitable for use in the embankment, to a minimum. Where required, material shall be selected, and wherever the exposed face is of variable consistence, unsuitable material shall be discarded. Certain tests shall be carried out on samples of materials taken from borrow area under the direction of the Engineer. The Contractor shall not incorporate in the works material which has not been passed as satisfactory by the Engineer. Selection or mixing of materials may be required as directed by the Engineer. The method of excavation shall be altered as may be necessary to facilitate the selection or mixing of materials and prevent mixing of unsuitable materials with suitable materials or mixing of different kinds of materials, except as directed by the Engineer. After the excavations in borrow pits has been finally discontinued, the Contractor shall leave the borrow pit in safe condition, to the approval of the Engineer.

12.0 PREVENTION OF POLLUTION

12.1 Arrangement shall be made by the Contractor to prevent pollution of the water in any

streams, springs, nallahs and lakes. Arrangements for sprinkling of water in construction and borrow area to prevent any dust blowing also shall be done by the Contractor. The Contractor shall be solely responsible and liable for all damage caused by any pollution that may take place during the execution of works, and he shall make arrangements, as the Engineer may approve for preventing pollution but, notwithstanding such approval, the entire responsibility for any pollution shall rest with the Contractor.

12.2 No separate payment shall be made for the pollution control measures and the quoted

rates shall include the cost of all pollution control measures.

13.0 SAFETY MEASURES

The Contractor shall ensure the safety of men, material and structure during execution of the contract as per applicable norms and standards. Safety measures shall be followed during operations of equipment/machinery being used. No separate payment shall be made for the safety measures and the quoted rates shall include the cost of all safety measures.

14.0 EQUIPMENTS AND MACHINERY

The Contractor shall have to use his own earth moving Equipments such as dumpers, poclains, dozers etc. and any other machinery required for the entire scope of work including the work of excavation and conveyance of earth from Main Plant area or borrow areas to embankment and also shall have to use his own construction machineries such as vibratory rollers / pneumatic rubber type rollers, sheep foot rollers, slope compactors, water tankers etc. to compact the fill materials.

ANNEXURE – I: SCHEDULE OF ITEMS FOR RAW WATER RESERVOIR

ANNEXURE – II: DETAILED TECHNICAL SPECIFICATIONS

ANNEXURE – III: BID DRAWING

Sl.

No. Drawing Title Drawing Number

1 Layout and Details of Raw Water Reservoir (Part-II) -

2 Sketch showing Strengthening of Partition Embankment -

Note: The Contractor’s scope of work shall include all works required for the construction of Raw Water Reservoir as covered in scope of work specification and the approved construction drawings.

ANNEXURE – IV: SCHEDULE OF PARTICULARS (BY BIDDER)

Schedule 1 : Schedule of General Particulars of Bidder Schedule 2 : Schedule of Experience list of Bidder Schedule 3 : Schedule of documents to be submitted with the bid Schedule 4 : Schedule of documents to be submitted after the award of

contract Schedule 5 : Schedule of Deviations from Technical Specification

SCHEDULE– 1: SCHEDULE OF GENERAL PARTICULARS OF THE

BIDDER

Sl. No. Description Details to be filled by Bidder 1 Name of Bidder with registered office address

2 Telephone No. 3 Fax No. 4 E – Mail 5 Name and Designation of the Official of the

Bidder to whom all reference shall be made

6 Financial Details Enclose copies of Audited Balance sheet and Profit and Loss Account for past three (3) years.

Yes / No

7 Indicate following for the past three (3) years with projection for next three (3) years. i) Annual turnover: ii) Annual profit:

8 Name and Address of the Bankers to the Company

9 Project organisation chart showing staffing, furnished

Yes / No

10 List of important personnel with brief curriculum vitae, furnished

Yes / No

SCHEDULE– 2: SCHEDULE OF EXPERIENCE LIST OF BIDDER

The Bidder shall furnish a list of similar jobs executed by him to whom reference may be made by the Owner in case the Owner considers such a reference is necessary.

Sl. No. Name & Description of contract

Value of Contract

Order date & number

Contract execution duration

Contact Person

SCHEDULE– 3: SCHEDULE OF DOCUMENTS TO BE SUBMITTED

ALONG WITH BID

The Bidder shall list the drawings/documents submitted along with the bid in line with the requirements.

Sl. No. Drawing/ Document No. of Copies Remarks

SCHEDULE– 4: SCHEDULE OF DOCUMENTS TO BE SUBMITTED

AFTER AWARD OF CONTRACT

The Bidder shall list the drawings/documents to be submitted after award of Contract including the scheduled date of submission and their category of approval. The drawings/documents to be submitted shall be in line with the requirements specified in Technical Requirement portion of the specification. This schedule will be subject to Owner’s approval before placement of order.

S. No. Drawing/ Document No. of Copies

Duration after award of Contract

Category Remarks

SCHEDULE– 5: SCHEDULE OF DEVIATIONS FROM TECHNICAL SPECIFICATIONS

All deviations from the Technical Specification shall be filled in by the Bidder clause by clause in this schedule.

S. No. Section & Clause no.

Deviation Taken Reason for Deviation

The Bidder hereby certifies that the above mentioned are the only deviations from the Specifications of this inquiry.

Signature & Seal of the Bidder

ANNEXURE – V: SUB SOIL DATA

Project No: HD18014000Doc. No: HD18014000-VB00-00-ZEN-160002

3x660 MW Thermal Power PlantTalwandi Sabo Power Limited

Rev: P1

SCHEDULE OF ITEMS - RAW WATER RESERVOIR

NOTES, CLARIFICATIONS AND INSTRUCTIONS FOR SCHEDULE OF ITEMS

1

2

3

4

5

6

7

8

9

10

11

12

13 Underground drainage network to take care ground water pressure has been considered for the cost estimation. However, actual requirement will be verified as per the final geotechnical investigation report.

Grand Total shall be quoted both in figures and in words in clear legible writing. No over writing is allowed. All scoring and cancellations should be countersigned by the Bidder. In case of illegibility, interpretation of the Purchaser / Engineer shall be final.

Details of the items under the schedule of items shall be read in conjunction with drawing attached and to be interpreted as per standard industrial practices.

The Bidder shall be deemed to have studied the drawings, standard project specifications and details of works to be done considering conditions prevailing at the site.

The work shall be carried out as per drawings Released for Construction, Fabrication and other working drawings prepared by the Bidder / Contractor and approved by the Purchaser / Engineer, Technical Specification, the description of the item in the schedule of items, and/or instructions of the Purchaser / Engineer.

Items of work provided in the Schedule of items are general. Any additional items required to complete the work shall be highlighted by the Bidder and appropriate quote shall be provided for the same.

Unless specifically mentioned otherwise in the bid document, the quoted rate for all items of the schedule of items shall include the complete cost towards labour, materials (including wastage), equipment, erection and dismantling of necessary scaffolding, levies, taxes, royalties, duties, transport, storage, repairs, rectification, maintenance until handing over, revenue expenses, contingencies, special requirements (if any), overheads, profits and all incidental items not specifically mentioned but reasonably implied and necessary to complete the works according to the contract.

Quantities for upstream slope protection layers such as HDPE, sand cushion, RCC slab over HDPE, Anchor trench and the paver blocks for the Common Partition Embankment have been included.Strengthening / Modification works for the Part-I reservoir side shall be quoted separately.

Length of the Raw Water inlet pipe has been assumed 800m and length of RCC duct from Part-II reservoir to existing water basin has been assumed as 300m for the cost estimation. These lengths may vary as per the actual site condition.

The decision of the Purchaser / Engineer shall be final and binding regarding clarification of items in this Schedule with respect to the other sections of the Contract.

The materials such as cement, reinforcement steel, HDPE sheet, pipes(OMS, GI, CI, RCC etc.) and miscellaneous items etc. required, shall be supplied by the Bidder.

Deviation limit for the quantum of works as a whole shall be ± 20% of the total quantum of work as per contract. The quantity for individual items can vary to any extent..

Site clearing and removal of trees for the Raw Water Reservoir area, dismantling existing peripheral embankment on three sides of Part-II reservoir and the strengthening of common partition embankment have been considered in the Raw Water Reservoir Package. Bidder shall visit the site to get acquainted with the site condition and quote for the specified items on turnkey basis.



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Sl No.

I-1 EXCAVATION AND FILLING

1.

Earthwork in excavation upto 5.0m depth below existing ground level for foundations, trenches,pipe lines, storm water drains etc. including lifting, dressing of sides and ramming of bottom,shoring, strutting, dewatering, stacking of excavated soil dewatering with all equipment andmaterials complete as per specification, drawings and instructions of the Purchaser / Engineer,including a lead upto 500 m within plant boundary for all types of Soil, Weathered rock and Hardrock.a) In all types of soil / moorum Cu m 100,000 b) In Weathered / Soft rock Cu mc) In Hard rock Cu m

1A. Extra over item 1 above, blasting for all types of rock all complete as per specifications, drawingsand instructions of the engineer for the following lifts:a) In Weathered rockb) In Hard rock

2. Disposal of all types of surplus excavated earth within/outside plant boundary etc. all complete asper specification, drawing and instructions of the Purchaser / Engineer.a) Carriage beyond initial leads of 500 m and upto 2 km within plant boundary. Cu m 1,000 b) Carriage beyond the plant boundary upto 5 km. Cu m

3.

a) Filling using either locally available suitable earth or "Manufactured soil" in layers notexceeding 225mm loose thickness (compacted to 150 mm ) including lead upto 500m and all liftsand including loading from stock pile, carting, unloading, filling, watering and compacting eachlayer etc. all complete as per specification, drawings and as directed by the Purchaser / Engineer.

i) Compaction to 95% of modified proctor density or 80% of relative density Cu m 334,840 ii) Compaction to 95 % standard proctor density or 70% of relative density Cu m NAb) Filling/providing and laying earthen embankment using selected excavated borrowed earth(SC, CL, CI, CI-CL, ML-CL, ML or GC in layers not exceeding 225mm loose thickness(compacted to 150 mm ) including lead upto 5Km and all lifts and including cost of all materials,labor and all operations such as excavation, sorting, loading from stock pile, carting, unloading,filling, watering and compacting each layer, dewatering etc. all complete as per specification,drawings and as directed by the Purchaser / Engineer.i) Compaction to 95% of modified proctor density (heavy compaction). Cu m Rate Onlyii) Compaction to 95 % standard proctor density (Standard effort). Cu m NAiii) With CNS ( Cohesive Non- Swelling ) material as per specifications and compacting to 95% of modified proctor density Cu m

c) Supplying, filling and hydraulically compacting sand in plinths, foundations, trenches andother under ground structures, pipes, drains etc., in layers not exceeding 200mm loose thicknessincluding all lifts, all complete as per specifications, drawings and directions of the Engineer,compacting to 85% - 90 % Relative density.

Cu m 2,170

d) Providing and filling the cut off trench and / or Central Core (if required) with impervioussoil (either natural inorganic, low to intermediate plastic fine soil (non-expansive) or prepared soilmixed with bentonite or approved equivalent (not less than 2 per cent by volume) to achieve apermeability less than 1 x 10-6 cm / sec) in layers of 250 to 300 mm loose thickness including costof all materials, machinery and labour all operations, such as excavation, sorting, transportation,loading, unloading, dozing to the required depth, breaking the clods, sectioning, watering andcompacting to the required density using rollers of 8 to 10 MT capacity with all leads not exceeding5 km within plant area, all lifts, dewatering, desilting etc., complete as per detailed specifications.

NA

i) Compaction to 95% of modified proctor density (heavy compaction). Cu mii) Compaction to 95 % standard proctor density (Standard effort). Cu m

4.

Providing & constructing rock-toe using clean, hard and selected rubble including filling with chipsand wedging for face works including all operations such as quarrying, loading, transportation,unloading, placing, packing, finishing the top and sides to required slopes including desilting, costof all materials, machinery, labour etc., all complete as per specification, drawings and instructionof the Purchaser / Engineer.i) Aggregate Size 100 to 350 mm Cu m 5,965 ii) Aggregate Size 40 to 80 mm Cu m 4,375 iii) Aggregate Size 20 to 40 mm Cu m 5,400

5. Lowering of Ground water table by Deep Dewatering / Well point dewatering method all completeto maintain dry working condition in foundation pits till all construction and backfilling activitiesetc. are complete

Hours

A. SCHEDULE OF ITEMS - RAW WATER RESERVOIR

A. RESERVOIR PART-II

Description of Items Unit Qty. Rate

(INR)



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(INR)

I-2 FORMWORK

6.

Supplying and fixing formwork of approved quality for cast-in-situ, plain or reinforced concreteworks of any type and section (including curved surfaces) at all elevations, including labour,materials, equipment, shoring, strutting, scaffolding, staging, tieing, nailing, caulking, bolting,testing, etc., and removal of formwork and staging, design and preparation of working drawings ofscaffolding and support structures etc. all complete as per specification, drawings and instructionsof the Purchaser / Engineer.a) For works below ground leveli) Ordinary formwork Sq m 6,000 ii) Plywood formwork Sq mb) For works above ground leveli) Ordinary formwork Sq m 4,000 ii) Plywood formwork. (Film Faced) Sq m

7.

Supplying and fixing formwork in blockouts / pockets, and openings (above 0.1 Sq. m. surfacearea) at all elevations including cutting, formation of shapes and all other operations required formaking the required shape and size, removal of formwork, design and preparation of workingdrawings of scaffolding and support structures etc. all complete as per specification, drawings andinstructions of the Purchaser / Engineer.

Sq m

I-3 REINFORCEMENT

8.

Supplying and placing reinforcement, in reinforced concrete and allied works, at all levels,including transportation, cleaning, straightening, cutting, bending, binding in position withannealed wire and/or welding, Supplying concrete cover blocks, pins, separators, chairs, supportsfor reinforcement, etc., with all materials, labour, equipment, handling, transporting, testing etc.,preparation of bar bending drawings and schedules all complete as per specifications, designdrawings and instructions of the Purchaser / Engineer.a) For works below ground leveli) Mild Steel reinforcement MTii) High yield strength deformed bars (Fe 415 / Fe 500) / TMT bars MT 55 b) For works above ground leveli) Mild Steel reinforcement MTii) High yield strength deformed bars (Fe 415 / Fe 500) / TMT bars MTc) Reinforcement for RCC panel above HDPE liner (Fe 415 / Fe 500) / TMT bars MT

I-4 CONCRETING

9

Supplying and laying Nominal Mix Plain Cement Concrete using graded aggregate at all levels forall kinds of work like mass concrete, bed blocks, lean concrete, mud mat, filling, etc. includinglabour, materials, equipment, handling, transporting, batching, curing, testing, etc. all complete asper specification, drawings and instructions of the Purchaser / Engineer but excluding shutteringwork.a) 1:5:10 (with 40mm down size grading) Cu m NAb) 1:4:8 (with 20mm down size grading) Cu m 1,200 c) 1:3:6 (with 40mm nominal size graded aggregate). Cu m NAd) 1:2:4 (with 20mm down size grading) Cu m NAe) 1:1.5:3 (with 20mm down size grading) Cu m NA

10

Supplying and laying Design Mix Cement Concrete for reinforced concrete work at all levels for allkinds of work, including labour, materials, equipment, handling, transporting, batching, mixing,controlling temperature, placing, levelling, compacting, curing, testing, etc. all complete as perspecification, drawings and instructions of the Purchaser / Engineer, but excluding centering,shuttering and reinforcement work.Exclusion: Pedestal supports for lighting pole, if required by Bidder, shall be considered under itemno. 39 below.a) For works below ground leveli) M-20 (with 20mm nominal size graded stone aggregate). Cu m NAii) M-25 (20mm nominal size graded stone aggregate). Cu m NAiii) M-30 (Temperature controlled concrete with admixture and 20mm nominal size gradedstone aggregate). Cu m NA

iv) M-35 (Temperature controlled concrete with admixture and 20mm nominal size gradedstone aggregate). Cu m NA

b) For works above ground leveli) M-20 (with 20mm nominal size graded stone aggregate). Cu m NAii) M-25 (with 20mm nominal size graded stone aggregate). Cu m NAiii) M-30 (With admixture and 20mm nominal size graded stone aggregate). Cu m NAiv) M-35 (With admixture and 20mm nominal size graded stone aggregate). Cu m 800

I-5 BRICK MASONRY AND ALLIED WORKS NA



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(INR)

11

a) Supplying and laying in position clay / fly ash brick masonry works with minimum crushingstrength of 75 kg/cm2 in cement-sand mortar 1:6 (1 Cement: 6 Sand) including mixing mortar,laying bricks, raking out joints, scaffolding, curing complete as per specification, drawings andinstructions of the Purchaser / Engineer.a) 230thk Sq m 2,000 b) 345 thk Sq m NA

b) Supplying and laying in position Half brick masonry works with clay / fly ash bricks of classdesignation 75 above ground level in cement-sand mortar 1:4 and 2 nos. 6mm bars at every thirdcourse including mixing mortar, laying bricks, raking out joints, scaffolding, curing complete as perspecification, drawings and instructions of the Purchaser / Engineer.

Sq m NA

12

Supplying and laying in position Stone Masonry of various sizes in works at all levels in cement :sand mortar of 1:6 by volume, including mixing mortar, laying stones, raking out joints,scaffolding, curing complete as per specification, drawings and instructions of the Purchaser /Engineer.a) Random Stone Masonry (Uncoursed) Cu mb) Coursed Rubble Masonry Cu m

I-6 PLASTERING AND ALLIED WORKS NA

13

Supplying 15mm thick cement plaster in single layer on all types of concrete surface or fair side ofmasonry, for all types of work, for all elevations, including scaffolding, surface preparation, mixing,application, finishing, curing, testing etc., complete with all materials, handling labour, tools andplants, etc.all complete as per specification, drawings and instructions of the Purchaser / Engineerfor the following mix proportions. :a) Cement mortar 1:4 (1 cement : 4 sand) Sq m 2,900 b) Cement mortar 1:5 (1 cement : 5 sand) Sq mc) Cement mortar 1:6 (1 cement : 6 sand) Sq md) Cement mortar 1:4 (1 cement : 4 sand) with neat cement finish Sq m

I-7 U/S and D/S Slope Protection measures and Drains

14 Providing, loading, transporting, unloading, laying all materials, labour etc., and including placing, jointing HDPE liner for upstream slope and reservoir floor as per ASTM requirements.

a) 500 micron thk. Sq m NAb) 750 micron thk Sq m NAc) 1mm thk Sq m 335,375

14A.

Extra over item 18 above, supplying and laying specifically formulated sterilant/ chemicals for prevention of vegetation growth underneath the geo-membrane including cost of material, mixing, spreading including all leads and lifts etc, all complete as per specification or as per the direction of Engineer.

Sq m Rate Only

15

Providing & laying 150 mm thk cushion material (below HPDE lining in embankment slope and reservoir floor), as per drawings, including cost of all materials, machinery and labour all operations such as quarrying, loading, transportation, unloading, screening, placing in the required layer using formwork, watering and compacting to the required density using vibrators with all leads and lifts etc., complete as per specifications. - Graded natural sand (D15<=0.7mm) Cu.m 48,155 - Ash Cu.m NA- Low permeable soil as Cushion material Cu.m NA

16 a) Providing & laying sand filter of approved quality at embankment sand chimney, blanket (horizontal drain) and Rock Toe including screening, washing, watering, compaction, dressing, necessary trimming if any including all leads and lifts etc, all complete as per specifications. Cu.m 23,990

17

Providing, and laying concrete tiles over HDPE Liner with nominal reinforcement including supply of material, moulding, formwork, wiremesh, batching, mixing, laying, compacting, curing, handling, storing, transporting, all leads, erection without damage; filling the gaps between adjacent units with concrete or grout. (a ) RCC slab of size 2.0 m x 2.0 m x 0.075m of M20 (Including nominal reinforcement of

T8@200mm bothways))Cu.m 24,000

18aProviding and laying turfing with selected variety of turfing grass on the external slopes of the embankment including scraping / cutting the grass, conveying, placing, tamping and watering for 3 months with all leads and lifts etc., complete as per specifications and drawings.

Sq m NA



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(INR)

18b

Providing and laying 300 mm thick stone pitching on the external slopes of the embankment using clean, hard and selected stones including filling with chips and wedging for face works including all operations such as quarrying, loading, transportation, unloading, placing, packing, finishing the sides to required slopes including desilting, cost of all materials, machinery, labour etc., all complete as per specification, drawings and instruction of the Purchaser / Engineer.

Sq m 36,000

I-9 Inlet and Outlet Pipelines

19 Providing and laying R.C.C hume pipes of class NP3 conforming to IS:458 with collars, jointing the pipes with cement sand mortar 1:1 and testing of joints etc all complete as per specification and as directed by the Engineer-in-Charge.- 500mm diameter RM- 600mm diameter RM Rate Only- 900mm diameter RM Rate Only

I-10 Miscellaneous Items

20

Supplying and laying PCC edge block with grade of minimum M20 and dimension600(L)X600(D)X100(T) mm (min.) for roads, including excavation, compaction, disposal of extraearth upto 500m lead, materials, labour etc. all complete as per drawings, specification and thedirection of the Engineer.

RM 4,700

21Providing and fixing in position 90mm diameter pressure relief valve in the bed of reservoir including non metallic PRV pipe and 430mm long 160mm diameter (OD) perforated PVC housing pipe, nylon jali, perforated end plug, collar, graded filter etc as per IS:4558, excavation, fixing in HDPE liner with joints water tight etc all complete as per drawing and as directed by the engineer.

Nos

22 Supplying and Installing Porous tube Peizometer, including cost of all materials, labour, transportation, drilling of cased bore hole, cleaning, sand filling, placing in position, leveling etc., all complete as per detailed specifications and drawings.

Nos 2

23Supplying and Installing Surface settlement points, including cost of all materials, labour, equipment and materials required for complete performance of the work in accordance with drawings and as per detailed specifications.

Nos 3

24

Providing, and laying precast reinforced cement concrete kerb stone of 150 sq x 600 height @ 2000 C/C including supply of material, moulding, formwork, batching, mixing, laying, compacting, curing, handling, storing, transporting, all leads, erection without damage, setting in position with cement-sand mortar, filling the gaps between adjacent precast units with concrete or grout, cement plaster (1:3) on exposed surfaces, wherever required and including making of holes for bolts, etc. for fixing, welding etc. complete as per the specification, drawings and instructions of the Purchaser / Engineer, but excluding the cost of reinforcement, and inserts.

Nos

25

Providing and laying subsurface drainage arrangement made up of graded filter in the bed of reservoir, at bottom of partition embankment including excavation, compaction, machinery, labour etc., all complete as per specification, drawings and instruction of the Purchaser / Engineer.

(a) Aggregate size 40-80 Cu m 200 (b) Aggregate size 20-40 Cu m 3,400

26Providing and laying 150mm NB perforated PVC housing pipe as per IS 4985, nylon jali, etc all complete as per drawing and as directed by the engineer. RM 49,500

27

Clearing, grubbing, removal of topsoil with cutting/clearing of all vegetation, shrubs, bushes, jauli flora, trees and plants, removal of stumps etc. upto 300 mm depth and roots existing in the foundation area of bund, diversion channel etc., disposing / burning them including all operations such as collecting, disposal/stacking with all leads not exceeding 5 km outside of plant boundary, etc., complete as per detailed technical specifications and instructions of Purchaser / Engineer.

Sq.m 277,625

28

Supplying and laying interlocking paver blocks (M35 grade) on top of embankment as per IRC SP-63 including all associated works such as stacking, placing, compaction of base, filling of joints with sand, machinery, labour etc., all complete as per specification, drawings and instruction of the Purchaser / Engineer.i) Paver Block (60 mm thick) Sq m 9,400 ii) Sand Cu m 235

29Providing and laying MS pipe of 1270 mm OD along with necessary counter flange, gasket, nut & bolts etc. all complete as per specification and as directed by the Engineer-in-Charge. RM 800

30 Supplying and installation of sluice gate (1400mm x 1400mm) as per IS 3042 along with all accessories, embedded parts including seal seats, tracks, guides, latches, etc. all complete as per specification and as directed by the Purchaser/ Engineer.

No. 1

31 Not used.



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(INR)

32

Dismantling of Existing Peripheral embankments of Part-II Reservoir (Removal of bypass pipe line and concrete pedestals included) including all lead and lifts and including cost of all materials, labor etc. all complete as per site conditions and as directed by the Purchaser / Engineer. Cu.m 250,000

33Supplying and installation of PVC Waterstops in cement concrete joints at all elevations including labour, materials, equipment, cutting, bending, jointing, handling etc. all complete as per specification, drawings and instructions of the Purchaser / Engineer.i) 250 x 6 mm ribbed with central bulb. RM 1,350 ii) Sika Swell or Equivalent RM 50

34

Removal of stone pitching of the partition embankment from the slope on Part-II reservoir side including all operations such as quarrying, loading, transportation, unloading, placing, including cost of all materials, machinery, labour etc., all complete as per instruction of the Purchaser / Engineer.

Sq.m 19,000

35

Supplying, fabrication, erection, alignment, welding, etc., of mild steel handrailing (1.5 m high) including 32 NB (medium class MS pipes) - top rail, two numbers middle rail & bottom rail, 40 NB (medium class MS pipes) posts spaced at maximum 1500 mm c/c and toe plates (100 x 8mm thick) as per drawings including mild steel cleats / fasteners at all levels, including all labour, material, equipment, handling, transportation, cutting, bending, welding, fastening, preparation and checking of fabrication drawings, and getting the same approved, site fabrication, testing, painting etc., all complete, as per specifications, drawings and instruction of the Purchaser / Engineer.

RM 2,350

36

Supplying and installing portable electrical motor driven submersible vertical sump pump of 70 m3/hr capacity and 25 mwc TDH along with all necessary auxiliaries including discharge piping upto terminal point (from RCC sump to raw water reservoir discharge point), flanges & counter flanges, nuts, bolts, gasket, washers, lifting arrangement, all integral piping, instruments, valves, specialties, sealing and cooling arrangement as per specifications, drawings and instruction of the Purchaser / Engineer.

Nos 1

37

Supplying and installing Cast Iron Gate Valve of 1200 mm dia OD in accordance with IS 14846 along with all necessary accessories including all labour, material, equipment, handling, transportation, cutting, bending, welding, fastening, testing etc., all complete, as per specifications, drawings and instruction of the Purchaser / Engineer.

Nos 1

38

Providing and installing Ultrasonic type flow transmitter (clamp-on type) and all required accessories including necessary mounting accessories like strap for mounting, sensor holder, sensor fixing bracket, sensor band, sensor Spacing adjustment device, cable glands, tag plate etc. all complete, as per specifications, drawings and instruction of the Purchaser / Engineer.

Nos 2

39

Design, Manufacturing, shop testing, delivery at site, erection, testing & commissioning, for all required Electrical Device like motor, control panel, cable, earthing terminals, cable raceway etc. along with necessary accessories required for successful operation of sump pumps supplied by bidder as well as Lighting around reservoir Part-II including all labour, material, handling, transportation, installation & providing necessary foundation support as per specification requirements.

LS



Rev: P2

Sl No.




(INR)

B. REPAIRING WORKS FOR COMMON PARTITION EMBANKMENT

1

Strengthening of Existing Partition embankment including all lead and lifts and including cost of all materials, labor and all operations such as excavation, sorting, loading from stock pile, carting, unloading, filling, watering and compacting each layer etc. all complete as per specification, drawings and as directed by the Purchaser / Engineer.(Length of existing partition embankment is approx. 845 m)

LS

C. ADDITIONAL ITEMS DUE TO SLOPE PROTECTION ON PART-I SIDE RESERVOIR

1 Providing, loading, transporting, unloading, laying all materials, labour etc., and including placing, a) 500 micron thk. Sq m NA

b) 750 micron thk Sq m NA

c) 1mm thk Sq m 21,885

1A.

Extra over item 18 above, supplying and laying specifically formulated sterilant/ chemicals for prevention of vegetation growth underneath the geo-membrane including cost of material, mixing, spreading including all leads and lifts etc, all complete as per specification or as per the direction of Engineer.

Sq m Rate Only

2

Providing & laying 150 mm thk cushion material (below HPDE lining in embankment slope and reservoir floor), as per drawings, including cost of all materials, machinery and labour all operations such as quarrying, loading, transportation, unloading, screening, placing in the required layer using formwork, watering and compacting to the required density using vibrators with all leads and lifts etc., complete as per specifications. - Graded natural sand (D15<=0.7mm) Cu.m 3,285 - Ash Cu.m NA- Low permeable soil as Cushion material Cu.m NA

3

Providing, and laying concrete tiles over HDPE Liner with nominal reinforcement including supply of material, moulding, formwork, wiremesh, batching, mixing, laying, compacting, curing, handling, storing, transporting, all leads, erection without damage; filling the gaps between adjacent units with concrete or grout. (a ) RCC slab of size 2.0 m x 2.0 m x 0.075m of M20 (Including nominal reinforcement of

T8@200mm bothways))Cu.m 1,650

9

Supplying and laying Nominal Mix Plain Cement Concrete using graded aggregate at all levels forall kinds of work like mass concrete, bed blocks, lean concrete, mud mat, filling, etc. includinglabour, materials, equipment, handling, transporting, batching, curing, testing, etc. all complete asper specification, drawings and instructions of the Purchaser / Engineer but excluding shutteringwork.a) 1:5:10 (with 40mm down size grading) Cu m NAb) 1:4:8 (with 20mm down size grading) Cu m 335

TOTAL AMOUNT IN WORDS: ______________________________________________________________

SIGNATURE OF THE BIDDER: ______________________________________

DATE: __________________

ANNEXURE – II

DETAILED TECHNICAL SPECIFICATION

3x660 MW Thermal Power Plant Talwandi Sabo Power Limited


Doc No.: HD18014000-VB00-00-ZEN-160002 Rev: P2

SECTION - 1 TECHNICAL SPECIFICATION FOR EXCAVATION AND FILLING 1.1.0 INTENT 1.2.0 GENERAL REQUIREMENTS 1.3.0 CODES AND STANDARDS 1.4.0 TECHNICAL REQUIREMENT- EXECUTION 1.5.0 SAMPLING TESTING AND QUALITY CONTROL 1.6.0 RATES AND MEASUREMENTS SECTION - 2 TECHNICAL SPECIFICATION FOR PROPERTIES, STORAGE AND

HANDLING OF COMMON BUILDING MATERIALS 2.1.0 INTENT 2.2.0 GENERAL REQUIREMENTS 2.3.0 CODES AND STANDARDS 2.4.0 TECHNICAL REQUIREMENTS 2.5.0 TESTING SECTION - 3 TECHNICAL SPECIFICATION FOR CAST-IN-SITU CONCRETE AND

ALLIED WORKS. 3.0.0 COMMON REQUIERMENTS 3.0.1 INTENT 3.0.2 GENERAL REQUIREMENTS 3.0.3 CODES AND STANDARDS 3.0.4 TECHNICAL REQUIREMENTS – INSTALLATION 3.0.5 SAMPLING, TESTING AND QUALITY ASSURANCE 3.0.6 RATES AND MEASUREMENTS SUB-SECTION - I CAST-IN-SITU CONCRETE 3.1.1 INTENT 3.1.2 GENERAL REQUIREMENTS 3.1.3 CODES AND STANDARDS 3.1.4 TECHNICAL REQUIREMENTS - INSTALLATION 3.1.5 SAMPLING, TESTING AND QUALITY ASSURANCE 3.1.6 RATES AND MEASUREMENTS SUB-SECTION - II REINFORCEMENT 3.2.1 INTENT

3.2.2 GENERAL REQUIREMENTS 3.2.3 CODES AND STANDARD

3.2.4 TECHNICAL REQUIREMENTS - INSTALLATION 3.2.5 SAMPLING, TESTING AND QUALITY ASSURANCE 3.2.6 RATES AND MEASUREMENTS SUB-SECTION - III FORMWORK AND STAGING 3.3.1 INTENT 3.3.2 GENERAL REQUIREMENTS 3.3.3 CODES AND STANDARDS 3.3.4 TECHNICAL REQUIREMENTS – INSTALLATION & REMOVAL 3.3.5 SAMPLING, TESTING AND QUALITY ASSURANCE 3.3.6 RATES AND MEASUREMENTS SUB-SECTION - IV EMBEDDED PARTS 3.4.1 INTENT 3.4.2 GENERAL REQUIREMENTS 3.4.3 CODES AND STANDARDS 3.4.4 TECHNICAL REQUIREMENTS - INSTALLATION 3.4.5 SAMPLING, TESTING AND QUALITY ASSURANCE 3.4.6 RATES AND MEASUREMENTS SUB-SECTION - V NOT USED SUB-SECTION - VI NOT USED




SUB-SECTION - VII NOT USED SUB-SECTION - VIII NOT USED SUB-SECTION - IX JOINTS IN CONCRETE 3.9.1 INTENT 3.9.2 GENERAL REQUIREMENTS 3.9.3 CODES AND STANDARDS 3.9.4 TECHNICAL REQUIREMENTS - INSTALLATION 3.9.5 SAMPLING, TESTING AND QUALITY ASSURANCE 3.9.6 RATES AND MEASUREMENTS SUB-SECTION - X NOT USED SUB-SECTION - XI DISMANTLING/DEMOLISHING WORK - RCC AND PCC 3.11.1 INTENT 3.11.2 GENERAL REQUIREMENTS 3.11.3 CODES AND STANDARDS 3.11.4 TECHNICAL REQUIREMENTS - EXECUTION 3.11.5 SAMPLING, TESTING AND QUALITY ASSURANCE 3.11.6 RATES AND MEASUREMENTS SUB-SECTION - XII ADDITIVES/ADMIXTURES IN CONCRETE 3.12.1 INTENT 3.12.2 GENERAL REQUIREMENTS 3.12.3 CODES AND STANDARDS 3.12.4 TECHNICAL REQUIREMENTS – INSTALLATION 3.12.5 SAMPLING, TESTING AND QUALITY ASSURANCE 3.12.6 RATES AND MEASUREMENTS SUB-SECTION - XIII NOT USED SECTION - 4 NOT USED

SECTION - 5 NOT USED

SECTION - 6 NOT USED

SECTION - 7 TECHNICAL SPECIFICATION FOR LAYING HDPE LINER

7.1.0 INTENT 7.2.0 GENERAL REQUIREMENTS 7.3.0 CODES AND STANDARDS 7.4.0 TECHNICAL REQUIREMENT S 7.5.0 SAMPLING, TESTING AND QUALITY CONTROL 7.6.0 RATES AND MEASUREMENTS

SECTION - 8 TECHNICAL SPECIFICATION FOR SLOPE PROTECTION WORKS 8.1.0 INTENT 8.2.0 GENERAL REQUIREMENTS 8.3.0 CODES AND STANDARDS 8.4.0 TECHNICAL REQUIREMENTS – EXECUTION 8.5.0 SAMPLING, TESTING AND QUALITY CONTROL 8.6.0 RATES AND MEASUREMENTS

SECTION - 9 TECHNICAL SPECIFICATION FOR DRAINAGE FILETR AND ROCK TOE

9.1.0 INTENT 9.2.0 GENERAL REQUIREMENTS 9.3.0 CODES AND STANDARDS 9.4.0 TECHNICAL REQUIREMENTS 9.5.0 SAMPLING, TESTING AND QUALITY CONTROL 9.6.0 RATES AND MEASUREMENTS

SECTION - 10 TECHNICAL SPECIFICATION FOR RCC PIPES




10.1.0 INTENT 10.2.0 GENERAL REQUIREMENTS 10.3.0 CODES AND STANDARDS 10.4.0 TECHNICAL REQUIREMENTS 10.5.0 SAMPLING, TESTING AND QUALITY CONTROL 10.6.0 RATES AND MEASUREMENTS

SECTION - 11 TECHNICAL SPECIFICATION FOR ARCHITECTURAL AND MISCELLANEOUS WORKS.

11.1.0 INTENT 11.2.0 GENERAL REQUIREMENTS 11.3.0 CODES AND STANDARDS 11.4.0 TECHNICAL REQUIREMENTS – LAYING AND INSTALLATION 11.5.0 SAMPLING, TESTING AND QUALITY ASSURANCE 11.6.0 RATES AND MEASUREMENTS




Section 1

SECTION 1

TECHNICAL SPECIFICATION FOR EXCAVATION AND FILLING




Section 1

CONTENTS

1.1.0 INTENT 3

1.2.0 GENERAL REQUIREMENTS 4

1.3.0 CODES AND STANDARDS 5

1.4.0 TECHNICAL REQUIREMENT- EXECUTION 6

1.5.0 SAMPLING TESTING AND QUALITY CONTROL 18

1.6.0 RATES AND MEASUREMENTS 21




Section 1

1.1.0 INTENT

i) This section of the specification covers the technical requirements of excavation and filling for embankment construction, pipes, foundations, trenches, pits, drains, channels, cable ducts, underground facilities. 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 Engineer.

ii) This section covers the technical requirements of CNS (Cohesive Non-Swelling)

material filling in embankment and around pipes, foundations, trenches, pits, drains, channels, cable ducts, underground facilities and similar works. It also covers filling areas and plinths with CNS materials, conveyance and disposal of surplus spoils and / or stacking them properly as directed by the Engineer / Purchaser.

iii) The Contractor shall be fully responsible for proper setting out of works, profiling

in excavation, stacking of material. It shall be the responsibility of the Contractor to make adequate safety measures at the site. The Contractor shall carry out all works meant within the specification, even if not explicitly mentioned herein. All works shall be executed to the satisfaction of the Engineer.

iv) The Contractor shall take all necessary precaution so as not to damage or endanger

any property, structures, roads, installation or services in the vicinity of the area. It shall be the responsibility of the Contractor, to take all necessary measures to protect existing facilities, trees or any other structures within or adjacent to the works being carried out which are not to be disturbed. The Contractor shall provide and install suitable safeguards approved by the Engineer for this purpose.

v) The Contractor shall make all necessary and adequate measure during the progress

of work against soil erosion, water and environmental pollution. It shall be the responsibility of the Contractor to undertake any additional work necessary to achieve this objective at no additional cost to the Engineer/Purchaser.

vi) The Contractor shall take prior approval from the Engineer about his work plan and

the procedure he intends to follow for the works covered under the scope of this specification and the schedule for carrying out temporary and permanent control works. However, the approval of such plans and procedures shall not relieve the Contractor of his responsibility for safe and sound work.




Section 1

1.2.0 GENERAL REQUIREMENTS

i) Prior to beginning excavation and filling work, a contract or permit shall be obtained from the Engineer/Purchaser.

ii) The Contractor shall make arrangements to perform surveying activities in locating

coordinates and establishing reduced levels. The Engineer/Purchaser shall furnish the Contractor with two reference grid lines and one Benchmark. The Contractor shall make necessary arrangement for all the survey instrument along with qualified surveyor to the satisfaction of the Engineer, so that work can be carried out accurately and according to the specification and drawings.

iii) The Contractor shall furnish all skilled and unskilled labour, plant, tools, tackles,

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

iv) The plot boundaries shall be marked using stakes or lath with coloured plastic

flagging. The lath shall be placed at sufficient interval to enable work crews and the Engineer/Purchaser to identify the boundaries of excavation / filling.

v) The Contractor shall make all necessary and adequate measures to prevent water

from the site of his operation from causing nuisance on or in any adjacent areas /sites and neighboring property. The Contractor shall construct wherever necessary temporary drainage or other siltation prevention structures to prevent surface water from running into the excavated areas during construction. It shall be responsibility of the Contractor to properly slope the surface of the ground to the satisfaction of the Engineer.

vi) The materials obtained from within the plot area as a result of excavation or any

previously unrecorded services or other objects discovered during excavation shall be notified to the Engineer/Purchaser. Any material of archaeological importance or of value (in the opinion of the Engineer) discovered during excavation shall be stacked separately and in a regular manner at locations identified by the Engineer.

vii) It shall be responsibility of the Contractor to locate existing utilities and services if

any at the locations within the work premises by contacting local authorities. Any information available with the Engineer/Purchaser shall be made available to the Contractor on request. The Contractor shall take every preventive measure, including provision of all necessary temporary supporting, bridging, and shoring and safety barriers, to protect these services and facilities from damage or interference during the execution of the works. The stability of existing above ground and under ground services shall be maintained during the work.

viii) Excavation shall include removal of 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 work, joint measurements of ground level shall be taken after clearing all grass, vegetation etc.




Section 1

ix) 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 Engineer or defined by payment line to permit the placing and setting of forms, inspection and completion of all works to the satisfaction of the Engineer for which the excavation was done.

x) The Contractor shall perform the work as per the drawings, issued to him and / or

Contractor’s drawings, which are approved by the Engineer and / or the Engineer’s instruction.

xi) All materials required for the work shall be of best commercial variety and

approved by the Engineer. Borrow material required for filling shall be excavated from approved locations and levels and shall consist of material, free from roots, vegetation, decayed organic matter, harmful salts and chemicals, free from lumps and clods. If specified, clean graded sand, free from harmful and deleterious material from approved quarries, shall be used as fill material.

xii) The Contractor shall carry out the proposed work in smooth cordial manner with

Contractors of other on going works in the plant. xiii) Wherever reference is made to ‘drawings’ in this specification it shall mean the

latest issue of the ‘Released for Construction’ drawings. 1.3.0 CODES AND STANDARDS

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

ii) In case of conflict between this specification and those (IS standards, codes etc.)

referred to herein, the former shall prevail. In case any particular aspect of work is not covered specifically by this specification and IS Codes, any other standard practice as may be specified by the Engineer, shall be followed.

iii) Some of the relevant Indian Standards, Acts and Codes referred are given below:

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

concrete.

IS:1037 Code of practice for field control of moisture and compaction of soils for embankment and sub-grade.

IS:1200 Method of Measurement of building and civil engineering work

earthwork (Part-I).

IS:2720 Methods of test for soils -Determination of water content etc. (Part-II, IV to VIII, XIV, XXI, XXIII, XXIV, XXVII to XXIX, XL)

IS:3764 Safety code for excavation work. IS:4081 Safety code for blasting and related drilling operations.

IS:4701 Code of practice for earthwork on canals.




Section 1

IA:6922 Criteria for safety and design of structures subject to underground IS:9758 Guide lines for Dewatering during construction. IS:14690 Quality control during construction of earth and rockfill dams –

recommendations. 1.4.0 TECHNICAL REQUIREMENT- EXECUTION 1.4.1 EXCAVATION & CLASSIFICATION

The excavation shall be carried out as per the approved proposal. The work shall be carried out without endangering the safety of nearby structure and without causing hindrance to other activities in the area. As the excavation reaches the required dimensions, lines, levels and grades, the Engineer shall be notified, so as to avoid any over excavation. In certain cases, where deterioration of the ground, upheaval, slips, etc., are expected, the Engineer may order to suspend the work at any stage and instruct the Contractor to carry out the balance work later. No extra will be paid to the Contractor for such unavoidable temporary suspension of work.

For purposes of work to be executed in accordance with this specification, the following classification only, shall apply. In case of any dispute regarding classification of materials excavated / filled, the decision of the Engineer shall be final and binding on the Contractor.

1.4.1.1 Soil / Rock shall be classified as follows;

A) Soil

Earth excavation shall consist of removal of all material encountered which can be excavated by pick axes or spades or earth moving equipment such as shovels, draglines, etc. and which are not classified under rock as defined in specification. Earth excavation shall include, but shall not be limited to, vegetation or organic soil, turf, sand, silt, mud, moorum, shingle, clay, gravel, loam, macadam, peat, shale, ash, marsh, bricks, tar/bitumen surfaces, lime concrete, stone/brick masonry etc. It shall also include embedded rock, boulders having maximum diameter in any one direction not exceeding 300 mm.

B) Disintegrated / Weathered Rock (not requiring blasting, wedging or similar means)

This may be quarried or split with crow bars or pick axes such as lime stone, sand stone, hard laterite, hard conglomerate and unreinforced cement concrete below ground level. It shall also include rock, which is normally hard requiring blasting when dry, but can be excavated without blasting, wedging or similar means, when wet. Soft rock excavation shall consist of the excavation of boulders, having maximum diameter in any direction or more than 300 mm lying loose on the surface or embedded in soil, and all rock in ledges, and bedded / conglomerated deposits so firmly cemented that they cannot be removed by common earthmoving tools/equipment.

C) Hard Rock




Section 1

Hard rock (requiring blasting) - Any rock or boulder for the excavation of which blasting is required such as quartzite stone, granite, basalt, reinforced cement concrete (reinforcement to be cut through but not separated from concrete) below ground level etc.

Hard rock (blasting prohibited) - This shall cover any Hard rock requiring blasting as described above but where blasting is prohibited for any reason and excavation has to be carried out by chiseling, wedging or any other approved method.

In case of any dispute regarding classification, the decision of the Engineer shall be final.

1.4.2 EXCAVATION IN SOIL

i) Sides and bottoms of excavation shall be cut sharp and true to line and level. When machines are used for excavation, the last 300mm before reaching the required level shall be excavated with additional care.

ii) Excavation for reservoir shall be to the excavation line indicated on drawings.

Excavation for foundations shall be to the bottom of lean concrete and as shown on drawings or as directed by the Engineer. The bottom of all excavations shall be trimmed to required levels. For foundations, when excavation is carried below such levels, by error, it shall be brought back to specified level by filling with concrete of nominal mix 1:4:8 (cement: coarse sand: 40mm down aggregates) as directed by the Engineer at the Contractor’s cost.

iii) 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. Cofferdams, sheeting, shoring, bracing, maintaining suitable slopes, draining etc. shall be provided and installed by the Contractor at no extra cost, unless mentioned in the Schedule of Items, to the satisfaction of the Engineer.

iv) All excavation for installation of underground facilities, such as piping, cable duct,

sewer lines, drain lines, etc. shall be open cuts. For deep and huge excavations and in other excavations, if required by the Engineer, the Contractor shall submit an “Excavation Scheme” for Engineer's approval 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 as described in specification. However, the Contractor shall be fully responsible for the scheme irrespective of any approvals granted. Benching shall be provided for deeper excavation wherever required.

v) When excavation requires bracing, sheeting or shoring etc., the Contractor shall

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

vi) The Contractor shall have to constantly pump out any water collected in excavated

pits and other areas due to rain water, seepage, springs etc. and maintain dry




Section 1

working conditions at all times until the excavation, placement of reinforcement, shuttering, concreting, back filling is completed. For the purpose of keeping the area dry through dewatering process, additional sumps as required as per site condition are to be made/excavated by the Contractor. 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.

vii) The Contractor shall remove all materials arising from excavations from the

vicinity of the work either for direct filling, stacking and subsequent filling or for ultimate disposal as directed by the Engineer. In no case, shall the excavated soil be stacked within a distance of 3.0m 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.

viii) Excavated material shall be used for fill unless it is classified as unsatisfactory.

1.4.3 EXCAVATION IN DISINTEGRATED / WEATHERED ROCK

i) All clauses of 1.4.2 shall be applicable to excavation in disintegrated / weathered rock also. In case of any discrepancy between the above mentioned clause and those specified in this clause then the later shall govern.

ii) The Contractor shall arrange for excavating such rock by profusely wetting it. If

required, light blasting may be resorted to for loosening the materials at Contractor’s cost, but this will not entitle the material to be classified as Hard rock.

iii) 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 1:4:8 as described in clause no. 1.4.2 (ii)

1.4.4 EXCAVATION IN HARD ROCK

All clauses of 1.4.2 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 the later shall govern.

In case of overbreaks in rock excavation, the excavated level shall be brought to the level shown on drawings with approved fill material, compacted.

1.4.4.1 Excavation by Blasting :

i) Blasting shall be carried out only with the written permission of the Engineer. All the statutory laws, (Explosives Act etc.) rule, regulations, Indian Standards, etc. pertaining to the acquisition, transport, storage, handling and use of explosives, etc. shall be strictly followed. All the blasting shall be carried out by approved experts.

ii) 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.




Section 1

iii) 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 Engineer) and so as not to injure men or damage materials/structures during blasting operations.

iv) 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 unauthorized 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 within 100 m of the magazine. The magazine shall have an effective lightning conductor and the following shall be hung in the lobby of the magazine.

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

A statement of up to date stock in the magazine

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

A notice stating that smoking is strictly prohibited

v) The Contractor shall also observe any specific instructions given by the Engineers. The Contractor shall be responsible and liable for damage to property and any accident which may occur to workmen or to the storage, transportation, handling or use of explosive and the blasting operations. The Engineer 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 such inspection.

vi) All materials, tools and equipment used for blasting operations shall be of approved

make and type. In special cases, the Engineer 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.

vii) The blasting powder, explosives, detonators, fuses etc. shall be fresh and not

damaged due to dampness or any other cause. Explosives 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.

1.4.4.2 Blasting Operations :

i) 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 operations and with the rules governing such work.

ii) 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




Section 1

preferably during the mid-day lunch time or at the days work closing hours as directed in writing by the Engineer. 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 described above) only. Proper precautions for safety of persons and property shall be taken.

iii) 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 m from the blasting site and all persons including workmen shall be evacuated from the flagged area atleast 10 minutes before the firing. A warning whistle shall be sounded for this purpose.

iv) Controlled blasting shall be carried out within 200 m of an existing structure unless

otherwise permitted by the Engineer in writing. Where (generally within 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 as will neither damage nor crack the rock outside the limits of excavations. Any method of blasting which leads to overshooting shall be discontinued.

v) 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 Engineer at all times.

vi) At a time not more than ten such charges shall be prepared and fired. The Man-in-

Charge shall blow the whistle in a recognized 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 charges before lighting and determine the missed 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 Engineer, all cases of misfire, the cause for the same and what steps where taken in connection therewith.

vii) If a misfire is found to be due to defective materials, the whole quantity in the box,

from which the defective materials was taken, must be sent to the Authority directed by the Engineer for inspection to ascertain whether any of the remaining materials in the box are also defective.




Section 1

1.4.4.3 Chiseling / Wedging

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

1.4.4.4 Line Drilling and Preshearing

i) This shall be carried out only if so specified or called for by the Engineer. It is generally called for only when excavation in rock has to be carried out to exact lines and levels and when absolutely no over-excavation is permissible. It may also be required when rock excavation has to be carried out in close proximity of existing structures / equipment.

ii) The number, size and location of holes shall be carefully worked out by the

Contractor and shall be subject to the approval of the Engineer. Line drilled holes shall generally be 48 mm diameter and, if so directed, interior blasting holes shall also be made. The Contractor shall carry out tests to determine the amount of explosives required ensuring an even break at the line drilled holes. After the interior holes are blasted any irregularities in the vertical drilled line face shall be removed and trimmed by wedging, splitting, chiseling and baring.

1.4.5 DEWATERING & EXCAVATION BELOW GROUND WATER TABLE

i) All excavations shall be kept free of water and slush. Grading in the vicinity of excavations shall be controlled to prevent surface water running into excavated areas. The Contractor shall remove by pumping or other means approved by the Engineer any water inclusive of rainwater and subsoil water accumulated in excavation and keeps the excavation area dewatered until excavation, concreting, curing and all other operation included in the scope of work, which require dry condition in the area are completed. Method of pumping shall be approved by the Engineer but in any case, the pumping arrangement shall be such that there shall be no movement of subsoil or blowing in due to differential head of water during pumping.

ii) Wherever ground water table is met with during excavation, the Contractor shall

immediately report this fact to the Engineer who shall arrange to record the exact level of the water table before start of dewatering operation. The decision of the Engineer regarding ground water level shall be final and payable provided the Contractor has made arrangement for its dewatering. For this purpose, Contractor shall submit de-watering scheme to the Engineer before starting the excavation.

iii) In case of ground water table is met with during excavation and approved by the

Engineer, 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 Engineer. He shall continue doing so till excavation and all other operations included in the scope of work, which require dry condition in the area are completed.

1.4.6 LIFT




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

1.4.7 CARRIAGE OF EXCAVATED MATERIALS

i) All suitable excavated material shall be directly utilized for filling purposes. In case the excavated materials are to be used for future filling purposes or found unsuitable for filling, they shall be stacked / stockpiled / disposed as directed by the Engineer. The carriage of excavated materials shall be done by the methods mentioned below:

ii) The excavated materials shall be carried beyond the working area but upto 500 m

manually or by mechanical means as directed by the Engineer.

iii) For carriage exceeding 500 m and upto 2000m, the Contractor shall transport the excavated materials by mechanical means only and as directed by the Engineer. The Contractor shall arrange for temporary access roads for this purpose. Providing and maintaining of the access roads shall be the responsibility of the Contractor.

iv) 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 Engineer. Excavated materials carried beyond 500 m shall be for direct filling or for disposal purpose. Double handling of materials shall be avoided as far as possible. However, depending on site conditions, excavated materials carried beyond a lead of 500 m may also be required to be brought back for filling purpose.

1.4.8 STOCKPILE AREA 1.4.8.1 Stockpile of Excavated Material

i) Stockpiling of excavated material suitable for filling purposes shall be done at the location as directed by the Engineer/Purchaser / Engineer at site.

ii) The stockpile area shall be sloped to drain properly and provided with devices to

control erosion.

iii) Stockpile of Rocks shall be done separately.

1.4.9 Disposal of Excess Satisfactory Excavated Material

Excess excavated material, which is satisfactory for use as fill material, shall be used for other fills or be placed in a designated onsite stockpile area. Material may be removed from the stockpile area at a later date and utilized / disposed off as directed by the Engineer.

1.4.10 Disposal of Unsatisfactory Material

Excavated material, which is unsatisfactory for use as fill, shall be disposed of in an offsite or in an onsite disposal area as directed by the Engineer/Purchaser / Engineer at site. Unsatisfactory material shall not be mixed with satisfactory material.




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The disposal area shall be sloped to drain properly and control erosion and seeded.

1.4.11 Ground Improvement Work

If the existing engineering properties of the ground results in liquefaction, unacceptable total and/or differential settlement or bearing capacity failure, the Contractor shall carry out ground improvement work as per the recommendation in the soil investigation report, the requirement of the Engineer/Purchaser and as directed by the Engineer.

Ground improvement techniques shall be covered separately, if required, and relevant Indian Standard Codes shall also be referred.

1.4.12 FILLING 1.4.12.1 Materials

i) The material used for filling shall consist of material approved by the Engineer and obtained directly from nearby areas where excavation work is in progress or from temporary stacks of excavated soil spoils or from borrow pits from selected areas designated by the Engineer. The material shall be free from lumps and clods, roots and vegetation, harmful salts and chemicals, organic materials etc.

ii) Materials, when used for filling purposes, shall be obtained from the excavated

materials consisting of soil, stone, sand or other inorganic materials and they shall be clean and free from shingle, organic, large roots and excessive amount of sod, lumps, concrete or any other foreign substances which could harm or impair the strength of the embankment and / or substructure in any manner. All clods shall be suitably broken to small pieces. When the materials are mostly rock boulders, the same shall be stacked properly at the designated place as directed by the Engineer. Sand used for filling shall be clean, medium grained and free from impurities. Fines less than 75 microns shall not be more than 15% in any case and the materials to be used for filling purposes shall have the prior written approval of the Engineer.

iii) Borrow materials, when used, shall be obtained from approved quarries and shall

conform to the specification mentioned elsewhere. Acceptable granular materials are soils, which are classified as coarse-grained soils in the Indian Standard Soil Classification System, IS: 1498 - 1970. Classifications are GW, GP, GM, GC, SW, SP, SM or SC, or combinations of these such as SP-SC.

iv) Cohesive material is suitable for use as Fill if it contains not more than 1 percent

organic or other deleterious material, has a liquid limit of less than 40 and a plasticity index of less than 25. Acceptable cohesive materials are soils which are classified as fine-grained soils in the Indian Standard Soil Classification System, IS: 1498-1970. Classification is CL.

v) Soil-rock mixtures are acceptable for use as fill if they contain a sufficient soil

matrix to prevent nesting of larger pieces and the material contains less than one percent organic or other deleterious material.




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vi) It is intended to use the excavated earth from the site for filling provided the material conforms to the soil / soil-rock mixture specification as stipulated above and approved by the Engineer. If excavated materials are to be used for filling purposes, Contractor shall select the materials from the excavation / stockpile, test, load and transport this material and execute the filling. This shall include excavation of earth which may become hard due to laying in stockyard for long period of time. However this shall not be measured under excavation.

vii) In case the materials have to be brought from pits/quarries, then it shall be the

Contractor’s responsibility for identification of such quarry, areas, obtaining approval for their use from concerned authorities, excavation/ quarrying, loading and carriage of such material, unloading and filling at such locations. The Contractor shall pay any fees, royalties etc. that may have to be paid for utilization of borrows areas.

1.4.13 CNS (Cohesive Non-Swelling) Material

The CNS material to be used for filling shall meet either ‘a’ or ‘b’ of the following criteria.

SL NO.

PROPERTY SPECIFICATION RANGE

a) i) Grain Size Analysis

Clay 15 - 25 % Silt 35 - 50 % Sand 30 - 40 % Gravel Less than 10 %

ii) Consistency Limits

Liquid Limit 30 - 50 % Plastic Limit 20 - 25 % Plasticity Index 10 - 25 % Shrinkage Limit 15 % and above

iii) Swelling Pressure

Swelling pressure when compacted to maximum Less than dry density corresponding to standard proctor 0.1 kg/cm2 compaction with zero initial compaction moisture constant, for no volume change condition

Swelling pressure when compacted to maximum Less than dry density

corresponding to standard proctor 0.05 kg/cm2 compaction and initial compaction moisture corresponding to optimum moisture content for no volume condition

b) CNS material with optimum percentage of clay upto 70 % shall be mixed with

sand (30 %) and lime (1- 2 %) to meet consistency limits and swelling pressure as specified above.

1.4.13.1 Material unsatisfactory for use as fill are as follows;




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Soils classified as silt or organic soils in the Indian Standard Soil Classification System, IS:1498-1970. Classifications are ML, MH, PT, OL and OH.

Soil classified as high liquid clay soils in Indian Standard Soil Classification System, IS:1498-1970. Classification is CH.

Rock material without a soil matrix in which nesting of rocks could occur.

Any material, which is frozen, contains an excessive amount of organic material or trash or contains large rocks, shall be considered unsatisfactory for use as fill.

Top soils which are friable sandy-loam suitable to sustain the growth of vegetation

Restrictions on the use of poorly graded sand (SP) or silty sand (SM) material are as follows:

No granular material with a silt content of greater than 15 percent shall be used for Fill.

1.4.13.2 Filling Procedure

i) Embankments shall be constructed to the proper alignment and grades Placement of fill material shall be performed in an orderly sequence and in an efficient and workman like manner, so as to produce fills having such qualities of density, strength and permeability as will ensure the highest practicable degree of stability and performance of the whole embankment. Top layer of entire area shall be stripped off if specified in the drawing and the depth of stripping shall be as per approved drawing. All loose surface or soft soil should be removed to about minimum 300 mm depth unless anything else is specified in drawing or schedule of item.

ii) Trimming and dressing of both upstream and downstream slopes of embankment shall be carried out to maintain required slopes while the filling and compaction work is in progress. Trimmed materials can be reused in the embankment work. Slopes shall be maintained till the final completion and acceptance of the embankment work by the Engineer-in Charge. Any material from either side of slope that is lost by weathering or any other cause shall be replaced with proper compaction. To ensure proper compaction at the outer edge, the fill shall be constructed for a minimum of 500 mm extra width on both edges and the outer edge shall be dressed to true slope after compaction.

iii) Prior to embankment filling or backfilling around foundation & other construction below the final grades, all temporary shoring, timber, etc. shall be sequentially removed and the area shall be cleaned off all trash, debris, and perishable materials. Filling shall begin only with the written approval of the Engineer. Also, areas identified for backfilling shall be cleared of all soft pockets, vegetation, bushes, slush etc. In case of plinth and similar filling, the ground shall be dressed and consolidated by ramming and light rolling.

iv) 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




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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.

v) Fill shall be placed in continuous horizontal layers not exceeding 225mm loose thickness (compacted thickness 150 mm). 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. The methods of compaction shall be subject to the approval of the Engineer. Pushing of earth for filling shall not be adopted under any circumstances.

vi) 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 300mm over the top of pipes. While tamping around the pipes, care shall be taken to avoid unequal pressure.

vii) 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 20mm of the specified level.

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

ix) Where filling with 65mm down graded stone obtained from excavated materials/borrow areas/quarries is specified, it shall be selected stone laid over an initial 50mm thick cushion layer of selected earth and then stone laid in 200mm loose thick layers, interstices filled with properly graded fine material consisting of selected earth brought from borrow areas. Each layer shall be watered and compacted to the specified density before the next layer is laid. However, no cushion shall be required where filling is over non-rocky surface.

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

1.4.14 Compaction

i) Where compaction to 85% Standard Proctor Density is called for, such compaction shall be by mechanical means but the Contractor may be permitted to adopt manual means only if the Engineer finds that the desired compaction is achievable in the field.

ii) Where compaction to 85% or more of Standard Proctor Density is called for, it

shall be by mechanical means only. Where access is possible, compaction shall be by 12 Ton rollers smooth wheeled, sheep foot or wobbly wheeled as directed by the Engineer. A smaller weight roller may be permitted by the Engineer in special




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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.

iii) For compacting each 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.

iv) When soils are used that develop a densely packed surface as a result of spreading

or compaction, the surface of each layer of fill shall be sufficiently roughened after compaction to ensure bond of the succeeding layer.

v) 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.

vi) The degree of compaction of compacted fill in place will be subject to tests to be

conducted by the Contractor and witnessed by the Engineer as the work progresses. The Contractor shall provide all the necessary facilities to make such tests. Each layer of compaction fill shall be tested before proceeding with the next layer. It shall be the responsibility of the Contractor to conduct tests to ascertain the degree of compaction of fill material in place. At the time of conducting test it shall be mandatory on the part of the Contractor to inform the Engineer. It is the Contractor’s responsibility to request inspection prior to proceeding with further work.

vii) If any test indicates that the compaction achieved is less than the specified degree

of compaction, the Engineer may advise all fill placed subsequent to the last successful test to be removed and recompacted by the Contractor. Compaction procedure shall be amended as necessary to obtain satisfactory results.

viii) When the Engineer specifies semi-compacted fill (area filling), the Contractor shall

fill up such areas with available earth from stockpiles or borrow pits or directly from excavation without special compaction except that obtained by moving trucks, etc.

1.4.15 TIMBER SHORING

Timber Shoring made out of approved quality of timber shall be ‘close’ or ‘open’ type, depending on the nature of soil and the depth of pit of trench and the type of timbering shall be determined by the Engineer. It shall be the responsibility of the Contractor to take all necessary steps to prevent the sides of trenches and pits from collapsing.

1.4.15.1 Close Timbering




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i) Close timbering shall be done by completely covering the sides of the trenches and pits generally with short, upright members called ‘polling boards’. These shall be of minimum 250x40 mm sections as directed by the Engineer. The boards shall generally be placed in position vertically in pairs, one board on each side of cutting, and shall be kept apart by horizontal walers of strong wood at maximum 1.2 metres spacing, cross strutted with ballies or as directed by the Engineer. The length of the balli struts shall depend on the width of the trench or pit.

ii) In case where the soil is very soft and loose, the boards shall be placed horizontally

against the sides of the excavation and supported by vertical walers, which shall be strutted to similar timber pieces on the opposite face of the trench or pit. The lowest board supporting the sides of the trench or pit shall remain exposed so that the vertical side of the trench or pit is exposed, and the earth is not liable to slip out.

iii) The withdrawal of the timber shall be done very carefully to prevent the collapse of

the pit of trench. It shall be started at one end and proceeded systematically to the other end. Concrete or masonry shall not be damaged during the removal of the timber. No claim shall be entertained for any timber which cannot be withdrawn and is lost or buried.

1.4.15.2 Open Timbering

In the case of open timbering, the entire surface of the side of trench pit is not required to be covered. The vertical board of minimum 250 mm width and minimum 40 mm depth shall be spaced sufficiently apart to leave unsupported strips of maximum 300 mm average width. The detailed arrangement, sizes of the timber and the distances apart shall be subject to the approval of the Engineer. In all other respects, specification for close timbering shall apply to open timbering.

1.4.15.3 Treatment of Slips

The Contractor shall take all precaution to avoid high surcharges and provide proper surface drainage to prevent flow of water over the side. These precautions along with proper slopes, berms, shoring and control of ground water should cause no slips to occur. If however slips do occur due to causes beyond the control of the Contractor, the same shall be removed by him and payment shall be made to him on appropriate item rate of earthwork approved by the Engineer. Slips caused due to negligence of the Contractor will be cleared and back-filled later by him at his own expenses.

1.5.0 SAMPLING TESTING AND QUALITY CONTROL 1.5.1 General

i) The Contractor shall examine the areas and conditions under which earthwork is to be done and notify the Engineer/Purchaser in writing, about the conditions detrimental to proper and timely completion of the Work.

ii) The Contractor shall carry out all sampling and testing as per Table-1 and in

accordance with the relevant Indian Standards. Where no specific testing procedure is mentioned, the tests shall be carried out as per the prevalent accepted engineering practice in concurrence of the Engineer. Tests shall be done in the field




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and at a laboratory approved by the Engineer and the Contractor shall submit to the Engineer, the test results in triplicate within three days after completion of a test.

iii) Material, placing procedures and installations and test conducted by the Contractor

are subject to inspection. Such inspections and tests shall not relieve Contractor of responsibility for providing material and placement in compliance with this specification. The Engineer/Purchaser reserves the right, at any time before final acceptance, to reject material not complying with the specified requirements.

iv) The Contractor shall correct all deficiencies in earthwork which inspections and

laboratory and field tests have indicated are not in compliance with this specification. The Contractor shall perform additional tests, at his expense, as may be necessary to reconfirm any noncompliance of the original work and as may be necessary to show compliance of corrected work.

v) The Contractor shall promptly correct errors or flaws in the work or material

identified during construction and which prevent proper installation. The Contractor shall make immediate substitution of the noncomplying material or shall make field changes to make the noncomplying material acceptable. The correction or substitution shall be performed at no cost to the Engineer/Purchaser.

1.5.2 Quality Assurance Program

i) The Contractor shall submit and finalize a detailed Field Quality Assurance (FQA) 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 finalising field quality plan, the Contractor shall identify hold points beyond which work shall not proceed without written approval from the Engineer.

ii) Frequencies of sampling and testing including the methods for conducting the tests

are given in Table-1. The testing frequencies set forth are the desirable minimum. Contractor shall perform additional tests as directed by the Engineer to satisfy him that the materials and works comply with the specifications.

1.5.3 Acceptance Criteria

Following Acceptance Criteria shall be followed:

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

ii) For re-test of any sample, two additional samples shall be collected and tested, and

both should pass without any deviation.

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

iv) Tolerance on finished levels for all cutting and filling areas at approved interval

shall be 20 mm.




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TABLE –1

FREQUENCY OF SAMPLING AND TESTING

SR. NO.

Nature of Test/ Characteristic

Method of Test

No. of Samples & Frequency of Test

Results

I. Suitability of Fill Materials

a) Grain size Analysis IS:2720 (Part IV)

One in every 500 Cu.m. for each type and each source of fill material. Minimum three tests if replacement of material is required.

Test for soil and sand

b) Liquid limit and Plastic Limit

IS:2720 (Part V)

Subjected to a minimum of two samples.

Test for soil

c) Shrinkage Limit IS:2720 (Part VI)

One in every 5000 Cu.m. for each type and each source of fill materials.

The frequency of Test shall be increased depending on the type of soil.

d) Free Swell Index IS:2720 (Part XL)

e) Specific Gravity IS:2720 (Part III)


Chemical Analysis IS:2720

a) Organic matter Part XXII One in every 5000 Cu.m. for each type and each Sources of fill materials.

Test for sand and soil. b) Calcium carbonate Part XXIII

c) pH Part XXVI d) Total soluble sulphate Part XXVII

II. Standard Proctor Test

IS:2720 (Part VII)


Test for soil for determining optimum moisture content, Dry density etc.

III. Moisture content of Fill before compaction.

IS:2720 (Part II)

-do- Test for soil

IV. Degree of compaction of Fill

For area filling, one test for every 1000 Sq.m. for each compacted layer.

Test for soil

a) Dry density by core cutter method

Or

IS:2720 (Part XXIX)

Dry density in place by sand displacement method.

For area filling, one test for every 1000 Sq.m. area for each compacted layer.




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SR. NO.

Nature of Test/ Characteristic

Method of Test

No. of Samples & Frequency of Test

Results

b) Relative density (Density Index)

IS:2720 (Part XIV)

-do- i) & ii) Test for sand

c) Dry Density by Proctor needle penetration

Standard Practice

Random checks to be carried out for each compacted layer in addition to tests mentioned under IV (a) above.

Test for sand

1.6.0 RATES AND MEASUREMENTS 1.6.1 Rates

i) The item of work in the Schedule of Quantities describes the work in brief. The various items of the Schedule of Quantities shall be read in conjunction with the corresponding sections in the technical specifications including amendments and additions, if any. For each item in the Schedule of Quantities, the Contractor’s rates shall include the activities covered in the description of the item as well as all necessary operations described in the specifications.

ii) The Contractor’s quoted rates shall include all minor details which are obviously

and fairly intended and which may not have been included in the description in these documents but are essential for the satisfactory completion of the work. Quoted rates shall also include for taking all safety measures as required by Codal provisions, local regulations etc. and for execution to the satisfaction of the Engineer. Clearing all grass, vegetation etc. shall be inclusive in the rate.

iii) The Contractor’s quoted rate for each item shall be inclusive of providing all plant,

equipment, men, materials, skilled and unskilled labour, making observations, surveying/ establishing the ground level and co-ordinates at location of each work by carrying levels from one established bench mark and distances from one set of grid lines furnished by the Engineer/Purchaser.

iv) Rates shall also include for all testing, quality control requirements, arranging

inspection, etc. The rates quoted shall be all inclusive of providing temporary works, wastage, overheads, profits and all such requirement. Nothing extra shall be payable over and above the quoted rates on these accounts. Rates shall include for any additional excavation and filling for all leads and lifts, including transportation to disposal area and bringing back for refilling with proper compaction as specified, if any, beyond the payment line.

v) No claims whatsoever shall be entertained if the detail shown on the ‘Released for

construction drawings’ differ in any way from those shown on the bid/tender drawings.

1.6.1.1 Excavation in Soil/Rock




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i) It shall be assumed that the Contractor has ascertained the nature of work involved, the type of materials to be excavated, ground water and surface water conditions and conditions likely to prevail during high ground water conditions etc. No claims on these or any other accounts shall be entertained at a later date.

ii) Over excavation/ overbreaks in rock/ soil done by Contractor, shall not be

measured for payment. The quoted rate for excavation shall include making good the over excavation with 1:4:8 cement concrete.

1.6.1.2 Excavation below Ground Water table:

i) Cost of dewatering measures to be taken for dewatering of rainwater, capillary / seepage water, springs, drains, etc. and diverting of ground surface water by manual / pumping method shall be included in the basic rate of excavation.

ii) The lowering of the ground water table by well-point and/or deep well dewatering

etc. shall be paid separately under relevant schedule of item in additional to the basic rate of excavation. The rate shall include all associated works so that all the activity from excavation up to completion of filling and testing can be executed in dry working condition.

1.6.1.3 Filling:

i) Rates quoted for filling using excavated /CNS materials shall include for all lifts and lead upto 500 m. For lead exceeding 500 m, the Contractor shall be paid separately as per the instruction of the Engineer / Purchaser.

ii) In the event, filling materials to be brought from borrow pits, quarries; it shall be

the responsibility of the Contractor to identify location of borrowpits and quarries, from where filling material shall be brought to site. The quoted rate shall include cost of excavated material, testing for conformance, royalties, taxes and duties, removal/cutting of suitable materials from stock piles/borrow areas/quarries, loading, carriage upto fill area, unloading, compaction, testing etc. all complete as per specifications including all leads and lifts.

iii) Rate quoted for filling / CNS Material, filling operation shall include cost of water,

dewatering and other incidental like rolling natural ground level etc. required such that the filling can be compacted in layers to the desired degree of compaction and in the dry condition.

iv) For stone filling, payment shall be for the compacted volume of stone filling. No

separate payment shall be due for filling interstices and for the 75/50 mm thick cushion provided with selected earth.

1.6.2 Measurements:

All measurements shall be in SI units.

i) Linear measurement shall be in meters (m) correct upto second place of decimal. Areas and volumes shall be calculated from the linear measurements and shall be in square meters and cubic metes respectively, rounded off to two decimal places. For




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rounding off, values in the third decimal place which are below 5 shall be ignored and those 5 and above shall be taken as 10.

ii) For each item of work, the total quantity for payment at quoted rate shall be the

lesser of actual quantity executed and that evaluated on the basis of the method of measurements given herein.

iii) All measurements shall be recorded by the Contractor and duly certified/ approved

by the Engineer.

iv) The following works shall not be measured separately and allowance for the same shall be deemed to have been made in the description of main item: Setting out works, profiles, etc; Site clearance, such as cleaning grass and vegetation; Unauthorized bettering or benching of excavation; Forming (or leaving) ‘dead men’ and ‘tell tales’ in borrow pits and their

removal after measurements; Forming (or leaving) steps in sides of deep excavation and their removal after

measurements; Excavation for insertion of planking and strutting; Unless otherwise specified, removing slips or falls in excavations; Bailing out or pumping of water in excavation from rains; Slinging or supporting pipes, electric cables etc, met during excavation.

1.6.2.1 Excavation:

i) Excavation shall be measured in cubic meters. The lateral dimension for excavation

shall be the lesser of a) actual excavation outline and b) 0.3 m on each side outside concrete outline of lowest footing for depths upto 1.0m below existing grade and l.0m on each side outside concrete outline of lowest footing for depths more than l.0m below existing grade (with concrete dimensions determined from drawings).

ii) For measurement purposes the sides shall be considered vertical with the lateral

dimensions indicated above. Nothing extra would be payable for slope etc. irrespective of whatever is provided. Excavation corresponding to sloped profile of sides of excavation, however, shall be payable only in case they are especially called for as payable in the 'Released for construction' drawings.

iii) The limiting quantity of excavation will be evaluated based on the vertical distance

from the existing grade level to the bottom level of lean concrete as shown on drawing or actual depth excavated, whichever is less.

iv) For evaluating the quantity of excavation in rock, the Engineer shall be intimated

by the Contractor as soon as rock level is reached. The decision as to whether rock is met or not shall be that of the Engineer and his decision shall be final and binding on the Contractor. Rock levels shall be recorded jointly by the Contractor and the Engineer. Measurements for rock excavation shall be taken separately for each item of work defined under excavation in rock in the Schedule of Quantities.




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v) In excavation of areas where rock & soil are mixed or large boulders requiring blasting are met with in soil, blasted and excavated rock shall be suitably stacked separately & measured. Such measured quantum of rock shall be reduced by 30% to account for voids in stacks to arrive at quantity of rock actually excavated. Balance quantum out of total excavation shall be treated as excavation in soil.

The actual ratio of soil to rock shall be determined based on the above exercise. The measured quantities for soil and rock for payment purpose shall be arrived at following mode of measurement as per clause no 1.6.2.1 and the above ratio.

vi) Over excavation/overbreaks in soil/rock done by the Contractor, shall not be

measured for payment. Similarly the 1:4:8 mix cement concrete placed to make up the over excavation/break shall also not be measured for payment. Similarly the soil filling and compaction to make up the over excavation/break shall also not be measured for payment.

1.6.2.2 Excavation below Ground Water Table

i) The measurement for payment shall be based on volumetric calculation of soil excavated below the ground water table as approved by the Engineer.

ii) Clause no 1.6.2.1 shall also be applicable for purposes of measurement of

excavation below ground water table except that the vertical distance shall be measured below the ground water table prevailing at the location where excavation quantity is being measured.

1.6.2.3 Lift:

Lift shall be measured in meters as the vertical distance from the existing grade level to the level from which the wet/dry materials are excavated. The quantity for each range of lift shall be the quantity of materials excavated and measured as per excavation.

1.6.2.4 Carriage of Materials

i) Lead shall be measured as the distance carried of the wet/dry materials from the centre of the area of excavation to the corresponding centre of the area of stack/fill/disposal area of this material.

ii) For purpose of calculation of lead, the excavation areas and disposal areas shall be

divided into suitable blocks/areas of maximum dimensions of 50 m x 50 m or actual area of excavation/stack/ disposal whichever is less. The distance between the centre of excavation area and corresponding stack/fill/disposal areas shall be measured along the shortest possible haulage path and not necessarily the one actually taken. The decision of the Engineer in this regard shall be final and binding on the Contractor.

iii) The quantity of materials to be considered for payment for carriage shall be least of

(a) quantity of materials actually excavated, (b) quantity of excavation payable as per mode of measurements for excavation and (c) quantity of materials actually carted considering 30% voids.




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iv) For each range of lead distance given in the Schedule of Quantities, the quantities carted are calculated separately on the basis indicated above.

v) In any specific instance, the Engineer may require filling material to be obtained

from borrow areas. Only in such instances, a lead for carriage of fill materials from identified borrow areas to location of filling shall be measured for payment. In such instances, the distance of carriage to be considered for payment shall be calculated on the same basis as above except that the distance shall be measured from the centre of borrow area (subdivided plot) to the location of filling as approved by Engineer in case of initial lead.

1.6.2.5 Filling

i) Quantity of fill shall be in Cu.m of the compacted volume of fill in place calculated on the basis of ;

Levels recorded before and after filling Certified quantity of the excavation as per clause no 1.6.2.1 After deducting concrete volume etc.

ii) For stone filling, only the compacted volume of stone filling shall be measured. No

separate payment shall be due for filling interstices with soil, sand, moorum and equivalent.

iii) In any specific instance, the Engineer may require filling material to be obtained

from borrow areas. Only in such instances, fill materials from identified borrow areas shall be measured for payment.

iv) Quantity of CNS filling shall be same as per clause no 1.6.2.5 (i).




Section 2

SECTION 2

TECHNICAL SPECIFICATION FOR PROPERTIES, STORAGE AND HANDLING

OF COMMON BUILDING MATERIALS




Section 2

CONTENTS

2.1.0 INTENT 3



2.4.0 TECHNICAL REQUIREMENTS 5

2.5.0 TESTING 11




Section 2

SECTION 2

TECHNICAL SPECIFICATION

FOR PROPERTIES, STORAGE AND HANDLING OF COMMON BUILDING MATERIALS

2.1.0 INTENT

i) The intent of this section of the specification is to specify the properties, storage and handling of common building materials, namely, coarse aggregates, cement, lime, water, sand, masonry units, reinforcement and structural steel.

ii) Properties of the materials in general have been discussed in this section.

Specific requirements of the materials have been stipulated separately under specification for relevant items of work.


i) The work shall include, providing all necessary plants and equipment, adequate engineering supervision and technical personnel, skilled / unskilled labour etc. as required to carry out the entire work as directed by the Purchaser / Engineer to his complete satisfaction.

ii) All materials proposed for use in the work shall conform to the requirements laid

down in this section and also subject to the approval of the Purchaser / Engineer. After specific materials have been approved / accepted, the source of supply of such materials shall not be changed without prior approval of the Purchaser / Engineer. Approval of any material by the Purchaser / Engineer, shall not relieve the Contractor of his responsibility for the requisite quality and performance of the material used.

iii) Any material considered to be sub-standard or not upto satisfaction of the

Purchaser / Engineer, shall not be used by the Contractor and shall be removed from the site immediately.

iv) Representative samples shall be procured by the Contractor and submitted to the

Purchaser / Engineer for approval before bulk procurement. The representative samples shall be retained by the Purchaser / Engineer for future comparison and reference.

v) Materials, which shall be issued by the Purchaser / Engineer, shall be as

specified elsewhere in the tender documents. 2.3.0 CODES AND STANDARDS

i) In the event of state, city or other local governmental bodies having requirements, more stringent than those set forth in this specification, the former shall govern.




Section 2

ii) All applicable standards, acts, specifications, codes of practice, handbook referred to herein shall be the latest editions, including all official amendments and revisions. In case of discrepancy between this specification and those referred to herein, this specification shall govern. Any special materials used, but not covered here, shall conform to relevant Indian Standards, if any, or as specified by the Purchaser / Engineer for any special purpose.

iii) Some of the applicable Indian Standards, Codes are referred to below:

IS:226 Specification for Structural steel (standard quality).

IS:269 Specification for Ordinary Portland Cement (Grade 33)

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

concrete.

IS:432 Specification for mild steel and medium tensile steel bars (Part 1&2) and drawn steel-wires for concrete reinforcement.

IS:455 Specification for Portland slag cement.

IS:712 Specification for building limes.

IS:1077 Specification for common burnt clay building bricks.

IS:1127 Recommendations for dimensions and workmanship of natural

building stones for masonry work.

IS:1129 Recommendation for dressing of natural building stones.

IS:1489 Specification for Portland-pozzolana cement (Part-I) Fly ash based. (Part-II) Calcined clay based.

IS:1542 Specification for sand for plaster.

IS:1566 Specification for hard-drawn steel wire fabric for concrete

reinforcement.

IS:1597 Code of practice for construction (Part-l)of stone masonry, rubble stone masonry.

IS:1786 Specification for high strength deformed bars for concrete

reinforcement.

IS:2062 Specification for structural steel (fusion welding quality).

IS:2116 Specification for sand and masonry mortars.

IS:2185 Specification for hollow and solid concrete blocks (Part-I).

IS:2386 Testing of aggregates for concrete (Parts-I to VIII).




Section 2

IS:2691 Burnt clay face bricks.

IS:3495 Methods of tests of burnt clay building bricks (Parts-I to lV).

IS:4031 Methods of physical tests for hydraulic cement.

IS:4032 Methods of chemical analysis of hydraulic cement.

IS:4082 Recommendations on stacking and storage of construction materials at site.

IS:7969 Safety code for handling and storage of building materials.

IS:8112 High strength ordinary Portland cement. (Grade 43)

IS:8500 Medium and high strength structural steel.

IS:12269 Ordinary Portland cement (53 grade).

IS:12330 Sulphate resisting Portland cement.

IS:12600 Low heat Portland cement

IS:12894 Fly Ash Lime Bricks 2.4.0 TECHNICAL REQUIREMENTS 2.4.1 MATERIALS 2.4.1.1 BRICKS

i) Burnt clay bricks, for general masonry work, shall conform to IS:1077 and for face brick work, shall conform to IS:2691. Fly ash lime bricks shall generally conform to IS:12894.

ii) Bricks for general masonry work shall be table moulded / machine made, well

burnt without being vitrified, of uniform size, shape, having sharp edges and cherry red colour. These shall be free from cracks, flaws or nodules of free lime and shall emit clear ringing sound (metallic sound) when struck together. These shall not show any signs of efflorescence either when dry or subsequent to soaking in water. Fractured surface shall show uniform texture free from grits, lumps, holes etc.

iii) Unless otherwise specified, minimum compressive strength shall correspond to

class designation 75 as per IS: 1077 with a minimum crushing strength of 75 kg./ sq.cm. for general masonry work. However, for non-load bearing walls, bricks pavements, etc., bricks of class designation 50 shall be used, wherever specified or shown on the drawings. Water absorption after 24 hours immersion shall not exceed 20% by weight for common bricks and 15% for face bricks.




Section 2

iv) On the basis of finish and dimensional tolerance, the bricks shall be classified as sub class A and B. Dimensional tolerance shall not exceed 3% and 8% of the sizes of common bricks for sub-class A & B respectively and 3% for face bricks. All bricks shall have rectangular faces and sharp straight edges. Maximum permissible chipping for the face bricks shall be 6mm at the edges and 10mm for corners. The face bricks shall show no efflorescence after soaking in water and drying in the shade.

v) The size of the bricks used shall be either modular size as per IS: 1077 or locally

available conventional size as approved by the Purchaser / Engineer.

vi) Each brick shall have the manufacturer's identification, marked clearly on the frog. The colour and texture of face bricks shall be limited to the range of samples submitted. Any brick not found upto the satisfaction of the Purchaser / Engineer shall be removed immediately from site by the Contractor.

2.4.1.2 STONES

i) All stones shall be from approved quarries. These shall he hard, tough, durable, compact grained, uniform in texture and colour and free from decay, flaws, veins, cracks and sand holes. The surface of a freshly broken stone shall be bright, clean and sharp and shall show uniformity of texture, without loose grains and free from any dull, chalky or earthy appearance. Stone with round surface shall not be used. The minimum crushing strength of stone shall be 200 kg/sq.cm unless otherwise specified.

ii) Stones showing mottled colours shall not be used for face work. Stone shall not

absorb water more than 5% of its weight after 24 hours immersion. The type of stone shall be as specified or as shown on drawings and / or as instructed by the Purchaser / Engineer. Stones used for masonry work shall conform to IS:1597 (Part -1). No soft stone shall be used for masonry or for filling purpose.

iii) Any stone not found upto the satisfaction of Purchaser / Engineer shall be

removed immediately from site by the Contractor. 2.4.1.3 CONCRETE BLOCKS

Hollow cement concrete blocks shall conform to IS: 2185. The blocks shall be uniform and of regular shape and size and shall meet the specified strength. Only full size blocks shall be used except when approved by Purchaser / Engineer for making up wall length at specific locations. The blocks shall be properly cured and shall have such texture that plaster will adhere to them. Free issue cement from Purchaser / Engineer shall not be used for making concrete blocks, unless otherwise specified.

2.4.1.4 LIME

i) Lime shall conform to IS: 712. Hydrated lime shall be mixed with water to form a putty. This shall be stored with reasonable care to prevent evaporation of water for at least 24 hours before use. Quick lime shall be slaked with enough water to make a cream and then stored with reasonable care to prevent evaporation of water for at least seven days before use. Type of lime to be used for different




Section 2

purposes such as concreting, plastering, white washing etc. shall be according to the classification made here under:

Class-A Eminently hydraulic lime used for structural purposes.

Class-B Semi-hydraulic lime used for masonry mortars, lime concrete and

plaster undercoat.

Class-C Fat-lime used for finishing coat in plastering, whitewashing, composite mortars, etc. and with addition of pozzolanic materials for masonry mortar.

Class D Magnesium / dolomitic lime used for finishing coat in plastering,

whitewashing, etc.

Class-E Kankar lime used for masonry mortar.

Class-F Siliceous dolomitic lime used for undercoat and finishing coat of plaster.

2.4.1.5 CEMENT

i) Generally, Ordinary Portland cement (OPC) shall be used unless specifically mentioned otherwise; grade of cement shall not be less than 43 conforming to IS 8112. In case the cement being supplied by the purchaser, the contractor shall satisfy himself at the time of taking delivery from the Purchaser / Engineer that the quality, quantity and freshness of cement are upto the specified standards. No complaint later regarding the quality of cement supplied by the Purchaser / Engineer shall be entertained.

ii) In case the cement being procured and used by the contractor is found

unsatisfactory, the Purchaser / Engineer reserves the right to suspend the work and send the samples of the cement to a testing laboratory for standard tests, at no extra cost to the Purchaser. The Contractor shall also have no claim for such suspension of work. Changing of type of cement within the same structure shall not be permitted without the prior approval of the Purchaser / Engineer.

2.4.1.6 WATER

i) Water shall generally meet the quality requirements as stipulated in IS: 456. Water used for cement concrete, mortar, plaster, grout, curing, washing of coarse aggregate, soaking of bricks, etc. shall be clean and free from injurious amount of oil, acids, alkalis, organic matters or other harmful substances in such amounts that may impair the strength or durability of the structure. Potable water shall generally be considered satisfactory for all construction works, including curing. The Contractor shall carry out necessary tests in advance to prove the suitability of the water proposed to be used. As a guide, the following concentrations represent the maximum permissible values of impurities:




Section 2

a) To neutralize 200ml sample of water, it should not be required more than 2ml of 0.1 normal NaOH.

b) To neutralize 200ml sample of water, it should not require more than 10ml

of 0.1 normal HCL.

c) pH value of water shall not be less than 6.

d) Percentage of solids shall not exceed the following:

Organic 0.02 Inorganic 0.30 Sulphate 0.04 Chlorides 0.20 Suspended matter 0.20

2.4.1.7 AGGREGATES

i) Aggregates mean both coarse and fine inert materials used in the preparation of concrete. Aggregates shall consist of natural sands, crushed stone and gravel from sources known to produce satisfactory aggregates for concrete and shall be chemically inert. Aggregates shall be hard, strong, and durable against weathering and of limited porosity. They shall be free from deleterious materials, which may cause corrosion of the reinforcement or may impair the strength and / or durability of the concrete. Total percentage of all deleterious materials, including coal, lignite, clay lumps, materials finer than 75 microns, soft fragments and shale but excluding mica shall not exceed 5%. However for crushed fine aggregate, total percentage of coal and lignite and clay lumps, shall be limited to 2%. Both coarse and fine aggregates shall conform to IS: 383 with proper gradation, for concrete, shotcreting etc. unless otherwise specified.

ii) Sample of aggregates for mix design and determination of their suitability shall

be sent to the laboratory well in advance, of scheduled commencement of concrete / masonry works. Sampling, testing and interpretation of test results shall be subject to the approval of the Purchaser / Engineer.




Section 2

2.4.1.8 SAND

Sand shall be hard, durable, clean and free from adherent coatings of organic matter and shall not contain clay balls or pellets. The sand shall be free from impurities such as iron pyrites, alkalis, salts, coal, mica, shale or other laminated materials in such forms or quantities so as to affect adversely on hardening, strength, durability or appearance of mortar, plaster, etc. or to cause corrosion of any metal in contact with such mortar, plaster, etc. In no case, the cumulative percentage of impurities in sand shall be more than 5% by weight. All sand shall be properly graded. Unless otherwise directed by the Purchaser / Engineer, sand for masonry mortars shall conform to IS:2116 and sand for plaster shall conform to IS:1542. Sand, when used as fine aggregate, in concrete, shall conform to IS:383. For filling, medium grained sand (having fines less than 75 microns not exceeding 20%) shall be used.

2.4.1.9 REINFORCEMENT STEEL, STRUCTURAL STEEL (INCLUDING EMBEDDED STEEL) AND

WIRE MESH

i) All steel for reinforcement shall be clean and free from loose mill scales, dust, loose rust, oil, grease, paint or other harmful matters, which may affect its bond with concrete. Mild steel and medium tensile steel bars and hard drawn steel wire for concrete reinforcement shall conform to grade-1 (Fe-250) of IS:432 (Part1). High strength deformed steel bars shall conform to grade Fe 415/ Fe 500 / Fe500D of IS: 1786. All steel bars shall be of tested quality. Actual grade and type of steel, to be used, shall be as specified or shown on drawings.

ii) Structural steel (including embedded steel) shall be straight, sound, free from

twists, cracks, flaws, laminations and all other defects. Structural steel shall be of tested quality conforming to IS: 226, IS: 2062 or IS: 8500. Grade and type of steel to be used shall be as specified.

iii) Hard drawn steel wire fabric shall conform to IS: 1566. Wire fabric shall be

electrically cross welded. 2.4.2 STORAGE AND HANDLING OF MATERIALS

i) Generally, all materials shall he stacked and stored by the Contractor as described in IS:4082 unless otherwise mentioned and in a manner affording convenient access for identification and inspection at all times. The storage area and arrangements shall be subjected to the approval of the Purchaser / Engineer. Any material rendered unserviceable in Contractor's custody, shall be replaced or repaired by the Contractor as determined by the Purchaser / Engineer.

ii) All materials shall be so stored as to prevent deterioration or intrusion of foreign

matter and to ensure the preservation of their quality and fitness for the work. Any material which was deteriorated or has been damaged or is otherwise considered defective by the Purchaser / Engineer, shall not be used and shall be removed and the cost thereof, shall be realized from the Contractor's dues. The Contractor shall maintain upto date accounts of receipts, Issue and balance stocks of all materials.




Section 2

iii) Bricks shall not be dumped at site. These shall be stacked on dry firm ground in regular tiers even as they are unloaded to minimize breakage and defacement. Bricks of different class, selected for various categories of use in the work, shall be stacked separately. Each stack shall contain equal number of bricks, preferably not more than 3000.

iv) Dressed stone for all facing, paving etc. shall be stored with special care to avoid

defacement of edges and faces or damp and rust stains.

v) Lime shall be stored in weather-proof sheds. Lime, which has been damaged by rain, moisture or air slaking, shall not be used. If the lime is supplied as hydrated lime, it shall be stored in the same manner as cement.

2.4.2.1 CEMENT

i) Consignments of cement shall be stored as received and shall be consumed in the order of their delivery. Cement held in storage for more than ninety days shall invariably be tested and only if test results are satisfactory, the Purchaser / Engineer may consider permitting its use.

ii) Different consignments of different types of cement i.e. OPC, PPC, PSC shall be

stacked separately with clear identifiable stack number.

iii) The cement shall be stored in dry, leak proof and weather proof enclosed sheds. Storage under tarpaulins shall not be permitted. The cement bags shall be stored well away from the walls and insulated from the floor using wooden planks etc., to avoid contact with moisture. The cement shall be stacked in easily countable stacks and in a place of easy access so as to facilitate proper inspection and removal on a first in first out basis. Not more than 15 bags shall be stacked in any tier to prevent lumping up under pressure. However, in stacks more than 8 bags high, the cement bags shall be arranged alternately lengthwise and crosswise so as to tie the stacks together and minimize the danger of toppling over. The cement bags shall be gently kept to avoid leakage of cement from the bags. Substandard or partially set cement shall be immediately removed from the site as soon as it is detected.

iv) The Contractor shall make his own arrangements for the storage of adequate

quantity of cement as approved by the Engineer. Cement in bulk may be stored in bins or silos, which will provide adequate protection against dampness, contamination, etc. The bins or silos shall be cleaned periodically.

2.4.2.2 COARSE AND FINE AGGREGATES/SAND

i) Coarse and fine aggregates shall be stacked separately. Contamination with foreign materials and earth during storage and while heaping the materials shall be avoided. Coarse aggregates shall be stacked in layers not exceeding 120 cm in height such that coning and segregation do not occur. Each layer shall cover the entire area of the stockpile before succeeding layers are placed. Segregated aggregates from stockpile shall be rejected.




Section 2

ii) Aggregates shall be stored on brick soling or an equivalent platform so that they do not come in contact with dirt, clay, grass or any other injurious substance, at any stage. For lifting aggregates from stockpiles, rakers shall be used. Aggregates of different sizes shall be kept in separate and easily measurable stacks. If so desired by the Purchaser / Engineer, aggregates from different source shall be stacked separately with proper care to prevent intermixing.

2.4.2.3 REINFORCEMENT AND STRUCTURAL STEEL (INCLUDING STEEL REQUIRED FOR

EMBEDMENT)

i) Reinforcement and Structural steel (including steel required for embedment) shall be stored consignment wise and size wise, above the ground by at least 150mm and protected by a suitable cover or as desired by the Purchaser / Engineer. The steel shall be protected from rusting, oil, grease and distortions. The reinforcing steel shall be coated with cement wash before stacking to prevent scale and rust, in areas having accelerating corrosion effect like marine atmosphere. The stacks shall be easily measurable. Steel needed for immediate use only shall be removed from storage. Fabricated steel shall be carefully stored to prevent damage, distortion, corrosion and deterioration.

ii) Reinforcement shall be stored according to the diameter, grade and length in

such a place as to permit easy approach for inspection and identification.

iii) The area shall be such that water does not accumulate and reinforcement does not get distorted or corroded. It shall not be stacked directly over ground or near any harmful materials. It shall be cleaned of excessive rust before use as desired / directed by the Engineer.

iv) Steel plates of different specifications shall be stacked separately. Steel of

IS:2062 and IS:8500 quality shall be given a grade wise, distinctive identification mark. Passage and space between the stacks shall be sufficient for rigging operations.

2.5.0 TESTING

All materials provided by the Contractor shall be tested for conformity with respect to the relevant specification and the test results shall be submitted to the Purchaser / Engineer for acceptance. In addition to above, the Contractor shall carryout the relevant tests at site as specified under different items of work and as per approved field quality plan.




Section 3

SECTION 3

TECHNICAL SPECIFICATION FOR CAST-IN-SITU CONCRETE AND

ALLIED WORKS




Section 3

CONTENTS

CAST-IN-SITU CONCRETE AND ALLIED WORKS 4

3.0.1 INTENT 4 3.0.2 GENERAL REQUIREMENTS 4 3.0.3 CODES AND STANDARDS 5 3.0.4 TECHNICAL REQUIREMENTS – INSTALLATION 10 3.0.5 SAMPLING, TESTING AND QUALITY ASSURANCE 10 3.0.6 RATES AND MEASUREMENTS 15

SUB SECTION - I 17

CAST-IN-SITU CONCRETE 17

3.1.1 INTENT 17 3.1.2 GENERAL REQUIREMENTS 17 3.1.3 CODES AND STANDARDS 23 3.1.4 TECHNICAL REQUIREMENTS - INSTALLATION 23 3.1.5 SAMPLING, TESTING AND QUALITY ASSURANCE 32 3.1.6 RATES AND MEASUREMENTS 36

SUB SECTION - II 38

REINFORCEMENT 38

3.2.1 INTENT 38 3.2.2 GENERAL REQUIREMENTS 38 3.2.3 CODES AND STANDARD 38 3.2.4 TECHNICAL REQUIREMENTS - INSTALLATION 38 3.2.5 SAMPLING, TESTING AND QUALITY ASSURANCE 41 3.2.6 RATES AND MEASUREMENTS 41

SUB SECTION - III 43

FORMWORK AND STAGING 43

3.3.1 INTENT 43 3.3.2 GENERAL REQUIREMENTS 43 3.3.3 CODES AND STANDARDS 44 3.3.4 TECHNICAL REQUIREMENTS – INSTALLATION & REMOVAL 44 3.3.5 SAMPLING, TESTING AND QUALITY ASSURANCE 48 3.3.6 RATES AND MEASUREMENTS 48

SUB SECTION - IV 50

EMBEDDED PARTS 50


SUB SECTION - V 53

NOT USED 53

SUB SECTION - VI 54

NOT USED 54

SUB SECTION - VII 55




Section 3

NOT USED 55

SUB SECTION - VIII 56

NOT USED 56

SUB SECTION - IX 57

JOINTS IN CONCRETE 57


SUB SECTION - X 65

NOT USED 65

SUB SECTION - XI 66

DISMANTLING/DEMOLISHING WORK - RCC AND PCC 66

3.11.1 INTENT 66 3.11.2 GENERAL REQUIREMENTS 66 3.11.3 CODES AND STANDARDS 66 3.11.4 TECHNICAL REQUIREMENTS - EXECUTION 66 3.11.5 SAMPLING, TESTING AND QUALITY ASSURANCE 67 3.11.6 RATES AND MEASUREMENTS 67

SUB SECTION - XII 68

ADDITIVES/ADMIXTURES IN CONCRETE 68

3.12.1 INTENT 68 3.12.2 GENERAL REQUIREMENTS 68 3.12.3 CODES AND STANDARDS 68 3.12.4 TECHNICAL REQUIREMENTS – INSTALLATION 69 3.12.5 SAMPLING, TESTING AND QUALITY ASSURANCE 69 3.12.6 RATES AND MEASUREMENTS 69

SUB SECTION - XIII 70

NOT USED 70




Section 3

SECTION 3

TECHNICAL SPECIFICATION FOR

CAST-IN-SITU CONCRETE AND ALLIED WORKS

3.0.1 INTENT

i) The work shall include providing of materials, all necessary plants and equipment, providing adequate engineering 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 Engineer / Purchaser.

ii) 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 Engineer / Purchaser.

iii) This specification of specification is divided into 13 Sub-Sections. This section

deals with common requirements and the other 13 Sub-Sections deal with specifications for 13 different items/activities. The stipulations contained herein shall form a part of the specifications of 13 different items/activities described in Sub-Sections I to XIII

All these thirteen Sub-Sections are as follows:

SUB SECTION - I Cast-in-Situ Concrete SUB SECTION - II Reinforcement SUB SECTION - III Formwork and staging SUB SECTION - IV Embedded parts SUB SECTION - V Foundation bolt assembly SUB SECTION - VI Shotcreting SUB SECTION - VII Grouting SUB SECTION - VIII Encasement of steel structures/elements SUB SECTION - IX Joints in Concrete SUB SECTION - X Water proofing/damp proofing of Concrete structures. SUB SECTION - XI Dismantling/Demolishing works-RCC and PCC. SUB SECTION - XII Cement Additives/Admixtures in concrete. SUB SECTION - XIII Concreting of major equipment foundations.

iv) Precast and pre-stressed concrete work specification, have been dealt separately.

Special requirements for machine foundations like BFP, TG, fan, mill and crusher foundation, chimney, natural draught cooling tower, piling, etc. have been covered in this specification separately in Sub-Section XIII and also applicable clauses of this specification / other sections shall be followed for the construction of the Machine foundation.


i) Any approval, instructions, permission, checking, review, etc. whatsoever by the Engineer / Purchaser, shall not relieve the Contractor of his responsibility and




Section 3

obligation regarding adequacy, correctness, completeness, safety, strength, quality, workmanship, etc.

ii) The Contractor shall make his own surveying arrangements for locating the co-

ordinates 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 the Purchaser. The Contractor has to provide at site, all the required survey instruments, along with qualified surveyors, to the satisfaction of the Engineer / Purchaser so that the work can be carried out accurately and according to the specifications and drawings.

3.0.3 CODES AND STANDARDS

i) 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 made available at site by the Contractor.

ii) All work shall be carried out as per the stipulations contained in various Sub-

Sections of these specifications and the latest Indian Standards, Acts, Codes and best practices.

iii) In case of conflict between the stipulations contained in various Sub-Sections of

these specifications and stipulations of Indian Standards, Codes, etc., the requirements of stipulations contained in various Sub-Sections of these specifications, shall prevail over that of Indian Standards, Codes, etc.

iv) Some of the applicable Indian Standard Codes, etc. are referred to here below:

IS: 73 Specification for paving bitumen.

IS: 226 Specification for structural steel (standard quality).

IS: 269 Specification for Ordinary Portland cement, 33 grade.

IS: 280 Specification for mild steel wire for general engineering

purposes.

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

IS: 432 Specification for mild steel and medium tensile steel bars and (parts I & II) hard drawn steel wire for concrete reinforcement.

IS: 455 Specification for Portland slag cement.

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

IS: 457 Code of practice for general construction of plain & reinforced

concrete for dams & other massive structures.

IS: 516 Method of test for strength of concrete.




Section 3

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

IS: 702 Specification for industrial bitumen.

IS: 816 Code of practice for use of metal arc welding for general construction in mild steel.

IS: 1199 Methods of sampling and analysis of concrete.

IS: 1200 Method of measurement of building and civil engineering

works. (Part-II, V, VIII, water proofing and damp proofing. XVIII)

IS: 1367 Technical supply conditions for threaded steel fasteners.

IS: 1489 Specification for Portland-Pozzolana cement. (Part-I) Fly ash based. (Part-II) Calcined clay based. IS: 1566 Specification for Hard-drawn steel wire fabric for concrete

reinforcement.

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

IS: 1786 Specification for high strength deformed steel bars and wires

for concrete reinforcement.

IS: 1791 General requirements for batch type concrete mixers.

IS: 1838 Specification for preformed fillers for expansion joints in concrete (Part-l)pavements and structures (non-extruding and resilient type).

IS: 2204 Code of practice for construction of reinforced concrete shell

roof.

IS: 2210 Criteria for the design of reinforced concrete shell structures and folded plates.

IS: 2386 Methods of test of aggregates for concrete. (Parts I to VIII)

IS: 2438 Specification for roller pan mixer.

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

reinforcement.

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

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

IS: 2514 Specification for concrete vibrating tables.




Section 3

IS: 2571 Code of practice for laying in-situ cement-concrete flooring. IS: 2645 Specification for Integral cement water proofing compounds.

IS: 2722 Specification for portable swing weigh batchers for concrete.

(single and double bucket type)

IS: 2750 Specification for Steel scaffoldings.

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

IS: 3025 Methods of sampling and test waste water.

IS: 3067 Code of practice for general design details and preparatory

work for damp proofing & water proofing of building.

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

IS: 3366 Specification for Pan vibrators.

IS: 3370 Code of practice for concrete structures for the storage of liquids.

(Part I to IV)

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

IS: 3414 Code of practice for design and installation of joints in the

buildings.

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

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

IS: 3696 Safety code for scaffolds and ladders. (Part I & II)

IS: 4014 Code of practice for steel tubular scaffolding. (Parts I & II)

IS: 4031 Methods for physical tests for hydraulic cement.

IS: 4130 Safety codes for demolition of buildings.

IS: 4326 Code of practice for earthquake resistant design and

construction of buildings.

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

IS: 4656 Specification for form vibrators for concrete.




Section 3

IS: 4925 Specification for batching and mixing plant.

IS: 4990 Specification for plywood for concrete shuttering work.

IS: 4995 Criteria for design of reinforced concrete bins for the storage of (Parts I & II ) granular and powdery materials.

IS: 5121 Safety code for piling and other deep foundations.

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

IS: 5525 Recommendations for detailing of reinforcement in reinforced

concrete work.

IS: 5624 Specification for foundation bolts.

IS: 6461 Glossary of terms relating to cement concrete.

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

IS: 6509 Code of practice for installation of joints in concrete

pavements.

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

IS: 7293 Safety code for working with construction machinery.

IS: 7861 Code of practice for extreme weather concreting. (Parts I & II)

IS: 9012 Recommended practice for shotcreting.

IS: 9103 Specification for admixtures for concrete.

IS: 9417 Recommendations for welding cold-worked steel bars for

reinforced concrete construction.

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

IS: 10262 Recommended guidelines for concrete mix design.

IS: 11384 Code of practice for composite construction in structural steel

and concrete.

IS: 12118 Specification for two-part polysulphide.

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

IS:8112 High strength ordinary Portland cement. (Grade 43)




Section 3

IS: 12269 53 Grade ordinary Portland cement.

IS: 12600 Portland cement, low heat.

SP: 23 Handbook of concrete mixes.

SP: 24 Explanatory Handbook on IS: 456-1978.

SP: 34 Handbook on concrete reinforcement and detailing.




Section 3

3.0.4 TECHNICAL REQUIREMENTS – INSTALLATION

For technical requirement of mixing / fabrication and laying / installation / erection of Cast-in-Situ Concrete and allied works, refer to each Sub-Section of this section of technical specification.

3.0.5 SAMPLING, TESTING AND QUALITY ASSURANCE

i) Facilities required for sampling materials, concrete, reinforcement formwork, etc. in the field and in the laboratory shall be provided by the Contractor. The Contractor shall carry out all sampling and testing in accordance with the relevant Indian Standards and/or International Standards, this specification and approved field quality plan. Where no specific testing procedure is mentioned, the tests shall be carried out as per the prevalent accepted engineering practice to the directions of the Engineer / Purchaser. Tests shall be done in the field in the presence of the Engineer / Purchaser or his authorised representative and at a laboratory, approved by the Engineer / Purchaser, and the Contractor shall submit to the Engineer / Purchaser the test results in triplicate within three days after completion of any test or as directed by the Engineer / Purchaser.

ii) The Contractor shall maintain records of all inspection and testing, which shall

be made available to the Engineer / Purchaser. The Engineer / Purchaser, at his discretion, may waive some of the stipulations for small and unimportant concreting operations and other works.

iii) 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 Engineer / Purchaser at no extra cost to the Purchaser.

3.0.5.1 QUALITY ASSURANCE PROGRAMME

i) The Contractor shall submit and finalise a detailed field Quality Assurance Programme within 30 days from the date of award of the contract, before commencement of work at site, 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 Purchaser shall identify customer hold points, beyond which work shall not proceed without written approval from the Engineer / Purchaser. The testing apparatus / equipment installed in the field laboratory shall be calibrated/corrected by the authorised persons, recommended by the Manufacturer or as required, to give accurate testing results.

ii) Frequency of sampling and testing, etc. and acceptance criteria are given in Table

1. However, the testing frequencies set forth are the desirable minimum and the Engineer / Purchaser shall have the full authority to call for additional tests as frequently as he may deem necessary to satisfy himself that the material and works comply with the appropriate specifications.

TABLE 1

FREQUENCY OF SAMPLING AND TESTING




Section 3

SR.NO.

Nature of test/ Characteristics

Method of Test No. of samples & frequency of Test

Remarks

I COARSE AGGREGATES

a) Particle size and shape

IS: 2386(Pt.1) One per 100 Cu.m. or part thereof or change of source whichever is earlier

Results to be as per the requirement of design mix, subject to variations within the limits specified in relevant Indian Standards.

b) Moisture content IS: 2386(Pt.3) 2 days Once for each stack of 100 Cu.m. of part thereof except during monsoon when this has to be done every day before starting of the work.

Accordingly, water content of the concrete shall be adjusted.

c) Specific gravity, density, voids absorption.

IS: 2386(Pt.3) 7 days Once in 12 weeks or change of source, whichever is earlier.

These tests shall be carried out while establishing design mix and results to be intimated.

d) Mechanical properties, crushing value, abrasion value and impact value.

IS: 2386(Pt.4) Initial stage only Once per source

Acceptance norms shall be as per IS: 383.

e) Soundness IS: 2386(Pt.5) Once per source Acceptance norms shall be as per IS: 383.

f) Reaction with alkali IS: 2386(Pt.7) Once per source These tests shall be carried out while establishing design mix and result to be intimated. Acceptance shall be as per IS: 2386(Pt7.)

g) Flakiness and petrographic

examinations

IS: 2386 This is to be done once and should be repeated in case the source is changed

These tests shall be carried out while establishing design mix and results to be initiated

h) Deleterious materials

IS: 2386(Pt.2) Daily Once per source

Results should be within the limit as specified in relevant Indian Standard and in this specification.

II. FINE AGGREGATES / SAND




Section 3

SR.NO.



Remarks

a) Particle size and shape.

IS: 2386 (Pt.1) One per 100 cu. m. or part thereof or change of source, whichever is earlier.

Should be as per the requirement of design mix, subjected to variation within the limit as specified in relevant IS code.

b) Specific gravity, density, voids, absorption and bulking.

IS: 2386 (Pt.3) 7 days Once in 12 weeks or change of source whichever is earlier.

These tests will be carried out while establishing design mix and results to be intimated.

c) Bulkage, moisture content (Routine test)

IS::2386 (Pt.3) 2 days To be done every day before start of work.

Volume of sand and weight of water shall be adjusted as per Bulkage and moisture content.

d) Silt, clay, deleterious materials, organic impurities.

IS: 2386 (Pt.2) Daily Once per source to be repeated, if source is changed.

Acceptance norms shall be as per IS: 383.

e) Soundness and Petrographic examination.

IS: 238 (Pt. 5 & 8)

Once per source Acceptance norms shall be as per IS: 383.

f) Mortar making properties.

IS: 2386 (Pt.6) Once per source Acceptance norms shall be as per IS: 383.

g) Reaction with alkali.

IS: 2386 (Pt.7) Once per source Acceptance norms shall be as per IS: 383 and IS: 2386(Pt.7)

III. CEMENT

a) Setting time. IS: 4031 One sample of each received from stores.

Acceptance norms shall be as per relevant Indian Standards.

b) Compressive strength.

IS: 4031 One sample of each received from stores.

Acceptance norms shall be as per relevant Indian Standards.

IV. WATER

Harmful substances, pH value, initial setting time, compressive

IS: 3025, IS: 4031& IS: 516

Once a month for each source.

Acceptance norms shall be as per Clause 5.4 of IS: 456




Section 3

SR.NO.



Remarks

strength.

V. CONCRETE

a) Workability (Slump and compaction factor).

IS: 1199 One sample every two hours from every fixing plant.

Acceptance value shall be as per Clause 7.1 of IS: 456

b) Crushing strength IS: 516 i) As per Clause 15.2.2 of IS: 456 for initial period.

Acceptance criteria shall be as per Clause 16 of IS: 456.

ii) One sample of six cubes per 150 cu. m. or part there of mass concrete for subsequent period.

A minimum of 3 specimens shall be tested for 28 days strength.

c) Water Cement Ratio.

IS: 1199 At random at the time of batching.

According to mix design.

d) Cement content IS: 1199 At random at the time of batching

According to mix design.

e) Water tightness test for (water retaining structures)

IS: 3370 Each tank or reservoir.

Acceptance criteria as per specification.

f) Finished dimensions

Physical measurement

All structures Acceptance as per Specifications.

V1. FORM WORK

a) Staging (Durability, strength & soundness of staging, joints, adequacy of its foundation and specific level)

Visual Each member Any staging intended for use shall be approved by the Engineer / Purchaser for its durability and strength.

After erection of staging, nominated representatives of Engineer / Purchaser shall check the soundness of the staging as a whole, its joints, adequacy of its




Section 3

SR.NO.



Remarks

foundation and the specific levels.

b) Shuttering

i) Materials Visual Random Formwork materials shall be strictly as per specifications and approval of the Engineer / Purchaser. Materials for formwork shall be unwrapped, thoroughly clean and without broken or damaged edges either due to repetitive use or otherwise. Oiling of formwork before concreting shall be resorted to.

ii) Joints Visual Random Joints shall be leak-proof to avoid loss of liquid.

iii) Dimensions and plumb

Physical measurement

Each member and before every lift.

Tolerance as per Specification.

VII REINFORCEMENT

a) Placement Visual each The bar bending schedule with the necessary hooks, laps, covers, spacers and chairs shall be 100% checked for all concreting works before start of work.

b) Cutting tolerance Physical measurement

Random Tolerance shall be as per specification.

c) Freedom from defects

Visual Random Any of the bars selected for use shall be free from cracks, surface flaws, laminations and rough, jagged and imperfect edges.

VIII EMBEDDED PARTS

a) Type of embedment

Visual Each part Type/Details shall drawings. Tolerance as per specifications.

b) Location and Physical Each part Details as per drawings. Tolerance as per specifications.




Section 3

3.0.6 RATES AND MEASUREMENTS

The clauses of rates and measurements mentioned in all Sub-Sections of this specification shall apply for item rate contracts only. These shall not be applicable to turnkey and/or lump sum contracts. However, for reconciliation of Purchaser issue materials (if any), for such turnkey and/or lump sum contracts, all the relevant clauses of measurements mentioned in relevant sections of these specifications shall be applicable. For determining the quantities of work below ground level, final graded ground or plinth level, whichever is applicable, shall be the determining factor. Accordingly, RCC trench, pedestal, plinth beam etc., which are partly above ground shall be considered as below ground level work.

3.0.6.1 RATES

i) The items of work in the Schedule of Items describe the work in brief. The various items of the Schedule of Items shall be read in conjunction with the corresponding Sub-Sections in these Technical specifications including amendments and addition, special conditions of contract and other tender documents, if any. For each item in the Schedule of Items, the Contractor rates shall include for the activities covered in the description of the item as well as for all necessary operations described in the specification.

ii) The Contractor's quoted rates shall include minor details which are obviously

and fairly intended, and which may not have been included in the description of these documents, but are essential for the satisfactory completion of the work. Quoted rates shall also include for all safety measures as required by codal provisions, local regulations etc., and for execution to the satisfaction of the Engineer / Purchaser.

iii) The Contractor's quoted rate for each item shall be inclusive of providing all

plant, equipment, labour, engineering supervision and technical personnel, materials, transportation from stores, staging and all temporary works. Skilled and unskilled labour, works / activities / operations stipulated in the schedule of items, specification, drawings and for all leads and lifts.

iv) The Contractor's quoted rates shall also include for all Quality Assurance

requirements such as, but not limited to, providing for Engineer / Purchaser's inspection, testing samples, transport of samples to laboratory, testing, maintaining and submitting all test and inspection records, etc.

3.0.6.2 MEASUREMENTS

i) All measurements shall be in SI units.

ii) Linear measurements shall be in meters (m) correct up to second place of decimal. Areas and Volumes shall be calculated from the linear measurements and shall generally be in sq. meters (Sq.m) and cubic meters (Cu.m.) respectively, rounded off to two decimal places. For rounding off, values in the third decimal place, which are below 5 shall be ignored and those 5 and above shall be taken as 10.




Section 3

iii) For each item of work, the total quantity for payment, at quoted rates, shall be the lesser of actual quantity executed and that evaluated on the basis of mode of measurements given subsequently. In case of part acceptance of work, the Engineer / Purchaser shall have the authority to withhold a part of the payment.

iv) All measurements shall be either jointly recorded by the Contractor and the

Engineer / Purchaser or as per the design drawings, whichever is less. However the decision of the Engineer / Purchaser shall be the final and binding to the Contractor in this regard. Below ground and above ground works, shall be measured separately, wherever specified in the Schedule of items. For determining the below or above ground works, formation level or plinth, whichever is applicable, shall be the governing factor. (e.g., the protruding portion of trench shall be considered as below ground work, whereas RCC floor slab at plinth level shall be considered as above ground work).




Section 3

SUB SECTION - I

CAST-IN-SITU CONCRETE 3.1.0 3.1.1 INTENT

This Sub-Section of the specification deals with plain or reinforced cement concrete for general use and in structures and covers the requirements for concrete, materials, their properties, storage, handling, grading, mix design, strength and quality, pouring at all levels, testing, casting, protecting, curing, finishing, etc.


i) This part of the specification covers the requirement for plain and or reinforced cement concrete for all kinds of work such as building up of piles, pilecap, foundations including machine foundations, pedestals, columns, beams, slabs, lintels, floors, roofs, parapets, facia, flooring, under bed, screed concreting, concreting over metal decking, encasement of structures, area paving, trenches, drains, pits, sumps, rigid foundation for rail-tracks, manholes, culverts, walls, tanks, coping, jambs, waist slabs, soffits of stairs, risers, treads, canopy, portico, grade slab, decks supported on vibration isolation system, basement, cable vault, etc.

ii) For the concreting work in piling, specification for concreting as specified under

piling chapter shall also be referred to in addition to the specification covered herein. In case of conflict between stipulation in piling chapter and this chapter, the specification covered under piling chapter shall prevail.

iii) The provisions of IS: 456 shall be followed as general guidance, along with all other

relevant Indian Standards, unless otherwise specifically mentioned. Contractor shall deploy mechanised system for production, transportation and placement of concrete.

iv) At least one week before commencing the construction of any large concrete

section, the Contractor shall submit, for approval of the Engineer / Purchaser, detailed proposals for placing the concrete to demonstrate the suitability of the methods.

3.1.2.1 MATERIALS

In general, 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, (Section 2), which shall be deemed to form a part of this specification.

The Engineer / Purchaser shall have the right to inspect the sources of materials, method of procurement and storage of materials, quality control procedures, etc.

A) Cement

Ordinary Portland cement (Grade-43) conforming to IS: 8112 shall be used for all important and critical structural concreting works and the certificate of manufacturer




Section 3

shall be furnished with each batch. Special cement shall be used for underground structures if required as per approved soil report. Fly ash based Portland Pozzolana cement conforming to IS : 1489 (Part – 1) shall only be used for non – important structures after the approval of Owner/Consultant. Higher grade of Portland ordinary cement namely Grade 43 and Grade 53 conforming to IS : 8112 and IS : 12269 respectively can also be used for specific application. However, ordinary Portland cement shall necessarily be used for structures requiring grade of concrete of M30 and above.

B) Aggregates

i) Aggregates mean both coarse and fine inert materials used in the preparation of

concrete. Aggregates shall consist of natural sand and / or crushed stone from a source known to produce satisfactory aggregate for concrete and shall conform to IS: 383

ii) For reinforced concrete work, aggregates conforming to IS: 383 having a

maximum size of 20 mm shall be used. For certain reinforced concrete works, aggregates having a maximum size of 12.5 mm shall also be used. However, for lean concrete provided as mud mat below structural concrete, maximum size up to 40 mm shall be used.

iii) Petrographic examination of aggregate shall be carried out by the Contractor at

any of the approved laboratory to ascertain the structure and rock type including presence of strained quartz and other reactive minerals for machine foundations, etc., and other structures as specified in schedule of items. Moreover, in case, the coarse aggregate sample is of composite nature, the proportions (by weight) of different rock types in the composite sample and petrographic evaluation of each rock should also be ascertained. While determining the rock type, special emphasis should be given on identification of known reactive rocks like chalcedony, opal, etc. The Procedure laid down in IS: 2430 for sampling of aggregates may be followed.

iv) The laboratory test shall determine potential reactivity of the aggregate, which

may lead to reaction of silica in aggregate with the alkalis of cement and / or potential of some aggregates like limestone to cause residual expansion due to repeated temperature cycle. If the same is established, the contractor shall further carry out alkali aggregates reactivity test as per IS: 2386 (Part VII) and / or repeated temperature cycle test to establish the suitability of the aggregates for the concrete work. The test results, with final recommendations of the laboratory, as to a suitability of the aggregate, for use in the concrete work for various structures and suggested measures, in case of results are not satisfactory, shall be submitted to the Engineer / Purchaser for his review, in report form.

v) In case in the report, it is established, than the aggregates contain reactive silica,

which would react with alkalis of the cement, the contractor shall change the source of supply of the aggregate or take measures as recommended in the report as instructed by Engineer / Purchaser. In case aggregates indicate residual




Section 3

expansion, under repeated temperature cycle test (from 10 ºCelsius to 65 ºCelsius and for temperature cycles) the material shall not be used for concreting of TGs’, BFP’, Fans, mills and other equipment foundations which are likely to be subjected to repeated temperature cycle. The contractor shall use aggregates free from residual expansion under repeated temperatures cycle test.

C) Pozzolana (Fly Ash)

Fly ash based Portland Pozzolana cement conforming to IS: 1489 (Part- 1) shall only be used for non

important structures after the approval of Owner/Consultant. D) Admixtures

Admixtures in concrete for promoting workability, improving strength, entraining air for similar purposes may be used only after the written permission from the Engineer / Purchaser is obtained. These shall be free from, injurious amount of 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 IS: 9l03 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 Engineer / Purchaser, before use. Details of admixtures have been covered under Sub-Section - X.

E) Water

i) 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 i.e. generally considered satisfactory for mixing concrete. The maximum permissible values of impurities shall be as given in Clause 5.4 of IS: 456.

ii) 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 IS: 456.

iii) Average 28 days compressive strength of at least three 150mm 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.

iv) The initial setting time of 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 blocks shall be prepared and tested in accordance with the requirements of IS: 4031 (Part5).




Section 3

v) 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 Engineer / Purchaser may refuse to permit its use. Sea water shall not be used for curing besides mixing in concrete.

F) Grades of Concrete

All concrete shall be "design mix concrete” as defined in IS: 456, unless a nominal mix concrete such as 1:2:4, 1:3:6, 1:4:8 or 1:5:10 proportion is specified. The proportion referred to is by weight (mass). The grades for 'design mix' concrete shall be designated M15, M20, etc. as specified in IS: 456.

A screed layer not less than 100 mm thick of cast in situ concrete of nominal mix 1:3:6 shall be provided below all water retaining structures. Minimum 75mm thick layer of 1:4:8 proportion concrete shall be applied below brick wall foundations, RCC foundations, trenches and underground structures.

Plinth protection work around buildings shall be constructed in M20 grade concrete.Base plate encasement, All RCC paving work, Precast concrete work, ground floor slabs, cable and pipe trenches, encasement of structural steel work, etc. shall be constructed in M25 grade concrete.

For all RCC members such as Foundation and super structure, grade beams, pedestals, columns, roof slabs, Water retaining structures below and above ground, , etc. M30 grade concrete shall be used.

i) Nominal mix Concrete

Nominal mix shall conform to Clause 9.3 of IS: 456. Nominal mix concrete shall be used only for plain Cement concrete works and where shown on drawings or specifically allowed by the Engineer / Purchaser. 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 (Clauses 9.3 and 9.3.1) of IS: 456. In addition, standard proportion by volume shall he used wherever specified.

In proportioning concrete, the cement shall be measured by (mass) weight. The quantities of fine and coarse aggregates may be determined by volume (for corresponding weight) but preferably by weight. 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-III). Allowance shall also be made for surface water present in the aggregates, when computing the water requirement. All the above data shall be maintained properly, to the satisfaction of the Engineer / Purchaser.

The recommended maximum water cement ratios are specified in Table 2.

TABLE 2

RECOMMENDED WATER-CEMENT RATIO Nominal mix concrete per bag Quantity of water




Section 3

of 50 Kg cement (max.) 1:5:10 60 liters

1:4:8 45 liters

1:3:6 34 liters

1:2:4 32 liters

ii) Generally as broad guidelines, the strength requirements of Nominal mix concrete 1:5:10 shall 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.

iii) 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:

In case the Engineer / Purchaser 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 Engineer / Purchaser may, however, also accept such lower strength concrete but such lower strength concrete shall be classified as belonging to the appropriate lower grade proportion for measurement and payment.

In case the Engineer / Purchaser 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. Such extra cement shall also be considered for reconciliation purposes. The use of richer mix shall be continued until the Engineer / Purchaser instructs otherwise.

iv) 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 Engineer / Purchaser directs use of additional cement over the quantity specified for the particular mix proportion to achieve the minimum specified strength.

3.1.2.2 DESIGN MIX CONCRETE

i) Design Mix Concrete shall be used on all concrete works, except where specified otherwise or specially permitted by the Engineer / Purchaser. The mix shall be designed for all grades of concrete (except those specified under Nominal Mix Concrete) such as to obtain the required workability and the characteristic strength not less than the appropriate values given in Table 3 of Section 3. Using Standard Deviation specified in IS: 10262 corresponding to good quality control, the Minimum value of target strength of design mix of various grades of concrete shall be as per Table 3 of Section 3.

ii) However, the Engineer / Purchaser may allow, to change the target strength values based on adequate numbers of works test results.




Section 3

TABLE 3

GRADES OF CONCRETE

Grade Designation of concrete Compressive strength of a 15 cm cube

at 28 days (N/Sq.m)

Preliminary test strength (target strength of trial mix)

Characteristic strength on works cubes

M 15 20.8 15 M 20 27.6 20 M 25 33.7 25 M 30 39.9 30 M 35 45.4 35

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

determined by mass. However, only in some exceptional cases including concreting in some isolated areas, the Engineer / Purchaser 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. 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 and shall conform to Clause 10.2.2 of IS: 456

iv) 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 IS: 2386 (Part -III) shall be made as frequently as directed by the Engineer / Purchaser.

v) In the structures where the impermeability and shrinkage of concrete have an

important bearing on the durability and serviceability of the structures, such as water retaining structures, basements, underground premises, tunnels, pump houses, pre-stressed structure, thin precast members etc. the water cement ratio shall be kept low and preferably not exceeding 0.45.. To increase the workability, Plasticiser may have to be used in such cases. Trial mix shall be carried out accordingly.

vi) With the permission of the Engineer / Purchaser, 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 Preliminary tests for the corresponding grade of concrete. The extra cement required on account of this shall also be considered for reconciliation purposes.

3.1.2.3 MIX DESIGN

i) IS: 10262 shall be followed as general guidance for mix design. Preliminary tests/trial mix, as specified or as required by the Engineer / Purchaser, shall be carried out sufficiently ahead of the actual commencement of the work with different grades




Section 3

of concrete made from representative samples of 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 Table 3 in Clause No. 3.1.2.2 of Sub-Section – I of Section 3 of this specification.

ii) Minimum cement contents from durability consideration, different exposures and

sulphate attack shall be as given in Table-4 (Clauses 8.2.2.4 and 9.1.2) of IS: 456. In case, higher value is obtained from trial mix from strength consideration, same shall be provided.

iii) At least four trial mixes are to be made and minimum nine 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 Engineer / Purchaser) at 7 days and others at 28 days for obtaining the compressive strength. The test reports shall be submitted to the Engineer / Purchaser. 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.

iv) The Contractor shall submit the test reports of mix design to the Engineer / Purchaser

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 Engineer / Purchaser.

v) 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 perform initial tests to ascertain the revised mix proportions and water-cement ratio to be used for obtaining the desired strength and consistency.


For applicable codes and standards, refer to Clause no. 3.0.3 of Section – 3 of this specification, in addition to the Codes and Standard mentioned at various places under this Division.

3.1.4 TECHNICAL REQUIREMENTS - INSTALLATION 3.1.4.1 WORKABILITY OF CONCRETE




Section 3

i) 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 and shall conform to Clause 7.0 of IS: 456.

ii) The degree of workability necessary to allow the concrete to be well compacted and

to be worked into the corners of formwork and round the reinforcement to give the required surface finish shall depend on the type and nature of the structure and shall be based on experience and tests. The suggested ranges of values of workability for concrete for some placing conditions, measured in accordance with IS: 1199 and as stipulated under Clause 7.0 of IS: 456, are given below in Table-4 for guidance only. In addition, in some special cases like casting of pile, very high degree of workability (up to 180 mm slump) shall be used.

TABLE-4

LIMITS OF WORKABILITY

Placing Conditions Degree of

Workability Slump (mm)

Large mass concrete structure with heavy compaction equipment, roads and the like.

Very low 0-25

Uncongested wide and shallow R.C.C structures

Low 25 – 50

Deep but wide R.C.C structures with congestion of reinforcement and inserts

Medium

25-75 Very narrow and deep R.C.C structures with congestion due to reinforcement and inserts

High 75 – 125

Note:

Notwithstanding, the values given above, the slump to be maintained for work in progress shall be as per directions of the Engineer / Purchaser.

3.1.4.2 MIXING OF CONCRETE.

i) All structural concrete mixing shall be done at a single central batching plant, conforming to IS: 4925, situated within the area allocated for the Contractor's particular use as shown on the drawing or as directed by the Engineer / Purchaser. The plant shall have a mechanically operated mixer of an approved size, capacity not less than 1 (one) cubic meter and type, capable of ensuring a uniform distribution of the materials throughout the mass and the mass is uniform in colour and consistency. In case the contractor is procuring ready mix concrete from approved batching plant, the same has to be approved from Engineer / Purchaser. Digitized recording of the




Section 3

material consumed along with the quantity of concrete produced for every shift of eight hours shall be submitted to the Engineer / Purchaser.

ii) However, for PCC work upto M15 Engineer / Purchaser may permit the use of

independent mechanical mixer with weigh conforming to IS: 1791 batching machine

iii) 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 an uniform distribution of the materials and the mass but in no case shall mixing be done for less than two 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 Engineer / Purchaser. Mixers shall not be loaded above their rated capacity as this prevents thorough mixing. 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.

iv) In exceptional circumstances and/or work in remote areas, hand mixing may be

allowed by the Engineer / Purchaser, subject to adding 10% extra cement which shall be considered for reconciliation purposes. 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.

v) Partly set or excessively wet concrete shall not be used. No concrete shall vbe mixed

by hand. 3.1.4.3 CONCRETE CONVEYING

i) Concrete shall be handled and conveyed as rapidly as practicable, from the place of mixing to the place of final laying by Transit mixers or by other 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 occurs during transport, the concrete shall be remixed. During very hot or cold weather, if directed by the Engineer / Purchaser, 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 the Purchaser. The concrete shall be placed and compacted within 90 minutes of the addition of water to the mix. Any concrete left unplaced after this time shall be rejected and removed from site.

ii) Conveying equipment of concrete shall be watertight, well maintained and

thoroughly cleaned. Chutes shall not be used for transport of concrete without the written permission of the Engineer / Purchaser. The chute, in case permitted to be




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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.

iii) Concrete may be conveyed and placed at location of pour by mechanically operated

equipment, e.g. pumps or pneumatic placers with the written permission of the Engineer / Purchaser, who shall review the entire scheme for which comprehensive details shall be furnished by the Contractor.

3.1.4.4 CONCRETE PLACING

i) 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 minutes of leaving the mixer. Concrete shall be placed in the forms as close as possible to its final position in a single operation to the full thickness of slabs and beams and shall be placed in horizontal layers, not exceeding 2.5 m height in a single pour in walls, columns and similar members.

ii) 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 Engineer / Purchaser. Concrete shall not be dropped from a height or handled in a manner which may cause segregation. Also, concrete shall not be dropped from a height exceeding 1.5 metres. Trunking and chutes to owner/consultant’s approval shall be used for any concrete to be deposited from a height exceeding 1.5 metres.

iii) 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.

iv) Concrete shall not be placed in foundations on soft areas or where there is standing

water or debris. Such soft areas shall be removed and filled with 1:4:8/ 1:3:6 nominal mix concrete, as directed by the Engineer / Purchaser.

v) For rock surfaces, it shall be ensured that the rock is sound. On sloping rock faces,

rough steps or benches shall be formed and concrete shall not be placed on a sloping rock surface. Prior to pouring concrete, the rock surface shall be cleaned with a high pressure water and air jet and kept wet for three hours. Also, before placing concrete, water shall be removed from depressions, the rock surface shall be dried and a 10mm thick cement sand mortar (1:6) layer shall be placed into all crevices, cracks, depression, etc.

vi) 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 150mm or higher thickness as directed by the Engineer / Purchaser and thoroughly compacted before placing next layer. The




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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.

vii) Approval by the Engineer / Purchaser of any of the materials and/or work as required

herein shall not relieve the Contractor of his obligation to produce finished concrete in accordance with the drawings and specifications. Slots, openings, holes, pockets etc. shall be provided in the concrete as directed by the Engineer / Purchaser.

viii) Slabs, beams and similar members shall normally be poured in one operation. In

special circumstances, with the approval of the Engineer / Purchaser, 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 Engineer / Purchaser.

ix) Compaction of concrete shall conform to Clause 13.3 of IS: 456. After the concrete

has been placed, it shall be spreaded 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 Engineer / Purchaser. Care must be taken to ensure that the inserts, fixtures, reinforcement and formwork are not displaced or disturbed during placing of concrete.

x) Whenever vibration has to be applied externally, the design of formwork 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 Engineer / Purchaser.

xi) 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.

xii) Immersion vibrators shall have a 'no load' frequency, amplitude and acceleration as

per IS: 2505 depending upon the size of the vibrator Immersion vibrators shall be operated by experienced personnel. These vibrators shall be immersed not more than 450mm 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. Vibrators shall be withdrawn slowly to avoid formation of void inside concrete.

xiii) No concrete shall be placed in wet weather or on a water covered surface. If there has

been any signs of washing of cement or sand, the concrete shall be entirely removed immediately. Suitable precautions shall be taken in advance to guard against possible rains before leaving the fresh concrete unattended.




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xiv) Mass concrete shall be poured in lifts not exceeding 1.0 m in height unless otherwise

indicated on drawings or as directed by the Engineer / Purchaser. Horizontal lift shall not be more than l50cm in thickness, according to provision of IS: 457.

xv) Formwork and reinforcement shall be approved in writing by the Engineer /

Purchaser before concrete is placed. Concrete shall be placed only after all preparations for casting have been approved by the Engineer / Purchaser 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 along with the Contractor’s bills.

Concrete, when deposited, shall have a temperature of not less than 5 ºCentigrade and not more than 40 ºCentigrade. When depositing concrete in very hot weather, precautions shall be taken so that the temperature of wet concrete does not exceed 40 ºCentigrade 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. The maximum allowable temperature of any point within any cast element is 60°C. The maximum allowable differential temperature between any two points in the same element is 15°C. Additional temperature control measures during construction (such as the use of insulated formwork) will be required. However, before mixing/placing concrete, when the above temperature conditions vary on either side, approval of the Engineer / Purchaser shall be obtained for the method of execution. Where specified on the drawings, construction, expansion or contraction joints shall be provided and the concrete shall be poured continuously between two adjacent joints. No other joints than shown on the drawings shall be permitted. Stoppage (cold) joints formed between two concreting operations separated by more than 6 hours time shall be subject to the same treatment as the construction joints.

3.1.4.5 PROTECTION AND CURING OF CONCRETE

i) 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 grounds, during placing of concrete and for a period of at least three days or as otherwise instructed by the Engineer / Purchaser.

ii) The ground water around newly poured concrete shall be kept down to an approved

level by pumping or other approved of drainage. Adequate steps 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.

iii) Curing shall be done as per Clause 13.5 of IS: 456. 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 Engineer / Purchaser, up to fourteen days. Curing of




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vertical 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 25mm depth.

iv) Approved curing compounds may be used in lieu of moist curing with the permission

of the Engineer / Purchaser. 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.

v) Quantity of water applied shall be such as to prevent erosion of placed concrete and

retain the surface of concrete in moist condition during the entire curing period.




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3.1.4.6 CONSTRUCTION JOINTS

i) Construction joints shall conform to Clause 13.4 of IS: 456. However, for water retaining structures, provision of IS: 3370 shall also be followed.

ii) When work has to be interrupted, the concrete shall be rebated and/or keyed at the

joint to such shape and size as may be required by the Engineer / Purchaser or as shown on the drawings. All vertical construction joints shall be made with stop boards which are rigidly fixed and slotted to allow for the passage of the reinforcing steel. In the case of water retaining structures, basements, tunnels, etc. water stop of approved material shall be provided, if so specified on the drawings or as directed by the Engineer / Purchaser.

iii) Construction joints shall be located as shown or described on the drawings. Where it

is not described, the joints shall be in accordance with the following guidelines.

In a column, the joints shall be formed about 75mm below the lowest soffit of the beams framing into it, including haunches, if any. In flat slab construction, the joint shall be 75 mm below the soffit of the column capital.

Concrete in a beam shall be placed throughout without a joint. If unavoidable, the joint shall be vertical and within the middle-third of the span. When a beam intersects a girder, the joints in the girder shall be given an offset equal to a distance twice the width of the beam and additional reinforcement provided for shear. The joints shall be vertical throughout the full thickness of the concrete member with suitable shear key wherever shown on the drawing.

A joint in a suspended floor slab shall be vertical at one quarter points of the span and at right angle of the principal reinforcement.

Construction joints in equipment foundations shall not be provided without specific concurrence of the Engineer / Purchaser.

Vertical construction joints in water retaining structures shall not be permitted unless shown on the drawings.

The maximum horizontal length of wall to be poured in one operation in any one direction is 7.5 metres. A period of 7 days to be allowed between adjacent pours except where water stops are provided when this can be reduced with Owner/Consultant’s approval. Alternatively a gap of 600 mm width shall be left between adjacent pours and filled after 7 days from the date of formation subject to Owner/Consultant’s approval.

However, if the Contractor desires any adjustments in the location of construction joints (to suit site conditions) from those shown on drawings or from those explained above, he shall obtain prior approval from the Engineer / Purchaser.




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iv) Before fresh concrete is placed, the cement skin of the partially hardened concrete

which was poured earlier shall be thoroughly removed and the surface made rough and aggregate exposed, by wire brushing, hacking, water jetting, air jetting or any other method as directed by the Engineer / Purchaser. The rough surface shall be thoroughly wetted for about 1/2 hour and shall be dried and coated with 10 to 15 mm thick layer of 1:1 freshly mixed cement and sand slurry. Special care shall be taken to see that the first layer of concrete placed after a construction joint is thoroughly rammed against the existing layer.

v) In forming a joint, concrete shall not be allowed to slope away to a thin edge. The

locations of construction joints shall be planned by the contractor well in advance of pouring and they will have to be approved by the Engineer / Purchaser. The Contractor's proposals shall include at least the location of construction joints, the sequence of pouring, formwork details and their stripping times.

vi) For construction of wall kicker / subsequent pours, the sequence of operation shall be

as follows, When the concrete has not fully hardened, all laitance shall be removed by scrubbing the wet surface with wire or bristle brushes, care being taken to avoid dislodgement of particles of aggregate. The surface shall be wetted and all free water removed. The surface shall then be coated with neat cement slurry. On this surface, a layer of concrete of 150 mm in thickness/height (minimum) shall first be placed and shall be well rammed against old work, particular attention being paid to corners and close spots. Work, thereafter, shall proceed in the normal way. The minimum height of kicker, if used, shall be 70 mm and carefully constructed.

vii) For multiple lift work, a suitable time gap shall be maintained between the setting of

the earlier placed concrete and the commencement of next concrete pour. After depositing concrete in columns, piers or walls, a time gap of minimum 4 hours and preferably 24 hours shall be maintained before depositing concrete in beams, girders or slabs, supported thereon in order to avoid cracking due to settlement.

3.1.4.7 WORK IN EXTREME WEATHER CONDITIONS

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 IS: 7861 (Parts I and II).

3.1.4.8 CLEANING AND FINISHING OF CONCRETE

i) All concrete surfaces shall have an even and clean finish free from honeycombs, air bubbles, fins or other blemishes, unmarred and reasonably smooth. The formwork joint marks on concrete work exposed to view shall be rubbed with Carborundum stone and defects patched up with a paste of cement sand mortar (1:2) and cured. The finish shall be made to the satisfaction of the Engineer / Purchaser. Concrete surfaces to be subsequently plastered or where brick work is to be built against item, shall be adequately hacked as soon as the form is stripped off so that proper bond can develop.




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ii) Immediately after removal of forms, the concrete shall be allowed to be inspected

and defective areas as pointed out by the Engineer / Purchaser shall be removed partially or entirely as directed. Holes, left by form bolts, etc. shall be filled up and made good with cement sand mortar of approved mix. All superficial defects such as honeycombing, rough patches, etc. shall be similarly made good. If the defective area is at a vulnerable location, e.g., at the ends of beams & columns, etc. then it may be necessary to cut out the member completely or in part and reconstruct as directed by the Engineer / Purchaser. If epoxies have to be used, the same shall be subjected to the approval of the Engineer / Purchaser. Poured concrete affected by faulty formwork shall be removed totally and replaced. If so directed, the Contractor shall have to resort to grouting / shotcreting.

iii) 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 finishes, projections etc. removed leaving the surfaces reasonably smooth and unmarred.

iv) Where integral cement concrete finish is called for, the surface shall be compacted

and then floated and treated with a straight edge and any high and low spots eliminated. The work shall be carried out as per IS: 2571.

3.1.5 SAMPLING, TESTING AND QUALITY ASSURANCE 3.1.5.1 GENERAL

i) Concrete cubes for works tests shall be cured under normal site conditions. When in the opinion of the Engineer / Purchaser, extreme weather conditions prevail, then these may require curing under job conditions.

ii) For the purposes of statistical analysis, any substandard cube result, which in the

opinion of the Engineer / Purchaser, is due to improper sampling, moulding or testing shall be discarded and a dummy result shall he 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%.

iii) If the strength of the cubes, for any portion of the concrete work, falls below the

compressive strength specified, the Engineer / Purchaser shall have the right to order a change in the proportions or the water content for the remaining portion of the structure.

iv) If the 'strength' of the works cured test cubes falls below the specified strength, the

Engineer / Purchaser shall have the right to direct the Contractor to follow, provisions for temperature and moisture control during the period of curing as necessary to secure the required strength and may require retest in accordance with the standard method of securing, preparing and testing specimens from hardened




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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.

v) 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 adjacent structures, the same shall be made good, by the Contractor to the satisfaction of the Engineer / Purchaser at no extra cost to the Purchaser. Only as a very special case and that too in non-critical areas, the Engineer /

Purchaser may accept concrete work which is marginally unacceptable as per the criteria laid down in IS: 456. For such accepted work, payment shall be made at a reduced rate prorata to the concrete cube strength obtained, against that stipulated.

Before placing concrete, the inside of forms shall be checked to ensure that they are clean and thoroughly wetted or adequately treated, so as to prevent absorption of water from the concrete.

vi) Ultrasonic pulse velocity test shall be carried out for the top decks and columns of

all machine foundations and TG deck & column & its substructure to ascertain the homogeneity and integrity of concrete. In addition, additional cubes (at the rate of one cube per 150 cum of concrete subject to a minimum of six cubes) shall be taken to carry out Ultrasonic Pulse velocity (UPV) testing on the cubes to serve as reference UPV values. Testing shall be done as per IS: 13311 (Part-1).

vii) Cutting core test shall be carried out and shall comply with the requirements of IS:516 or an approved equivalent standard.

viii) Gamma radiography testing shall be carried out in accordance with the requirement of IS:13311, part 1 or equivalent. The Contractor shall arrange for the specialized agency for conducting the test at his cost. The Contractor shall also arrange 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 below and as directed by the Engineer / Purchaser.

Cement grout – cement grouting shall be done in structures / foundations where large-scale voids or honeycombing are observed. The cement grout with non-shrink admixture and / or plasticizer shall be used. Water cement ratio needs to be controlled and it shall be preferably less than 0.5. Nipples shall be fixed in the locations where grouting has to be carried out. Cement grout shall be injected at a pressure of 2.5 to 3.0 Kg / Sq.cm.

Epoxy grout – epoxy grouting shall be carried out in critical locations from serviceability as well as structural point of view. In addition, this shall be carried out in locations where narrow passage is available for free flow of grout.




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ix) Rebound hammer test shall be carried out for ascertaining the quality of concrete work, as directed by the Engineer / Purchaser.

x) 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 here under:

All arrangements, including supply of water for testing purposes, shall be kept ready when the tank is nearing completion.

Water supply to the tank shall be in stages of 300 to 450mm height in order to check the water tightness of the tank and location of leakage of various levels.

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.

The leakage points shall be marked and separately treated during test condition or after dewatering.

The reservoir/tank shall be retested for water tightness after rectification, if desired.

xi) For basement type structures like cables vault, track-hopper, tunnel, neutralising pit,

etc. the contractor shall examine the water tightness against ingress of sub-soil water.

xii) Frequency of sampling and testing including the methods for conducting the tests

shall be as given in Table 1 in Clause 3.0.5 of Section 3. 3.1.5.2 SAMPLING OF CONCRETE

Samples from fresh concrete shall be taken according to IS: 1199 and tested as per IS: 516.

Normally only compressive test shall be performed but the Engineer / Purchaser may require other tests to be performed in accordance with IS: 516.

A) Trial Mixes:

At least four trial mixes for each grade of concrete shall be made with minimum 6 test cubes for each mix.

B) Works Tests:

The min. frequency of sampling of concrete of each grade shall be according to Clause 15.2.2 of IS: 456. However, after getting continuous satisfactory results and in the case of voluminous concrete works, the Engineer / Purchaser may at his discretion reduce the frequency of sampling as follows.

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




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concrete or part thereof, 3 specimens shall be tested at 7 days and remaining 3 shall be tested at 28 days. However in all cases, the 28 days compressive strength shall alone be the criterion for acceptance or rejection.

To control the consistency of concrete from every mixing, slump tests and compaction factor testes in accordance with IS: 1199 shall be carried out by the Contractor every two hours or as directed by the Engineer / Purchaser. Slumps corresponding to the test specimens shall be recorded for reference.

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.

Unless otherwise specified, the tolerance in construction shall be as follows:

Description of Item/ Structural element Permissible Deviation in mm

The dimensions of concrete as cast when compared with those on the drawings shall be within the tolerance given below: Faces of concrete in foundation and structural members against which backfill is placed.

+25 -10

Location of footing (for RCC framed structures only) +25 -25 Eccentricity of footing 2% of footing width of direction of

misplacement but limiting to 50 mm. Top surfaces of slabs and of concrete to receive base plates to be grouted.

+5 -5

Alignment of beams, lintels, columns, walls, slabs and similar elements.

+5 -5

Cross dimensions of wall, slabs and similar structural elements.

+5 -5

Deviation from specified dimensions of cross-section of columns and beams.

+12 -6

Alignment of holding down bolts without sleeves. +1.5 -1.5 Alignment of holding down bolts with sleeves. +5 -5 Level of holding down bolt assemblies. +10 -10 Embedded parts (in any direction). +5 -5 Centers of pockets or holes with greatest lateral dimension not exceeding 150mm.

+10 -10

Variation in steps: Riser +1.5 -1.5 Tread +3.0 -3.0 Plumb 3mm for every meter subject to

maximum of 10 mm. 3.1.5.3 ACCEPTANCE CRITERIA

The acceptance criteria of concrete shall be in accordance with Clause 16 of IS: 456. However, in exceptional circumstances, the Engineer / Purchaser may, at his discretion, accept a concrete of lower strength than that specified at reduced rates. The concrete shall be deemed to comply with the strength requirements if:




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i) Every sample has a test strength not less than the characteristic value or

ii) The mean strength shall exceed the characteristic strength by a margin of 1.65 times

the standards deviation expected from the batching plant. However, no standard deviation less than 3.5 N/mm2 shall be used as a basis for designing a mix.

3.1.5.4 LOAD TEST

If any work is found unacceptable whereupon the Engineer / Purchaser require its removal and reconstruction, the Contractor may request that it should be load tested in accordance with the provision of Clause 17.6 of IS: 456 as given below:

i) The test load shall be equivalent to the sum of the characterstic dead load and 125

percent of the characterstic superimposed load for which the structure or element was designed. This load shall not be applied earlier than 28 days after the effective hardening of concrete. This test load shall be maintained for 24 hours and during the entire duration of the test, struts, strong enough to take the whole superimposed, dead and other loads shall be placed in position, leaving a small gap under the members.

ii) The maximum deflection shall be measured after the test load is in position for 24

hours. Thereafter, the test load shall be removed. iii) If 24 hours after the removal of the load, the structure does not show a recovery of

at least 75 percent of the deflection, registered as in (ii) above, the test shall be repeated after a lapse of 72 hours. The structure shall be considered to have failed to pass the test if the recovery after the second test is not at least 80 percent of the maximum deflection during the second test.

iv) If the maximum deflection in mm, shown during 24 hours under load, is less than

40L2 /D, where L is the effective span in meters and D is overall depth of the section in mm, it is not necessary for the recovery to be measured and the recovery provision of the above mentioned Clause 3.1.5.4 (iii) will not apply.

3.1.6 RATES AND MEASUREMENTS 3.1.6.1 RATES

i) The quoted rates shall include the cost of labour, materials, getting the Concrete mix design done at an approved laboratory and further trial mixes at site, mix, placed in position, vibrating, compacting, finishing, curing etc., including the extra period of curing which shall be required when PPC/PSC is used in place of OPC. This shall also include the cost of curing, using curing compound, whenever used.

ii) No extra cost shall be payable if any bonding / joining compound is applied on the

concrete surface due to stoppage of concreting for reasons attributable to the contractor




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iii) The quoted rates shall include for all working conditions including in or under water, liquid, mud, in or under foul positions, under tides, snow and extreme weather conditions.

iv) The quoted rates shall include for all incidentals, rendering, smoothening with

Carborundum stone, testing, curing, rectification etc.

v) The quoted rates shall include for maintaining stability of structure during execution.

vi) Nothing extra shall be payable for the handling/mixing of extra cement on account

of any reason or pouring of second stage concrete.

vii) Nothing shall be payable to the Contractor on account of facilities and arrangement provided by him for conducting ultrasonic or other relevant tests to ascertain grade and quality, etc. of the concrete, if required. In case of any defects, the Contractor shall rectify the same at his own cost.


i) Actual volume of work as executed or as per drawings issued, whichever is less, shall be measured in cubic meters.

ii) No deductions shall be made for the following:

Opening up to 0.1 Sq.m.

Volume occupied by reinforcement, sleeves, anchor bolts and similar items.

Volume occupied by pipes, piles, conduits, sheathing, etc. not exceeding 100 sq.cm. each in cross sectional area

The concrete works, below and above ground level shall be measured separately, unless otherwise specified, in the schedule of items.




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SUB SECTION - II

REINFORCEMENT 3.2.0 3.2.1 INTENT

This Sub-Section of the specification deals with reinforcement for all reinforced concrete works and covers the requirement of materials, their properties, storage, handling, furnishing of bar bending schedules and the cleaning, bending, binding and placing of reinforcement with suitable cover blocks. This shall also include the supply of reinforcement, wherever required.


The Contractor shall prepare and furnish to the Engineer / Purchaser, bar bending schedules for all RCC works for his review and approval. No work shall commence without the approval of bar bending schedules by the Engineer / Purchaser in writing.

The Contractor shall have to obtain prior written approval from the Engineer / Purchaser, if he desires any adjustments in diameter or spacing of reinforcement. However, the Contractor shall modify the bar bending schedule, when a particular type and size of reinforcement would not be available, with the approval of the Engineer / Purchaser.

3.2.2.1 MATERIALS

All steel for reinforced concrete works shall be in accordance with Technical Specification for Properties, Storage and Handling of common Building Materials (Section-2), which shall be deemed to form the part of this specification.

Mild steel bars and hard drawn steel wire shall conform to Grade-1 (Fe-250) of IS: 432 (Part-1). All high strength deformed steel bars shall be thermo-mechanically treated Bars and shall conform to grade Fe 500D of IS: 1786. Hard drawn steel wire fabrics shall conform to IS: 1566.

All bars shall be thoroughly cleaned before being fabricated. Pitted and defective bars shall not be used.

3.2.3 CODES AND STANDARD

For applicable codes and standards, refer to Clause no. 3.0.3 of Section – 3 of this specification, in addition to the Codes and Standard mentioned at various places under this Sub-Section.

3.2.4 TECHNICAL REQUIREMENTS - INSTALLATION 3.2.4.1 BENDING AND PLACING




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This shall generally conform to Clause 12 and Clause 26 of IS: 456 3.2.4.2 BENDING

i) 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.

ii) Unless otherwise specified, reinforcing steel shall be bent in accordance with

procedure specified in IS: 2502 and/or as approved by the Engineer / Purchaser. 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 Engineer / Purchaser, the detailing of reinforcement shall be in accordance with IS: 5525 and SP: 34.

iii) No reinforcement shall be bent when in position in the work without the approval of

the Engineer / Purchaser, whether or not it is partially embedded 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.

iv) Welding of bars to obtain continuity shall not be allowed, particularly for cold

twisted bars, unless specifically approved by the Engineer / Purchaser. If welding is approved, the work shall be carried out as per IS: 2751 and IS: 9417, according to the best practice and as directed by the Engineer / Purchaser.

3.2.4.3 PLACING IN POSITION

i) 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, joints 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.

ii) 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.




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iii) The placing of reinforcement shall be completed well in advance of concrete pouring. Just prior to concrete pouring, the reinforcement shall be checked by the Engineer / Purchaser, for accuracy of bar diameters, placement and cleanliness. Necessary corrections as directed by the Engineer / Purchaser 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 Engineer / Purchaser. 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.

iv) 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 Engineer / Purchaser 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 Engineer / Purchaser. Reinforcement bars shall not be lapped unless the length required exceeds the maximum available lengths of bars at site.

3.2.4.4 COVER TO REINFORCEMENT

Minimum cover requirements shall be as per design drawings.




Section 3


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.

3.2.5.2 TOLERANCE

Tolerance in construction, unless otherwise specified or as approved by the Engineer / Purchaser shall be as follows:

Description of item / Structural element in mm. (Max). Permissible Deviation

Placing of reinforcement For effective depth 200 mm or less For effective depth more than 200 mm Cover to reinforcement

+10 -5

+15 -10

-5

Cutting of reinforcement When minimum length specified When maximum length specified When maximum or minimum length not specified

+75 -

- -50

+75 -25

Frequency of sampling, testing and acceptance criteria of reinforcement work shall be given in Table 1 in Clause 3.0.5 of Section 3.


3.2.6.1 RATES

i) The quoted rates shall include for welding, cover block, providing binding wire, separator pieces between two or more layers of reinforcement, required for keeping the steel in position, etc.

ii) No extra will be paid for transportation from stores, straightening of steel,

modification of already embedded reinforcement, if required, due to faulty, fabrication or placement.




Section 3

iii) No extra shall be paid for preparing and getting approved bar bending schedules (including all revisions).


i) Bar or any other type of reinforcement used like hard drawn steel wire fabric etc. for reinforced concrete shall be measured by weight in tonnes. The weight shall be arrived at by multiplying the actual or theoretical length measured along with standard hooks, cranks, bends, authorised laps, etc. whichever is less, by the sectional weights. Claims for payment for this item shall be submitted with supporting documents giving the schedule of bars with sketches. The sectional weight to be adopted shall be IS section weight. Nothing extra will be payable to the Contractor on account of difference in weight, if any, due to different methods adopted for issue and measurement.

ii) Standard hooks, cranks, bends, authorised laps, supports, hangers and chairs, which

are covered in approved bar bending schedule, shall be measured in tonnes.

iii) Rolling tolerance of reinforcement shall be considered for reconciliation purpose only and not for payment.




Section 3

SUB SECTION - III

FORMWORK AND STAGING

3.3.1 INTENT

This Sub-Section of the specification deals with the requirements for the supply, erection, dismantling of formwork and staging required for cast-in-situ concrete works including for making pockets/blockouts.


The Contractor shall supply, fabricate, erect and dismantle (after use) all formwork and staging those are required for all activities covered under the specifications. He shall prepare the scheme and submit along with the supporting calculations for approval of the Engineer / Purchaser.

3.3.2.1 MATERIALS

i) Materials and accessories for false work (form work) shall conform to Clause no. 6 of IS: 14687.

ii) Formwork shall compose of steel, best quality wood or non-absorbent type

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, resin-bonded, water repellent, free from sap, shakes, worm holes, warps or other surface defects and shall have smooth finish.

iii) 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. Bamboo, small diameter ballies etc., shall not be used unless approved by the Engineer / Purchaser in specific cases.

3.3.2.2 CLASSIFICATION OF FORMWORK

A) 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. The contractor can also use plywood shuttering.




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B) Plywood

This shall be used in exposed surfaces as shown on drawings or as directed by the Engineer / Purchaser where a specially, good finish is required. Such surface shall be formed using approved brand of heavy quality water resists plywood to produce perfectly levelled, uniform and smooth surface. All formwork shall be formed using approved quality BWP type, compressed (densified) plywood with suitable overlay (film faced) and conforming to IS: 3513 Part-III and IS: 4990 to produce a perfectly levelled, uniform and smooth surface. Reuse of such forms may be permitted only after inspection and approval by the Engineer / Purchaser, for each such reuse. Any damage to film face shall be caused for rejection. The faces of plywood with suitable overlay shall be dense, smooth and without blisters and patch marks. It shall be of uniform colour. Film face shall have minimum 250 GSM (Grams / Sq.m) coating.

C) Formwork for shell roofs

For this item, the detailed design of formwork shall be submitted by the Contractor to the Engineer / Purchaser, well in advance, for his approval. Units of shell forms may be used repeatedly but prior approval shall be required for each repetition. Extra care shall be taken to keep correct levels and profiles.



3.3.4 TECHNICAL REQUIREMENTS – INSTALLATION & REMOVAL 3.3.4.1 INSTALLATION

i) Formwork shall conform to Clause 11 of IS: 456. 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 engineering of formwork including staging as well as its erection and dismantling shall be the responsibility of the Contractor.

ii) 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 Engineer / Purchaser's approval has been given to the Contractor's scheme submitted along with supporting calculations.




Section 3

iii) 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 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 Engineer / Purchaser immediately and rectified as directed by him.

iv) 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 Engineer / Purchaser 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.

v) For exposed interior and exterior concrete surfaces of beams and columns, plywood or 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 in plumb / true level, and thoroughly cross braced to keep them in position.

vi) 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 Engineer / Purchaser. 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 Engineer / Purchaser. 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.

vii) If it is so desired by the Engineer / Purchaser, the Contractor shall prepare and

submit, before commencement of the actual work, designs and drawings for formwork and staging and get them approved by the Engineer / Purchaser. Formwork shall be so designed and positioned that it can be removed without damage to concrete.

viii) 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 meters span unless otherwise shown on the drawings. For cantilever, camber at free end shall be 1 in 100.

ix) The Contractor shall provide the shuttering for complete stretch of work up to

expansion joints for the structures like shell, folded plate etc. and/or as directed by the Engineer / Purchaser.




Section 3

3.3.4.2 CLEANING AND TREATMENT OF FORMS

i) 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, chipping, 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 Engineer / Purchaser.

ii) 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 especially where the concrete surface will require finishing and/or plaster.

3.3.4.3 REMOVAL OF FORMS

i) This shall generally conform to Clause 11.3 of IS: 456 and 9.5 of IS: 14687

ii) The Contractor shall begin the removal of formwork only after approval of the Engineer / Purchaser. 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 therefrom. This record shall be checked and countersigned by the Engineer / Purchaser. The Contractor shall be responsible for the safe removal of Formwork but the Engineer / Purchaser 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 the Purchaser.

iii) 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. Repropping of beams shall not be done except with the approval of the Engineer / Purchaser. Formwork for columns and walls at each stage of concreting shall be erected only up to 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.

iv) Forms of various types of structural components shall, under normal circumstances,

not be removed before the minimum periods specified in Clause. 11.3 of IS: 456, which shall also be subject to the approval of the Engineer / Purchaser. However, in any case formwork shall not be struck until the concrete has reached strength, at least twice that of the stress to which the concrete may be subjected to at the time of removal of forms.




Section 3

v) In normal circumstances and where ordinary Portland cement is used, forms may generally be removed after the expiry of the following periods, according to Clause 11.3 of IS: 456 and 9.5 of IS: 14687.

a) Walls, columns and vertical faces of all structural

members as directed by the Engineer / Purchaser

1 to 2 days

b) Slabs (Props left under)

3 days

c) Beam soffit (props left under)

7 days

d) Removal of props under slabs

Spanning up to 4.5 m Spanning over 4.5 m

7 days 14 days

e) Removal of props under Beams Spanning up to 6 m Spanning over 6 m

14 days 21 days

f) Cantilever Slabs

14 days

vi) 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.

vii) Where the shape of the element is such that the formwork has re-entrant 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.

viii) In case of cantilever slabs, the removal of forms shall begin from the 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 center to supports.

ix) 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 Engineer / Purchaser may call for finished work at any time to set standards of workmanship. Once approved, these will become the accepted Sample.

x) 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 Engineer / Purchaser. For concrete temperature above 40 °C, stripping time shall be increased.




Section 3

xi) 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 the Engineer / Purchaser.

3.3.4.4 REUSE 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 Engineer / Purchaser.


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.

Dimensional Tolerance for Formwork (For Major Concrete Members like Foundation Mat, Slab etc.)

Levels and heights 6mm

Plumb 3mm for every meter subject to a maximum of 10mm.

Unevenness of any surface 3mm

Length / Breadth 12mm

Diagonals 15mm

Dimensional tolerance of framing members such as Beam, Column, Walls etc. shall be within +6 mm.

In case of inclined surfaces like track hopper wall, folded plates etc., 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.

In addition to above, requirement of Clause 11.3 of IS: 456 shall be complied with, which shall be the final acceptance criteria of concrete work.

Frequency of sampling and testing of work, shall be as given in Table 1 in Clause 3.0.5 of Section 3.





Section 3

3.3.6.1 RATES

i) The quoted rates shall be inclusive of all staging, scaffolding, application of shuttering oil on surface, making the formwork water tight, etc.

ii) No separate payment shall be made for providing fillets, for rounding or chamfering

at junctions, corners, etc.

iii) The quoted rates shall include the cost of labour, materials etc., required for the extra time which shall be required for the removal of shuttering/support, when PPC/PSC is used in place of OPC.

iv) No extra payment shall be made on account of difficulty, wastage etc. for

placement/removal of formwork between the network of closely placed steel beams or for the lacing/bracing portions and ribbed slab constructions.

v) No extra cost shall be payable for providing Cribs & Girders for TG deck staging.


i) Formwork for different classes (types) shall be measured separately as the actual surface in contact with- the concrete and paid on area basis unless included in the rate for concrete. The unit of measurement shall be in Sq.m.

ii) Openings up to 0.1 Sq.m or boxing left for inserts etc. for facility of Contractor's

work, shall be neglected as if non-existent for the purpose of formwork measurement of surface in which the openings occur.

For suspended floor, no deduction shall be made for flange area of secondary steel beams.

iii) No measurement shall be taken for the formwork in pockets, openings, chases,

blockouts, etc. in concrete, if the surface area (cross-sectional area) is less than or equal to 0.1 Sq.m. in each case. If the cross-sectional area of any opening exceeds 0.1 Sq.m, the formwork shall be measured under appropriate classification of blockouts (form for a pocket or aperture in concrete).

iv) Formwork, if required, for joints shown on drawing or instructed by the Engineer /

Purchaser, shall be paid for the 'leading side' only.

v) Formwork for folded plate, shell and waffle slab roof shall be measured separately.




Section 3

SUB SECTION - IV

EMBEDDED PARTS 3.4.0 3.4.1 INTENT

This Sub-Section of specification deals with the supply, fabrication (where called for) and/or erection of embedded steel parts and PVC pipes including laying of rails and anchor fasteners.


i) Embedded steel parts shall be either furnished by the Purchaser for transportation & erection by the Contractor or supplied, fabricated and erected by the Contractor as stipulated. If supplied by the Purchaser, these parts shall be furnished anywhere within the project area and the Contractor shall transport and install the same in the work site.

ii) Embedded steel parts supplied by Purchaser and erected by the Contractor shall

include items such as, but not limited to, foundation grillages, anchor bolts, pipe sleeves, equipment mounting-plates, steel pieces properly welded with necessary lugs, as shown on the drawings, auxiliary framing for equipment supports, peg stay plugs for door and window frames, dowel bars for concrete work, miscellaneous frames, etc.

iii) Embedded steel parts supplied, fabricated/erected by the Contractor shall include

items such as, but not limited to plate inserts, edge protection angles, rolled sections with or without properly welded lugs. etc.

iv) Cold work deformed steel bars shall not be used for lugs.

3.4.2.1 MATERIALS

The materials shall be in accordance with the relevant clauses of Technical Specification for 'Properties, Storage and Handling of Common Building Materials (Section 2), which shall be deemed to form a part of this specification.

Mild steel pipes shall conform to IS: 1161. Unless otherwise specified, medium class pipes shall be provided. PVC pipes shall conform to IS: 4985. Minimum pressure rating shall be 2Kgf/ cm2

Rolled steel and structural steel shall conform to IS: 2062.





Section 3


3.4.4 TECHNICAL REQUIREMENTS - INSTALLATION

i) 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 Engineer / Purchaser. Exposed surfaces of embedded parts other than holding down bolts, unless otherwise stated, are to be painted with two coats ofprimer . The threads of holding down bolts shall be greased and protected with waterproof tape.

ii) During erection, the Contractor shall provide necessary strong temporary bracing

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 Engineer / Purchaser with fabrication and assembly drawings prepared for embedded steel parts showing the erection procedure, for major items, wherever necessary.

iii) 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-III) shall be followed for PVC pipe works.

3.4.4.1 RAILWAY TRACK

Rail tracks, as directed by the Engineer / Purchaser, Shall be erected by the Contractor under supervision of a specialized agency appointed by owner. It shall be ensured by the contractor that the rails are installed true to line, level and gauge. The rail along with the fish plates, wherever required, shall be supplied by the owner.

3.4.4.2 LAYING OF RAIL

Laying of rail using rails of 52 kg/m (minimum) in Transformer yard, as per the direction of the Engineer / Purchaser or as shown in the drawings.

3.4.4.3 ANCHOR FASTENERS

i) Expansion fasteners shall be used for fixing of steel members, embedments, equipment mounting frames and similar other parts subsequent to concrete work. Fasteners shall be of appropriate type, size and capacity as per manufacturer’s specification, and shall be installed by drilling holes of appropriate size in the concrete.

ii) All anchors shall be from established and approved manufacturers. Capacity of

anchor fasteners shall be as per manufacturer’s standards.




Section 3

iii) Anchors shall be fixed in position as recommended by the manufacturer and as approved by the Engineer / Purchaser.

iv) Anchor fasteners can be of mechanical bonding such as keying, friction, combined

friction – Keying or chemical bonding.

v) Capacity of the anchors shall be established after considering the effect of concrete grade, embedded depth, concrete thickness, anchor spacing and edge distance from the concrete edge.

vi) The selection for the particular type of bonding for the anchors shall be made after

considering the concrete grade, available embedment depth, load to be transferred, space available for installing anchors.

vii) Bonding of anchors can be either mechanical and / or chemical

The mechanical bonding anchors are torque controlled anchors made from carbon steel of grade 8.8 as per IS: 1367 Part III. Anchors in bolt as well as nuts version are acceptable. The bolt version anchors consists of bolt, washer, sleeves, plastic section, expansion sleeves and a cone. Nuts version anchors consist of nuts, threaded rod, washer, sleeve, plastic section, expansion sleeve and a cone. All steel components of anchors shall be electro galvanized to minimum 5 micron coating thickness. The plastic section shall be of Polyacetal Derlin 100 or equivalent.

Chemical bonding anchors shall consist of foil capsule and threaded rod. The

foil capsule shall contain the resin and hardener. The threaded rod shall have chiseled tip. The anchors shall be tested for its behaviour under fire as per heating curve ISO: 834 for up to 120 minutes and furnish the test result. Anchors of size M* to M24 shall conform to grade 5.8 and M27 to M39 anchors shall conform to 8.8 grade. The grades are as per IS: 1367 Part – III. All steel components of the anchors shall be electro galvanized to minimum 5 micron coating thickness.

viii) These anchors shall comprise of studs, nuts, washers and expansion sleeves. The

one end of the stud shall have thread and the other end shall have cold formed conical head. All steel components of the anchors shall be electro galvanized to minimum 5 micron coating thickness. The expansion sleeve shall preferably be of stainless steel of SS316. The anchors shall conform to minimum grade of 5.8 as per IS: 1367.


Frequency of sampling, testing and acceptance criteria shall be as per Table 1 in Clause no. 3.0.5 of Section 3.





Section 3

3.4.6.1 RATES

i) The quoted rate shall include cutting, welding, fabrication, erection, embedding, painting, protective tape and transportation to site.

ii) Quoted rate shall also include the cost of materials, not issued by the Purchaser as

per relevant schedule of Item. 3.4.6.2 MEASUREMENTS

i) The measurement of this item shall be based on the calculated weight of steel installed in tonne corrected to second place of decimal. For mild steel and PVC pipes, measurements shall be in quintals. The lugs shall be measured in Kg.

ii) Embedment of steel sections, M.S. pipes and PVC pipe work, shall be measured

separately.

SUB SECTION - V

NOT USED




Section 3

SUB SECTION - VI

NOT USED

3.5.0




Section 3

SUB SECTION - VII

NOT USED




Section 3

SUB SECTION - VIII

NOT USED

3.6.0




Section 3

SUB SECTION - IX JOINTS IN CONCRETE

3.7.0 3.7.1 INTENT

This Sub-Section of the specification deals with the requirement of furnishing & installing of joints in concrete including joint filler materials, sealing compound, cement slurry modified with acrylic polymer, water bars, resilient pads type vibration damping material in and around the sides of concrete works, etc.


Details of joints shall be as approved by Engineer / Purchaser or as per approved drawings. Where necessary or / and specified, joints shall be made water tight by use of water stops and / or joint filler, sealing compound etc.

3.7.2.1 CLASSIFICATION OF JOINTS

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. Requirements of construction joints shall be as per Clause 13.4 of IS: 456.

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 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.




Section 3

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 gap 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 structure 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. The settlement joints shall run through the complete structure down to foundation level, the expansion joints however shall stop on the top level of foundations.

3.7.2.2 MATERIALS

A) Joint Filler:

i) Bitumen Impregnated Fiber Board

The bitumen impregnated fiber board, a preformed material shall be used as joint filler which shall fill space between the concrete surfaces at the joints. The minimum thickness of board shall be 12mm and the material shall conform to IS: 1838.

ii) Expanded Polystyrene Board

The expanded polystyrene slab shall be of non-self extinguishing type (Type-1) conforming to IS: 4671. Density of material shall not be less than 20 kg/cu.m. The nominal size of each board and thickness shall be as specified in the schedule of items.

B) Water Stops

i) 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.

ii) The water stops shall be PVC. 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 Engineer / Purchaser.

iii) Non-metallic Water Stop




Section 3

The water stops shall be normally of PVC and can be of shape having any combination of the following features:

Plain Central Bulb Dumb-bell or flattened ends Ribbed and Corrugated Wings Inverted rib V-shaped. Kicker type (Externally placed)

Water bars shall generally meet the stipulations of IS: 12200. The minimum thickness of PVC Water Stops shall be 8 mm and the minimum width 250 mm unless otherwise specified in the schedule of items. The actual size and shape will be as shown on drawings and/or as directed by the Engineer / Purchaser. 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 requirements shall generally be as follows.

Sp. Gr. : 1.3 to 1.4 Shore hardness : 60A to 80A Tensile Strength : 10N/mm2 min. Maximum safe continuous temperature : 70ºC Tear resistance : 2N/mm2 Stiffness in flexure : 2.45N/mm2 min.

Accelerated extraction

i) Tensile strength : 8N/mm2 ii) Ultimate elongation : 200% iii) Water absorption in 7 days : 5% (max.)

Effect of Alkali : 7 days

i) Weight increase : 0.25% max. ii) Weight decrease : 0.10% max. iii) Hardness change : ±5

Effect of Alkali : 28 days

i) Weight increase : 0.40% max. ii) Weight decrease : 0.30% max. iii) Hardness change : ±1%

C) Sealing Compound

i) Hot applied Bitumen Sealing Compound




Section 3

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

ii) Polysulphide Sealing Compound:

This shall be two-part polysulphide sealant and shall be from approved manufacturer, conforming to IS: 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.

D) Joint Cover Strips

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 IS: 226 or IS: 2062.

E) Polymer Modified Cement Slurry

Acrylic polymer to be used with cement slurry shall be as approved by the Engineer / Purchaser. The Polymer modified cement slurry may be used either in joints in concrete for sealing or as water proofing membrane over concrete surface mentioned elsewhere in this specification.



3.7.4 TECHNICAL REQUIREMENTS - INSTALLATION 3.7.4.1 INSTALLATION

A) Bitumen Impregnated Fiber Board

The bitumen impregnated fiber 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 IS: 216 or bitumen of suitable grade conforming to IS: 73 or IS: 702.

B) Expanded Polystyrene Board




Section 3

The expanded polystyrene board non-self-extinguishing type (Type-1) shall be provided to create the gap between the building foundations and the machine foundations and held in position by suitable independent support and or nailed to adjoining shuttering. This shall be left in position as it is after completion of the concreting work. Shuttering shall not be put on the face of the concrete foundations separated by expanded polystyrene.




Section 3

C) Water Stops

i) 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 Engineer / Purchaser. 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.

ii) 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 Engineer / Purchaser. The method of forming these joints, laps, etc. shall be as specified by the Manufacturer and/or approved by the Engineer / Purchaser, taking particular care to match the center and the edges accurately.

iii) Particular care shall be taken for the correct positioning of the water stops to

prevent any faulty installation which may result in joint leakage.

iv) 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.

v) 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.

vi) Splices in the continuity of intersections of runs of water stops shall be jointed as

per manufacturer's stipulations depending on the types of water stops 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.

D) Sealing Compound

The application of the sealant shall be strictly followed as per manufacturer's guidelines.




Section 3

E) Joint Cover Strip

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- IS: 2074) and/or bituminous paint .Welding of Aluminium shall be in accordance with IS: 2812.

F) Polymer Modified Cement Slurry Between Hardened Concrete And Fresh Concrete

For application of polymer modified cement slurry for providing bond between hardened concrete and fresh concrete, acrylic polymer shall be mixed with neat cement normally 1 litre (1 Kg) of polymer compound shall be mixed with 3 Kg of cement and 1 litre of water. Minimum 2 Kg of this mix shall be provided per sq.m area of the concrete surface. This dose shall be based on nominal solid polymer content of 43% in the polymeric compound. In case, actual polymer content is less, the dose of polymeric compound shall be proportionally increased.

3.7.4.2 INSPECTION

A) Water Stops

All water stops installations shall be subject to inspection and approval by the Engineer / Purchaser, before concreting operations, encasing water stops, are performed.

B) Sealing compound

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 IS: 5256-1969 shall be followed.

C) Joint Cover Strip

Prior to the installation of the sealing strip, the surface of the joint shall be completely dry, whenever necessary a hot air blower shall be used. After cleaning dry surface, flue shall be applied both on the concrete and the sealing strip. Strip shall be applied with the even side towards the existing concrete surface and then pressed into the tacky glue. Additionally, it shall be nailed to prevent slip during concreting. It shall be placed in the middle of the joint, between the inner and outer reinforcement bars. Nominal length of the sealing strip shall be 15 m and the ends of the two continuous strips shall be butted together.





Section 3

The sampling, testing and acceptance criteria of joint materials shall be as per the relevant clauses mentioned elsewhere in this specification / section.

3.7.6 RATES AND MEASUREMENTS 3.7.6.1 RATES

The rate shall be unit rate for items described in the schedule of items. 3.7.6.2 MEASUREMENTS

A) Bitumen Impregnated Fiber Board / Expanded Polystyrene Board

The measurement for bitumen board shall be based on actual finished surface area in square meters nearest to second decimal, for the specified thickness.

B) Water Stops

The measurement for water stops shall be in running meters of actual length of the joint covered, for specified thickness, width and shapes. No separate measurement shall be made for laps/splices for cross joints and mitred joints.

C) Sealing Compound

The measurement for sealing compound shall be in kilograms of the actual compound, placed in the Joint or as per theoretical calculations whichever is less.

D) Joint Cover Strips

The measurement for Metal Cover Strips shall be based on actual finished surface area in square meters for the specified thickness.

E) Polymer modified cement slurry compound

The measurement for this item shall be in sq.meters of area of actual application on concrete surface correct to the second place of decimal if included separately in schedule of item for payment against application in concrete joints.




Section 3

SUB SECTION - X NOT USED

3.8.0




Section 3

SUB SECTION - XI DISMANTLING/DEMOLISHING WORK - RCC AND PCC

3.9.0 3.9.1 INTENT

This Sub-Section of specification deals with the requirements of dismantling / demolishing RCC and/or PCC work.


i) The dismantling implies carefully breaking up a structure / member in part or full and removing without damage to balance or adjoining structure as specified or shown on drawings or as directed by the Engineer / Purchaser. This shall consist of dismantling one or more parts of a structure. This includes chipping work, making holes/opening etc. in concrete member, according to the required shape, size, and profile at all elevations,

ii) The term demolition implies, taking up or down or breaking up of a

structure/member, in part or full, as specified or shown on drawings or as directed by the Engineer / Purchaser.

iii) In a structure/member, both dismantling and demolishing work may be involved. In

such case, the portion of work treated as demolishing shall be as shown on the drawing or as decided by the Engineer / Purchaser.

iv) All materials obtained from the demolition/dismantling work, shall be property of

the Purchaser, unless otherwise specified.

v) All serviceable materials obtained shall be separated out and stacked properly up to a lead of 500 meters or shall be returned to purchaser’s stores and all unserviceable materials, rubbish etc., shall be disposed off as directed by the Engineer / Purchaser up to a lead of 2 kms.



3.9.4 TECHNICAL REQUIREMENTS - EXECUTION

i) The dismantling/demolishing operations, shall be carried out in proper sequence so that the serviceable material can be salvaged, without being damaged during the process of work.

ii) Necessary propping, shoring and under pinning shall be provided for the safety of

the adjoining work or property which is to be left intact before dismantling / demolishing work.




Section 3

iii) All demolition work shall be carried out in conformity with the local safety regulations, extreme caution being exercised to avoid damage to the work and the equipment, which are to be left intact. Necessary precautions shall be taken to keep the dust nuisance down. Safety requirements stipulated in IS: 4130 shall also be followed.

iv) As and where necessary, the dismantled/demolished materials shall be lowered to

the ground and not thrown and then properly stacked as directed by the Engineer / Purchaser. Wherever required, temporary enclosures shall be erected to minimise the dust or moisture infiltration.


Not applicable 3.9.6 RATES AND MEASUREMENTS 3.9.6.1 RATES

i) The quoted rates shall include the cost of all necessary propping, shoring, underpinning scaffolding, safety measures, temporary enclosures, disposal stacking of serviceable/unserviceable materials, etc. for all types of work and for all grades of concrete.

ii) In the case of demolishing work, the cutting of reinforcement shall also be included in the rate.


i) Dismantling of PCC and RCC work shall be measured in Cu.m separately. Measurement of all work, except hidden work shall be taken before execution of work and no allowance for increase in bulk shall be allowed, Specifications for deductions of voids, openings etc. shall be on the same basis as that employed for construction work.

ii) Chipping of concrete shall be measured in cubic meters

iii) Making holes/pockets etc. shall be measured in square meters as mentioned in the

BOQ.

iv) Cutting of reinforcement in RCC work for making of pockets and openings shall not be measured separately.

v) For works involving both dismantling and chipping of concrete, the Engineer /

Purchaser shall decide the portion to be treated under dismantling and chipping work, on the basis of approved working methodology.




Section 3

SUB SECTION - XII ADDITIVES/ADMIXTURES IN CONCRETE

3.10.0 3.10.1 INTENT

This Sub-Section of specification deals with the requirements of furnishing, placing and mixing cement additives / admixtures in all kinds of cement concrete, (plain or reinforced) for all kinds of structures at all levels.


i) The Contractor shall furnish all labour and equipment to place and mix water proofing cement additive and cement plasticizer 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 hence complete the work as indicated on the drawing and as per the specification listed here under.

ii) Water proofing additive and other types of admixtures shall be as far as possible,

free from aggressive chemical like chloride, sulphide etc. which can cause corrosion of steel reinforcement in RCC.

iii) The Contractor shall have the services of the manufacturer's supervisor at no extra

cost to the Purchaser, to supervise the work, if directed by the Engineer / Purchaser.

iv) Admixtures in concrete for promoting workability, improving strength, entraining air or for similar purposes may be used only after the written permission from the Engineer / Purchaser is obtained. Addition of admixtures shall not reduce the specified strength or durability of concrete in any case. The admixtures shall conform to IS: 9103 and shall be of proven make and from a reputed manufacture. Calcium chloride shall not be permitted to be used other than in mass (plain) concrete works.

3.10.2.1 MATERIALS

Water proof cement additive shall conform to IS: 2645 and shall be of proven make and from a reputed manufacturer.

Admixtures in concrete 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 IS: 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. High range water reducers shall be naphthalene-sulfonated polymer based material conforming to ASTM C 494. No admixtures containing chlorides shall be used.





Section 3

For applicable codes and standards, refer to Clause no. 3.1.3 of Section – 3 Sub-Section I of this specification, in addition to the Codes and Standard mentioned at various places under this Sub-Section.

3.10.4 TECHNICAL REQUIREMENTS – INSTALLATION

i) 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 Engineer / Purchaser.

ii) Samples of concrete in which admixture and/or water proofing cement additive is

added shall be tested for water-proofness, workability, compressive strength, water absorption, density, setting time, etc., The results shall conform to relevant IS specifications.


As per manufacturer’s recommendation 3.10.6 RATES AND MEASUREMENTS 3.10.6.1 RATES

i) The payment for admixtures shall be made only if specifically asked by the Engineer / Purchaser, or shown on the drawing and included under separate schedule of item.

ii) The quoted rate shall include the cost of making additional trial mixes, using the

additive/ admixture/and mixing in concrete, etc.

iii) No payment shall be made for the supply, providing, testing, and mixing of the additive/ admixture made by the Contractor, to facilitate the construction for his own convenience.


All admixtures added in concrete/mortar mix shall be measured in terms of quintals unless noted otherwise in the schedule of items.




Section 3

SUB SECTION - XIII

NOT USED

3.11.0




Section 7

SECTION 7

TECHNICAL SPECIFICATION FOR LAYING HDPE LINER




Section 7

TABLE OF CONTENTS

7.1.0 INTENT 3









Section 7

SECTION 7


LAYING HDPE LINER 7.1.0 INTENT

This section of the specification covers minimum requirements for the material and furnishing, installation including handling, transporting, protection and repairing till placing pre-cast concrete tiles over the liner and method of measurement.


i. The HDPE geomembrane manufactured from first quality virgin resin only to be used. Blending of resins shall not be allowed. No recycled or reworked geomembrane shall be used except edge trim generated during the manufacturing process (no more than 10%).

ii. The geomembrane shall be free of plasticizers. iii. The geomembrane shall be free of leach able additives. iv. The geomembrane shall be free of factory seams. v. The geomembrane shall be free from dirt, oil, foreign matter, scratches, cracks, creases,

bubbles, blisters, pits, tears, holes, pores, pinholes, voids, un dispersed raw material, any sign of contamination or other defects that may affect serviceability, and shall be uniform in color, thickness and surface texture.

vi. The geomembrane shall be capable of being seamed in the field to yield seams that are as resistant to waste liquids as the sheeting.


i) All applicable standards, acts and codes of practice referred to shall be the latest editions including all applicable official amendments and revisions. The Contractor shall make a complete set of all these documents available at site.

ii) In case of conflict between this specification and those (IS Standards, Codes etc.)

referred to in this clause, the former shall prevail. 7.4.0 TECHNICAL REQUIREMENTS 7.4.1 Materials

HDPE material to be used shall meet the minimum requirements of GRI Standard GM13.




Section 7

7.4.2 Laying and Installation 7.4.2.1 Panel Layout:

a. Prior to manufacture and delivery of the geomembrane, a panel layout of the surface to be lined shall be made. Each panel to be used for the installation shall be given a numeric or alphanumeric identification number.

b. The panel identification number shall be related in writing to the manufacturing roll number that identifies the resin type, batch number, and date of manufacturer.

c. The panel layout shall be made considering the following requirements:

i) Panel lengths shall include slope gain and anchorage. ii) Perpendicular tie-ins shall be made a minimum of 5 feet (1.5 m) beyond the toe of the

slope. iii) A minimum of 6 inch (150 mm) overlap shall be allowed at double fusion welded

seams. iv) All field seams on slopes shall be oriented parallel to the slope (oriented along, not

across the slope. v) The number of seams in corners or odd shaped geometric locations shall be

minimized. 7.4.2.2 Packaging

a. The geomembrane shall be delivered to the project site in rolls each wrapped securely with a protective covering installed at the manufacturing facility. The covering shall prevent the entrance of water, vermin and dirt, and shall be adequate for protection against ultraviolet exposure. No material shall be folded.

b. A label shall be attached to each roll of the geomembrane identifying the following:

o Manufacturer. o Product Identification, which can be traced back to the origin of the base material (resin

supplier’s name, resin production plant, resin brand name type, resin brand number, and production date of the resin).

o Date of manufacture of the geomembrane. o Roll identification number. o Geomembrane thickness and type. o Roll dimensions (length and width). o Batch number. o Order number. o Panel number.

c. Packaging and transportation shall be the responsibility of the Manufacturer.

7.4.2.3 Handling of Rolls

The method of off-loading the geomembrane at the project site shall not cause any damage. The rolls shall be placed on a smooth surface free of rocks and standing water.

7.4.2.4 Storage at the Project Site




Section 7

Purchaser will provide on-site storage space in a location near where the liner will be placed so that on-site transportation and handling are minimized. The Contractor shall be responsible for protecting the stored material.

7.4.2.5 Sand Layer below Liner

The liner shall be laid over a 150 mm thick layer of natural sand/ manufactured crusher sand. The material shall be clean sand with little or no fines conforming to IS 1498. It shall consist of durable well graded coarse aggregates from the specified quarries and shall be approved prior to being transported to the area of deposition. No material with a silt content of greater than 15 percent (SM) shall be used for this purpose. The Earthwork Contractor shall be responsible for preparing and maintaining the surfaces to be lined prior to placement of the liner.

7.4.2.6 Field Placement Of The Liner 7.4.2.6.1 General Requirements:

The placement procedure used for the geomembrane liner shall include the conditions listed below.

i) Weather:

o Geomembrane shall not be placed when the air temperature is above 40oC or below 5oC unless it can be demonstrated to the approval of the Purchaser by trial welds that acceptable welds can be made at the prevailing temperature.

o Geomembrane shall not be placed when there is any rainfall or snowfall, in the presence

of excessive moisture due to fog or dew, in ponded water, on a frozen subgrade, or during high winds.

ii) Panel Layout:

o The panels shall be placed in accordance with the Manufacturer’s panel layout drawing to ensure that they are placed in the proper direction for seaming.

o If panels are installed in a location other than indicated on the panel layout drawing, the

revised location shall be indicated on an "as-built" layout drawing. The “as-built” record drawing shall be submitted to the Purchaser at the completion of the project.

iii) Panel Deployment:

o Only the panels that can be anchored and seamed together in one shift shall be unrolled.

o Unroll and layout panels in as close to the final position as possible. Pulling geomembrane panels should be minimized to reduce the chance of permanent tension.

o The methods and equipment used to deploy the panels shall not damage the geomembrane or the supporting surface.




Section 7

o Wrinkles shall be minimized. However, enough slack shall be provided in both

directions so that there will be no tension in the geomembrane at the lowest expected operating temperature.

iv) Precautions to Prevent Wind Damage:

o If possible, work shall be oriented in the direction of the prevailing wind.

o Provide adequate temporary loading and/or anchoring of the geomembrane by the use of sandbags, tires or other means which will not damage the geomembrane, to prevent uplift of the geomembrane by wind.

v) Other Precautions to Prevent Damage:

o Protection of the geomembrane from damage due to foot traffic on the slopes shall be provided.

o Provisions of facilities for safe entrance and egress of employees from sloped depressions is required.

vi) Replacement of Damaged Geomembrane:

Any area of a panel, which, in the judgment of the Purchaser, becomes seriously damaged (torn, twisted, or crimped permanently), shall be replaced at no additional cost to the Purchaser.

7.4.2.6.2 Field Seaming: i) Method of Seaming:

o The primary welding procedure for seams shall be double wedge fusion welding.

o Extrusion welding shall be used only for repairs, detail work, and for seaming where double wedge fusion welding is not possible.

o The rods used for extrusion welding shall be the same type of resin as the geomembrane, unless otherwise approved by the Purchaser.

o The use of solvents or adhesives is not permitted.

ii) General Requirements for Seaming:

o On slopes steeper than 10 horizontal to 1 vertical, seams shall be oriented parallel to the line of maximum slope (oriented up and down, not across the slope) when possible. No seams oriented across the slope shall be used unless approved by the Purchaser.

o Seams parallel to the toe of the slope shall be located a minimum of 5 feet (1.5 m) from the toe.




Section 7

o Seams parallel to the crest of the slope shall be located a minimum of 2 feet (600 mm) from the crest.

o Seams on the floor of the pond shall be overlapped so that the upslope sheet is positioned above the down slope sheet.

o Seaming shall extend to the outside edge of panels to be placed in the anchor trench. Seams at corners of three or four sheets shall be completed with a patch having a minimum dimension of 24 inches (600 mm), and extrusion welded to the parent sheets.

o All cross seams between the two rows of seamed panels shall be welded during the coolest time of the day to allow for contraction of geomembrane.

iii) Trial Welds Prior to Beginning Seaming:

Trial welds are required for pre-qualification of personnel, equipment and procedures for making seams on identical geomembrane material under the same climatic conditions as the actual field production seams will be made. Trial welds shall be made as follows:

o Prior to each seaming period.

o Every 4 to 5 hours (i.e., at the beginning of the work shift and after the lunch break).

o Whenever personnel or equipment are changed.

o When climatic conditions result in wide changes in geomembrane temperature.

o When requested by QC & QA (Quality Control & Quality Assurance) Geomembrane

Inspector for any seaming crew or piece of welding equipment if problems are suspected.

Once qualified by passing a trial weld, welding technicians shall not change parameters without performing another trial weld. Trial welds shall be made on both double wedge fusion welds and on extrusion welds. A test strip shall be prepared by joining two pieces of geomembrane; each piece shall be at least 6 inches (150 mm) wide. The length of double wedge fusion welded seams shall be a minimum of 10 feet (3 m) long. The length of an extrusion welded seam shall be a minimum of 4 feet (1.2 m) long. The CQA Geomembrane Inspector shall witness the fabrication of each test strip. All test welds shall be tested by destructive testing. Testing can be done as soon as the seam cools. If any of the test specimens fail, a new test strip shall be fabricated and the tests repeated for the new strip. If additional specimens fail, the seaming apparatus and the seamer shall not be accepted and shall not be used for seaming until the deficiencies are corrected and successful trial welds have been achieved. If the specimens pass the tests, production seaming operations can begin.

iv) Preparation for Seaming:

o Prior to seaming, the surface of the geomembrane shall be wiped with a clean cloth to ensure that it is clean and free from moisture, grease, dust, dirt, and debris of any kind before seam welding is started.




Section 7

o The panels shall be adjusted so that the seams are aligned to eliminate wrinkles and fish

mouths. Where necessary, fish mouths and wrinkles shall be cut to achieve flat overlap. v) Seaming:

o Seaming shall be performed in accordance with the Manufacturer's accepted procedure.

o Double Wedge Fusion Welds: The panels shall be overlapped a minimum of 4 inches (100 mm) prior to welding. Vehicle mounted automated hot wedge welding apparatus shall be used to make the seam.

o Extrusion Fillet Welding: Geomembrane overlap shall be a minimum of 3 inches (75 mm) for extrusion welding. Panels shall be temporarily bonded using a hot air device prior to extrusion welding. The edge of the geomembrane to be fillet welded shall be pre-beveled before heat-tacking the seam in place. The seam overlap shall be ground (abraded) no more than one hour prior to welding. Grinding shall be performed in accordance with the Manufacturer’s instructions in a manner that does not damage the geomembrane. Grinding shall not extend more than 1/4 inch past the area to be covered with extrudate during welding. All grind marks shall be covered with extrudate.

7.4.2.6.3 Non-Destructive Field Testing – Geomembrane:

i) General: o All non-destructive field testing shall be performed and documented by the

Geomembrane Contractor. o The QC & QA Geomembrane Inspector shall observe all non-destructive test procedures. o One hundred (100) percent of the seam length shall be tested using non-destructive

procedures to check the continuity of the field seams. Non-destructive testing is not meant to qualify seam strength.

o Air pressure testing shall be performed in accordance with ASTM D5820 and GRI GM

6. o Vacuum Box testing shall be performed in accordance with ASTM D5641 and as

specified herein. o Continuity testing shall be performed as seaming progresses or as soon as a suitable

length of seam is available, not at the completion of all field seaming.

ii) Double Wedge Fusion Welded Seams: o Double fusion welded seams shall be tested using air pressure testing.




Section 7

o The procedure for testing shall be as specified in GRI GM 6 for the type and thickness of

geomembrane in use. o The leak or suspected leak shall be located and repaired. o The repaired seam shall be re-tested as required until all leaks are identified, and

repaired, and the seam passes a subsequent air pressure test. o When the geometry of a double wedge fusion weld makes air testing impossible or

impractical, vacuum testing may be used to test the seam. iii) Extrusion Welded Seams: o Extrusion welded seams shall be tested using vacuum chamber testing in accordance

with ASTM D5641. o The completed seam shall exhibit no leakage when tested between 4 and 8 psi minimum

vacuum for approximately 10 seconds. o If leaks are discovered during testing, they shall be located, marked, and repaired. o The repaired area shall be re-tested and exhibit no leakage.

7.4.2.6.3 Destructive Testing – Geomembrane: i) Testing: o Destructive testing shall be performed by an independent third party laboratory

employed by the Geomembrane Contractor on samples cut from production welds in the field by the Geomembrane Contractor.

o Samples shall be taken by the Geomembrane Contractor to the third party laboratory and

tested for shear strength and peel adhesion. For double wedge seam samples, both welds shall be tested for peel adhesion.

o The third party laboratory that will perform testing shall be identified by the

Geomembrane Contractor with the bid proposal and agreed-to in writing by the Purchaser.

7.4.2.6.4 Repair Of Defects And Seams - Geomembrane

i) Patching:

o Patching shall be used to repair large holes, tears and destructive sample locations.

o All patches shall be round, oval, or shall have rounded corners.

o All patches shall be made of the base geomembrane material and shall extend a minimum of 3 inches beyond the edges of the defect.




Section 7

o Patches shall be extrusion welded to the base sheet.

ii) Grinding and Welding:

Grinding and welding shall be used to repair sections of extruded fillet seams with small defects.

iii) Spot Welding:

Spot welding shall be used to repair small tears, pinholes, or other minor localized flaws. 7.4.2.6.5 Crest Anchor Trench Excavation And Backfilling

The geomembrane liner shall be anchored in a PCC anchor trench at the top and bottom of the slope and at berm locations as shown on the Design Drawings. The excavation for placing PCC anchor block shall be done by the contractor to the lines and widths shown on the drawings prior to placement of the liner.

7.4.2.6.6 Precast Concrete Tiles over Liner Concrete tiles shall be laid over HDPE liner in reservoir for protection. Grade of concrete for tiles shall be M20. The tiles shall be free from impurities of stone, lime and other foreign materials. The size of the tile shall be as shown in the drawings. Tiles shall be laid over a cement mortar (1:4) bed of minimum 25 mm thick spread over HDPE liner. The exposed joints between tiles shall be pointed with mortar (1:4).


i) 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 Purchaser / Engineer. Where no specific testing procedure is mentioned, the tests shall be carried out as per the prevalent accepted engineering practice to the directions of the Purchaser / Engineer. Tests shall be done in the field and at a laboratory approved by the Purchaser / Engineer and the Contractor shall submit the test results in triplicate within three days after completion of a test to the Purchaser / Engineer. The Purchaser / Engineer may, at his discretion, waive off some of the stipulations given below, for small and unimportant operations.

ii) Material / work found unsuitable for acceptance shall be removed and replaced by

the Contractor. The works shall be redone as per specification requirements and to the satisfaction of the Purchaser / Engineer.


The Contractor shall submit and finalize 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 settling up of a testing laboratory, arrangement of testing apparatus / equipment, deployment of qualified / experienced manpower,




Section 7

preparation of format for record, field quality plan etc. On finalized field quality plan, the Purchaser / Engineer shall identify, customer hold points beyond which work shall not proceed without written approval from the Purchaser / Engineer.


i) The items of work in Schedule of Items describe the work in brief. The various items of the Schedule of Items shall be read in conjunction with the corresponding sections in the technical specifications including amendments and additions, if any. For each item in the Schedule of Items, the Contractor's quoted rate shall include the activities covered in the description of the item as well as all necessary operations described in the specifications.

ii) Contractor's quoted rate for each item shall include minor details which are

obviously and fairly intended and which may not have been included in descriptions in these documents but are essential for the satisfactory completion of the work. Quoted rate for each item shall also include for taking all safety measures as required by provisions of applicable codes, local regulations / acts etc. and for execution to the satisfaction of the Purchaser / Engineer.

iii) Contractor's quoted rate for each item shall be inclusive of providing all plant,

equipment, men, materials including supply of cement, skilled and unskilled labour, making observations, supervision and establishing the ground level and coordinates at location of each work by carrying levels from one set of grid lines furnished by the Purchaser / Engineer etc.

iv) Contractor's quoted rate for each item shall also include for all sampling, testing,

quality assurance requirements, inspection etc. The rates shall be all inclusive of providing temporary works, wastage, addition of extra cement if required, overheads, profits and all such requirement. No extra shall be payable over and above the quoted rate.

v) No claim shall be entertained if the details, shown on the ‘released for

construction’ drawings differ in any way from these shown on the drawings enclosed with the tender documents, unless the nature of work is different.

vi) Contractor's quoted rates for lining the reservoir shall include the following :

Supplying, storage and installation of liner. Repairing all defects and providing precautionary measures to protect the rolls.

Welding of sheets

Testing of seams.

vii) Contractors quoted rates for preparation of surface to be lined shall include the

following;




Section 7

Supplying and laying sand for surface preparation. Leveling and trimming the surface of sand layer.

viii) Contractors quoted rates for concrete tiles shall include the following;

Casting and installation of tiles including pointing. Preparation of mortar bed.

Supplying and placing of wire mesh.

ix) Contractor’s quoted rate for demolition shall include the following:

Separating out and stacking properly the serviceable materials up to a lead of 500 m or handing over to Purchaser / Engineer's stores and disposing off unserviceable materials up to a lead of 2 km.

Necessary propping, shoring and underpinning for the safety of a portions not required to be pulled down or of adjoining property and providing temporary supports and enclosures or partitions where specified, including safety of men and materials.

Providing, dismantling and removing the scaffolding. 7.6.2 Measurements

i) HDPE liner on embankment slope and over bed of reservoir shall each be measured separately in square meters stating the liner thickness.

ii) For sand layer below liner, measurements shall be in cubic meter based on the

profile as per construction drawings or the actual profile whichever is less.

iii) For concrete tiles, method of measurement shall be in cubic meter.




Section 8

SECTION 8

TECHNICAL SPECIFICATION FOR SLOPE PROTECTION WORKS




Section 8

CONTENTS

8.1.0 INTENT 3



8.4.0 TECHNICAL REQUIREMENT- EXECUTION 5






Section 8

SECTION 8


SLOPE PROTECTION WORKS 8.1.0 INTENT

i) This section of the specification covers the technical requirements of protection of slope for raw water reservoir embankment by turfing and riprap. Reservoir embankment slope needs to be protected against rain-wash or wind action. Protection against these is ensured by providing turfing or riprap or both to the downstream slope.

ii) The Contractor shall be fully responsible for proper setting out of works, profiling,

stacking of material. It shall be the responsibility of the Contractor to make adequate safety measures at the site. The Contractor shall carry out all works meant within the specification, even if not explicitly mentioned herein. All works shall be executed to the satisfaction of the Engineer.

iii) The Contractor shall make all necessary and adequate measures during the progress

of work against soil erosion, water and environmental pollution. It shall be the responsibility of the Contractor to undertake any additional work necessary to achieve this objective at no additional cost to the Engineer/Purchaser.

iv) The Contractor shall take prior approval from the Engineer about his work plan and

the procedure he intends to follow for the works covered under the scope of this specification and the schedule for carrying out temporary and permanent control works. However, the approval of such plans and procedures shall not relieve the Contractor of his responsibility for safe and sound work.




Section 8


i) Prior to beginning protection work, a contract or permit shall be obtained from the Engineer / Purchaser.

ii) The Contractor shall furnish all skilled and unskilled labour, plant, equipment,

scaffolding, materials etc. required for complete execution of the work in accordance with the drawings and as described herein and / or as directed by the Purchaser/ Engineer.

iii) All workmanship shall be in accordance with the latest standards and best possible practices.

iv) The Contractor shall carry out all works for establishing the levels on the basis of reference lines and bench mark, which shall be furnished by the Purchaser / Engineer, at one or more locations. It shall be the responsibility of the Contractor to properly trim the slope to the satisfaction of the Engineer.

v) Any approval, instructions, permission, checking, review, etc. whatsoever by the Purchaser / Engineer shall not relieve the Contractor of his responsibility and obligation regarding adequacy, correctness, completeness, safety, strength, quality, workmanship, etc.

vi) The Contractor shall perform the work as per the drawings, issued to him and / or Contractor’s drawings, which are approved by the Engineer and / or the Engineer’s instruction.

v) All materials required for the work shall be of best commercial variety and

approved by the Engineer. Borrow material required for filling shall be excavated from approved locations and levels and shall consist of material, free from roots, vegetation, decayed organic matter, harmful salts and chemicals, free from lumps and clods.

vi) The Contractor shall carry out the proposed work in smooth cordial manner with

Contractors of other on going works in the plant.

vii) Wherever reference is made to ‘drawings’ in this specification it shall mean the latest issue of the ‘Released for Construction’ drawings.


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

ii) In case of conflict between this specification and those (IS standards, codes etc.)

referred to herein, the former shall prevail. In case any particular aspect of work is not covered specifically by this specification and IS Codes, any other standard practice as may be specified by the Engineer, shall be followed.




Section 8

iii) Some of the relevant Indian Standards, Acts and Codes referred are given below:

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

IS: 8237 Code of Practice for Projection of Slope for Reservoir Embankment

IS: 2720 Methods of Test for Soils (Relevant Parts)

IS: 8826 Guidelines for design of large earth and rockfill dams

IS: 1498 Classification and identification of soils for general engineering

purposes 8.4.0 TECHNICAL REQUIREMENT- EXECUTION

TURFING

Clay turfing with selected variety of turfing grass shall be provided on the downstream face of the embankment slope. Material: 50 mm thick grass turf sods of approved variety shall be used in this work. Thickness of clay layer shall be as shown in the drawings or as directed by the Engineer. When turfing cannot grow on downstream slope of embankment, for proper growth of turfing selected soil layer may be provided or alternatively 300 mm thick hand placed riprap without filter layers may be provided. Placing: The slope of the embankment including berms if any shall be turf sodded. After the slope has been dressed to line, it shall be slightly roughened and scarified. The entire slope surface shall then be covered with a layer of turf sod consisting of blocks of dense lining grass growth of approved species. The sod shall include a mat of roots and earth at least 50 mm thick. Sod containing an excessive amount of obnoxious weed growth shall be excluded. Sod shall be carefully handled in transportation and placing so that a minimum amount of earth will be lost from the root mass. The blocks of sod shall be laid on the slope in close contact and then tamped firmly in place so as to fill and close the joints between blocks. The interval of time between cutting and laying shall be kept to a minimum and sod shall not be permitted to dry out. Immediately after placing, the sodded slope shall be thoroughly wetted and then kept moist for 3 months or till such time the grass establishes itself uniformly on the surface whichever is later. The watering shall be done so as to avoid erosion and prevent damage to sodded areas by water tanker etc. The growth of weeds on the turfing shall be prevented by removing them and disposing off. The finished work shall be to the satisfaction of the Engineer and his decision shall be final in the matter.

RIPRAP




Section 8

Embankment material shall be protected against erosion by placing a layer of rock fragments or boulders or natural stones. Material & Placing: Rip rap shall be hand placed on the slopes of the embankment as per IS:8237 - "Code of practice for Protection of slope for reservoir embankments" The thickness of rip rap layer shall be as indicated in the drawings. The thickness shall be measured normal to slope of the embankment. The rock materials used for rip-rap shall satisfy the following quality requirements

a) Specific gravity shall not be less than 2.50 (As per IS 1122)

b) Sulphate soundness- Less than 10% loss of weight after (Five) cycles (As per IS I120) c) Aggregate Impact value shall not exceed 16% (As per IS 2380) d) Water absorption shall not exceed 2.5% (As per IS 2386) e) In slake durability test (as per IS 10050), the percentage retain after two ten (10) minutes cycles shall be more than 85 %.

The riprap material shall consist of the most durable rock fragments of approved quality selected for the purpose. The quality of individual rock fragments shall be dense, sound and resistant to abrasion, and shall be free from cracks, seams, shale partings, conglomerate bands and other defects that would tend to increase unduly their susceptibility to destruction by water and weathering action. The shape of individual rock fragments having thickness less than 50 % of their maximum dimensions shall not be used as rip rap. These rock fragments / stones shall be evenly distributed over the area. The average weight of stones shall be 15 kg for 300 thick rip rap and 50 kg for 600 thick riprap. These stones shall be placed on edge with longer dimension normal to the slope. Rock fragments and spalls shall be tightly driven into the interstices to wedge the rip rap in place. The wedging shall be done with the largest chip practicable, each chip being well driven home with a hammer so that no chip can be removed by hand. Stones shall be laid compactly with staggered joints starting at the bottom of the slope. Riprap shall be placed along with the fill so that a minimum of break down will occur during placing and spreading. The rock available from the excavation which satisfies the quality requirements specified above and found suitable for construction of rip rap by Engineer may be used. These shall be washed, cleared, and broken into required size and stacked separately, at a place as directed by the Engineer. Similarly rock materials which satisfy the above mentioned quality requirements can also be obtained from borrow area. The location from where the material will be obtained shall be shown by the Engineer. The rock will be broken to required size and shape and will be cleaned before utilized. Separate record shall be kept for the rip rap constructed using the rock obtained from quarries, from within the acquired land, from any area within the plant boundary etc.




Section 8


i) The Contractor shall examine the areas and conditions where turfing / riprap is to be done and notify the Engineer/Purchaser in writing, about the conditions, detrimental to proper and timely completion of the Work.

ii) Material, placing procedures and installations and test conducted by the Contractor

are subject to inspection. Such inspections and tests shall not relieve Contractor of responsibility for providing material and placement in compliance with this specification. The Engineer/Purchaser reserves the right, at any time before final acceptance, to reject material not complying with the specified requirements.

iii) The Contractor shall correct all deficiencies which inspections and laboratory and

field tests have indicated are not in compliance with this specification. The Contractor shall perform additional tests, at his expense, as may be necessary to reconfirm any noncompliance of the original work and as may be necessary to show compliance of corrected work.

iv) The Contractor shall promptly correct errors or flaws in the work or material

identified during construction and which prevent proper installation. The Contractor shall make immediate substitution of the non-complying material or shall make field changes to make the non-complying material acceptable. The correction or substitution shall be performed at no cost to the Engineer/Purchaser.


The Contractor shall submit and finalize a detailed Field Quality Assurance (FQA) 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 finalising field quality plan, the Contractor shall identify hold points beyond which work shall not proceed without written approval from the Engineer.

8.5.3 Acceptance Criteria

Following Acceptance Criteria shall be followed:

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

ii) For re-test of any sample, two additional samples shall be collected and tested, and

both should pass without any deviation. 8.6.0 RATES AND MEASUREMENTS 8.6.1 Rates




Section 8

i) The item of work in the Schedule of Quantities describes the work in brief. The

various items of the Schedule of Quantities shall be read in conjunction with the corresponding sections in the technical specifications including amendments and additions, if any. For each item in the Schedule of Quantities, the Contractor’s rates shall include the activities covered in the description of the item as well as all necessary operations described in the specifications.









8.6.2 Measurements:

All measurements shall be in SI units.

i) Linear measurement shall be in meters (m) correct upto second place of decimal. Areas and volumes shall be calculated from the linear measurements and shall be in square meters and cubic metes respectively, rounded off to two decimal places. For rounding off, values in the third decimal place which are below 5 shall be ignored and those 5 and above shall be taken as 10.




by the Engineer.




Section 8

Turfing:

Payment shall be made on the surface area measured in sq.m based on the profile as per construction drawings or the actual profile whichever is less at the unit rate for the relevant items in of the schedule.

Riprap:

Measurement for rip rap shall be made in cubic metre (m3). The quantity shall be calculated from the drawing and as executed quantity shall be obtained by applying the as executed thickness to the levels and cross-section of earthen embankment. Lesser of the two quantities shall be considered for payment. Payment shall be made at the rate of relevant item of schedule for the quantity arrived above.

Measurement shall be done separately for the rip rap with materials obtained from the following sources.

a) Rock obtained from excavation and stripping work b) Rock obtained from within the acquired land. c) Rock to be supplied from quarries.




Section 9

SECTION 9

TECHNICAL SPECIFICATION FOR DRAINAGE FILTER AND ROCK TOE




Section 9

CONTENTS

9.1.0 INTENT 3









Section 9

SECTION 9


DRAINAGE FILTER AND ROCK TOE 9.1.0 INTENT

This section of the specification covers supplying and forming of horizontal drainage filter on the foundation of the embankment, vertical / inclined sand chimney in the embankment below rock toe and along the slope and rock toe as indicated in the drawings.


i) This part of the specification covers the requirement for material and placing of filters and rock toe for raw water reservoir embankment. Filters and the toe shall be laid true to line and level as shown on drawings. All materials shall be compacted to required density as described in this specification or as shown in the drawings.



iii) All workmanship shall be in accordance with the latest standards and best possible

practices.

iv) The Contractor shall carry out all works for establishing the levels on the basis of reference lines and bench mark, which shall be furnished by the Purchaser / Engineer, at one or more locations.

v) Any approval, instructions, permission, checking, review, etc. whatsoever by the

Purchaser / Engineer shall not relieve the Contractor of his responsibility and obligation regarding adequacy, correctness, completeness, safety, strength, quality, workmanship, etc.




referred to in this clause, the former shall prevail.

iii) Some of the applicable Indian Standards, Codes, etc. are referred here below :

IS: 383 Specification for coarse and fine aggregates from natural sources. IS: 9429 Code of Practice for Drainage System for Earth and Rockfill Dams




Section 9

IS: 2720 Methods of Test for Soils (Relevant Parts) IS: 8826 Guidelines for design of large earth and rockfill dams IS: 1498 Classification and identification of soils for general engineering

purposes 9.4.0 TECHNICAL REQUIREMENTS

As indicated in the drawing graded sand blanket, sand chimney or graded sand filter and the rock toe shall be laid in the embankment. The thickness of the filter layers shall be as specified or as directed by the Engineer.

9.4.1 Materials

For Drainage Filter: The material for blanket, chimney and sand filters shall consist of clean, sound and well graded coarse sand. The materials shall be free from debris wood, vegetable matter and other deleterious matter. The gradation of sand material shall meet the requirements as specified below:

a)

D50 of filter

D50 of base material25

b)

D15 of filter

D 15 of base material 6 to 19

c)

D 85 of filter

D 15 of filter 5

d)

D15 of filter

D 85 of base material 5

e) The gradation curve of the filter material shall be nearly parallel to the

gradation curve of the base material. f) The filters shall not contain more than 5% by weight of materials finer than

0.075 mm size. g) The sand filter layer shall be considered as the base material for coarser filter

layer. h) The filter material shall be suitably compacted to a firm condition to achieve

a relative density of 70 %. i) In addition to the above, the provisions for filter as given in "IS: 9429-Code

of practice for drainage system for Earth and Rock Fill dam", also shall be followed.




Section 9

For sand- material, the grading shall be decided as per filter criteria specified above, such that the embankment fill material is prevented from being carried away through the blanket, chimney and filters. For Rock Toe: The rock material used for the rock toe shall satisfy the following condition: a) Specific gravity shall not be less than 2.50 (As per IS 1122)

b) Sulphate soundness- Less than 10% loss of weight after (Five) cycles (As per IS I 120)

c) Aggregate Impact value shall not exceed 16% (As per IS 2380) d) Water absorption shall not exceed 2.5% (As per IS 2386)

e) In slake durability test (as per IS 10050), the percentage retain after two ten (10) minutes cycles shall be more than 85 %.

Rock toe shall be formed with rock material consisting of sound, durable and well graded broken rock obtained from approved quarries and shall be of approved quality prior to being transported to the area of deposition. The materials shall range in size from 10 to 45 cm. All brush, roots or other perishable materials shall be removed from rock-fill during spreading and shall be transported to a disposal area. The rock available from the excavation of water escape structure/stripping/drain channel etc. which satisfy the quality requirements specified above and found suitable for construction of rock toe by Engineer shall be used. These shall be washed, cleared, and broken into required size and stacked separately, at a place as directed by the Engineer. Similarly, rock materials for rock toe satisfying the quality requirements specified above can also be obtained from rock available within the land acquired for construction of reservoir, if it is found suitable. The rock will be broken to required size and shape and will be cleaned before utilised.

9.4.2 Placing

a. Sand Blanket

Sand blanket shall be laid subsequent to site clearance, stripping and excavation, if any. The foundation area shall be cleared before laying the bottom layer of blanket material. Filter material shall be laid in layers not exceeding 150 mm. Water as found necessary shall be sprinkled before compaction. Care shall be taken to ensure that materials of different layers do not get mixed, both at the time of placing and during compaction. Extreme care shall be taken when placing materials in the zone to obtain a fill free from lenses, layers and streaks of segregated materials. After the layers of filter blanket material and intermediate sand layer materials have been laid and compacted as directed by the Engineer earth fill material shall be laid.

b. Sand Chimney

Sand chimney of specified thickness shall be laid at the specified location by excavating and removing the already compacted embankment material exposing sand chimney in the lower layers earlier laid, and refilling the trench with sand with in layers. The layer of




Section 9

sand shall be well watered and rammed. The depth of each layer of chimney to be laid shall not be more than 150 mm or as directed by the Engineer. The excavated material can be reused in the embankment area. While excavating the earth for filling sand for chimney drain, the top layer of sand which has been mixed with earth, shall also be removed. Alternatively, the sand chimney can also be laid in layers simultaneously with the laying of each layer of earth fill. In such case, the top level of sand layer shall always be kept at about 100 cm above earth level on both sides. Each layer of sand shall be well watered and rammed. Care shall be taken to avoid mixing of earth and sand.

c. Sand Filter

The sand filter underneath the rock-toe and between rip rap and the bund shall closely follow the levels of the embankment in the area. Sand filter shall be laid subsequent to stripping of foundation and/or trimming of slope of compacted bund. The excavated earth shall be removed from the working area and stockpiled at a place directed by the Engineer. The surface to receive the sand filter shall be properly cleaned before laying of filter material. The sand filter shall be laid in layers; the thickness of the layers shall not be more than 150 mm or as directed by the Engineer. Water as found necessary shall be sprinkled before compaction. The sand layer shall be well watered and rammed. Care shall be taken that materials of different layers do not get mixed, both at the time of placing and during compaction. The sand filter material shall be clean, sound, durable and well graded. No debris, wood, deleterious material etc., shall be permitted.

d. Rock Toe

The stone pieces shall be hand placed to obtain a stable, well graded and free draining fill. The rock toe shall be constructed in layers so that the smaller rock fragments shall be placed adjacent to the filter of embankment and the large rock fragments near the outer edge of the rock toe. The rock fill shall be hand placed, spread and roughly leveled in layers not greater than 300 mm in thickness in order to maintain a reasonably uniform surface and ensure that the completed fill will be stable and not contain any voids having least dimension larger than 50 mm. Contamination of the rock with finer materials from any other zones shall be avoided. Accumulations of soil caused by contamination shall be removed. Rock materials shall not be dumped directly against any concrete or masonry structure, but shall be hand placed in layers.


i) Material / work found unsuitable for acceptance shall be removed and replaced by the Contractor. The works shall be redone as per specification requirements and to the satisfaction of the Purchaser / Engineer.


are subject to inspection. Such inspections and tests shall not relieve Contractor of




Section 9

responsibility for providing material and placement in compliance with this specification.


The Contractor shall submit and finalize a detailed Field Quality Assurance (FQA) 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 finalizing field quality plan, the Contractor shall identify hold points beyond which work shall not proceed without written approval from the Engineer.











9.6.2 Measurements All measurements shall be in SI units.




Section 9

i) Linear measurement shall be in meters (m) correct upto second place of decimal.

Areas and volumes shall be calculated from the linear measurements and shall be in square meters and cubic meters respectively, rounded off to two decimal places. For rounding off, values in the third decimal place which are below 5 shall be ignored and those 5 and above shall be taken as 10.




by the Engineer. Measurement for all filters and rock toe shall be made in cubic meter (m3). The quantity shall be calculated from the drawing and as executed quantity shall be obtained by applying the as executed thickness to the levels and cross-section of earthen embankment. Lesser of the two quantities shall be considered for payment. Payment shall be made at the rate of relevant item of schedule for the quantity arrived above. Measurement shall be done separately for the rock toe with materials obtained from the following sources. a) Rock obtained from excavation and stripping work. b) Rock obtained from within the acquired land. c) Rock to be supplied from quarries.




Section 10

SECTION 10

TECHNICAL SPECIFICATION FOR RCC PIPES




Section 10

CONTENTS

10.1.0 INTENT 3









Section 10

SECTION 10


RCC PIPES 10.1.0 INTENT

This section of the specification covers supplying and installing reinforced cement concrete pipe, of the type, diameter and length required at the locations as shown on the drawings or as directed by the Engineer and in accordance with the requirements of these specifications.


i) This part of the specification covers the requirement for material and installation of RCC pipes for raw water reservoir area. Pipes shall be laid true to line and level as shown on drawings.



iii) All workmanship shall be in accordance with the latest standards and best possible

practices.

iv) The Contractor shall carry out all works for establishing the levels on the basis of reference lines and bench mark, which shall be furnished by the Purchaser / Engineer, at one or more locations.

v) Any approval, instructions, permission, checking, review, etc. whatsoever by the

Purchaser / Engineer shall not relieve the Contractor of his responsibility and obligation regarding adequacy, correctness, completeness, safety, strength, quality, workmanship, etc.




referred to in this clause, the former shall prevail.

iii) For applicable codes and standards, refer to Clause no. 3.0.3 of Section – 3 of this specification.

10.4.0 TECHNICAL REQUIREMENTS

As indicated in the drawing, pipes shall be laid in the reservoir area.




Section 10

10.4.1 Materials

All material used in the construction of pipes shall be of specified class conforming to the requirements of IS: 458 latest revision. Each consignment of cement concrete pipes shall be inspected, tested, if necessary, and approved by the Engineer either at the place of manufacturer or at the site before their incorporation in the work. No cement and reinforcement shall be issued for the manufacture of RCC pipes. Utmost care shall be exercised in loading, transporting and unloading of the concrete pipes to avoid impact and damage.

10.4.2 Excavation for pipe

The foundation bed for pipe outside the dyke portion shall be excavated true to the lines and grades shown on the drawings or as directed by the Engineer. The pipe shall be placed in shallow excavation of the natural ground or compacted earth fill taken down to levels as shown on the drawings. Where trenching is involved its width on either side of the pipe shall not be less than 10 mm nor more than one-third diameter of the pipe. The sides of the trench shall be as nearly vertical as possible. When during excavation the material encountered is soft spongy or other unstable soil and unless other special construction methods are called for on the drawings or in special provisions such unsuitable material shall be removed to such depth width and length as directed by the Engineer. The excavation shall be backfilled with excavated earth as approved by the Engineer which shall be properly shaped and thoroughly compacted up to the specified level. Trenches shall be kept free from water until the pipes are installed and the joints have hardened.

10.4.3 Bedding for pipe

The bedding surface shall provide a firm foundation of uniform density throughout the length of the pipe and shall conform to the specified levels and grade and shall be as specified on the drawings. When indicated on the drawings or directed by the Engineer the pipe shall be bedded in a cradle constructed of concrete having a mix not leaner than grade M15 conforming to IS: 456. The shape up and dimensions of the cradle shall be as indicated on the drawings. The pipes shall be laid on the concrete bedding before the concrete has set.

10.4.4 Laying of pipe

Pipes shall be laid as per IS: 783. They should be laid using mechanical means. No pipe shall be placed in position until the foundations have been approved by the Engineer. Where two or more pipes are to be laid adjacent to each other they shall be separated by a distance equal to at least half the diameter of the pipe subject to a minimum of 450 mm. The laying of pipes on the prepared foundation shall start from the outlet all proceed




Section 10

towards the inlet and be completed to the specified lines and grades. The pipes shall be fitted and matched so that when laid in work they form smooth uniform invert. Any pipe found broken, defective or damaged during laying shall be removed at the cost of the Contractor.

10.4.5 Jointing

The pipes shall be jointed by collar joint in case it is not encased in RCC fully. The collars shall be of RCC, 200 mm wide and having the same strength as the pipes to be jointed. Caulking space shall be between 13 to 20 mm according to the diameter of the pipes. Caulking materials shall be slightly wet mix of cement and coarse sand in the ratio of 1:9 rammed with caulking irons. Before caulking the collar shall ire so placed that its center coincides with the joint and all even annular space is left between the collar and the pipe. Care shall be taken to fill all voids and excess mortar shall be removed. All joints shall be made with care so that their interior surface is smooth and consistent with the interior surface of the pipes. After finishing, the joint shall be kept covered and damp for at least four days.

10.4.6 Backfilling

Trenches shall be backfilled immediately after the pipes have been laid and the jointing materials have hardened. The backfill materials shall be clean, free from boulders, large roots, excessive amounts of sods or other vegetable matters, and lumps, and shall be approved by the Engineer. Backfilling up to 0.3 meter above the top of the pipe shall be carefully done and the soil thoroughly rammed, tamped or vibrated in layers not exceeding 150 mm, particular care being taken to thoroughly consolidate the materials under the haunches of the pipe. Filling of the trench shall be carried out simultaneously on both sides of the pipe in such a manner that unequal pressures do not occur. For the portion within the embankment, the filling around the pipe shall be done as per specifications and shall be compacted using vibratory tampers in thin layers, as per Section 1 of this specification.




Section 10


i) Material / work found unsuitable for acceptance shall be removed and replaced by the Contractor. The works shall be redone as per specification requirements and to the satisfaction of the Purchaser / Engineer.


are subject to inspection. Such inspections and tests shall not relieve Contractor of responsibility for providing material and placement in compliance with this specification.


The Contractor shall submit and finalize a detailed Field Quality Assurance (FQA) 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 finalizing field quality plan, the Contractor shall identify hold points beyond which work shall not proceed without written approval from the Engineer.








inspection, etc. The rates quoted shall be all inclusive of providing temporary




Section 10

works, wastage, overheads, profits and all such requirement. Nothing extra shall be payable over and above the quoted rates on these accounts. Rates shall include for any additional excavation and filling for all leads and lifts, including transportation to disposal area and bringing back for refilling with proper compaction as specified, if any, beyond the payment line.



10.6.2 Measurements All measurements shall be in SI units.

i) Linear measurement shall be in meters (m) correct upto second place of decimal. Areas and volumes shall be calculated from the linear measurements and shall be in square meters and cubic metes respectively, rounded off to two decimal places. For rounding off, values in the third decimal place which are below 5 shall be ignored and those 5 and above shall be taken as 10.




by the Engineer. The rate for the pipe shall include the cost of pipe including supplying, loading, unloading, hauling, handling, storing, laying in position and jointing complete. The cost of excavation, if any, concrete works and backfiring shall be paid under relevant items of Schedule of items. RCC pipes shall be measured along their centers between the inlet and outlet ends in linear meters.




Section 14

SECTION 14

TECHNICAL SPECIFICATIONS FOR ROAD-WORK




Section 14

TABLE OF CONTENT

14.1.0 SCOPE .............................................................................................................................. 3

14.2.0 GENERAL REQUIREMENTS ...................................................................................... 3

14.3.0 CODES AND STANDARDS ........................................................................................... 7

14.4.0 TECHNICAL REQUIREMENTS – LAYING AND INSTALLATION .................... 8

14.5.0 SAMPLING, TESTING AND QUALITY ASSURANCE ......................................... 15

14.6.0 RATES AND MEASUREMENTS ............................................................................... 15




Section 14

SECTION - 14

TECHNICAL SPECIFICATIONS

FOR ROAD-WORK

14.1.0 SCOPE:

This specification covers all work required for the construction of WBM/TAR Road including preparation of sub-grade, box-cutting, edging, sub-base, base bituminous surfacing and concreting etc. as per drawings and / or described herein subsequently and / or as directed by the Engineer. It shall also include all incidental items of work not shown or specified but reasonably implied or necessary for the completion of the work. All works shall be carried out to the satisfaction of the Purchaser / Engineer.

14.2.0 GENERAL REQUIREMENTS: 14.2.1 Work to be provided by the Contractor:

The work to be provided by the Contractor, unless specified otherwise, shall include but not be limited to the following:

i) Furnish all labour, supervision, services, materials, equipment, tools and plant

transportation etc., required for the work.

ii) Submit for approval detailed schemes of all operations required for executing the work e.g. material handling, placement, services, approaches etc.

iii) To carry out and submit to the Engineer results of tests whenever required by the

Engineer to assess the quality of work. 14.2.2 Work to be provided by Others:

No work under this specification shall be provided by any agency other than the Contractor unless specifically mentioned elsewhere in the Contract.

14.2.3 Materials:

a) Edge Block:

The edging shall be of cement concrete blocks with concrete grade of minimum M20, unless otherwise mentioned on the drawing / schedule of item. The edging blocks shall be 600 x 600 x 100 thickness The depth of the blocks, unless otherwise mentioned elsewhere, shall be 75 mm more than the total thickness of road (combined thickness of sub-base and water bound macadam courses).




Section 14

b) Coarse aggregates:

Coarse aggregates shall be either crushed or broken stone. The aggregates shall conform to the physical requirements given in Table-1 below.

TABLE-1

Physical requirements of Coarse Aggregates

For Water Bound Macadam.

Sl. No.

Type of Construction

Test Test method Requirements

1. Sub-base Los Angles Abrasion Value* or Aggregate Impact Value

IS: 2386 (Part IV) IS: 2386 (Part IV)

or IS: 5640**

60 percent maximum 50 percent maximum.

2. Base a) Los Angles Abrasion Value* or Aggregate Impact Value

IS: 2386 (Part IV) IS: 2386 (Part IV)

or IS: 5640*

50 percent maximum. 40 percent maximum.

b) Flakiness Index***

IS: 2386 (Part I) 15 percent maximum.

Notes:

* Aggregate may satisfy requirements of either the Los Angeles test or Aggregate

Impact Value test.

** Aggregates like brick metal, kankar and laterite which get softened in presence of water, shall be tested for impact value under conditions in accordance with IS: 5640.

*** The requirements of Flakiness Index shall be enforced only in case of crushed/

broken stone and crushed slag.

Crushed or broken stone shall be hard, durable and free from excess of flat, elongated soft and disintegrated particles, dirt and other objectionable matter.




Section 14

Grading Requirement:

The coarse aggregates shall conform to one of the grading given in Table-2. The use of Grading No. 1 shall however be restricted to sub-base courses only.

TABLE-2

GRADING REQUIREMENTS OF COARSE AGGREGATES

Grading No. Size range Sieve designation Percent by weight passing the sieve

1. 90 mm to 45 mm 100 mm 100 80 mm 65-85 63 mm 25-60 45 mm 0-15 22.4 mm 0-5

2. 63 mm to 45 mm 80 mm 100 63 mm 90-100 53 mm 35-70 45 mm 0-15 22.4 mm 0-5

3. 53 mm to 22.4 mm 63 mm 100 53 mm 95-100 45 mm 35-70 22.4 mm 0-10 10 mm 0-5

c) Screenings:

Screenings to fill voids in the coarse aggregate shall generally consist of the same material as the coarse aggregate. However, from economic considerations, where permitted, predominantly non-plastic material such as moorum or gravel (other than rounded river borne material) may be used for this purpose provided liquid limit and plasticity index of such material is below 20 and 6 respectively and the fraction passing 75 micron sieve does not exceed 10 percent.

As far as possible, screenings shall conform to the grading given in Table-3. Screenings of Type A in Table - 3 shall be used with coarse aggregates of grading 1 in Table 2. Screenings of Type A or B shall be used with coarse aggregates of grading 2. Type B screenings shall be used with coarse aggregates of grading 3.




Section 14

TABLE 3: GRADINGS FOR SCREENINGS

Grading

Classification Size of Screenings Sieve designation Percent by weight

passing the sieve A 12.5 mm 12.5 mm 100 10.0 mm 90-100 4.75 mm 10-30 150 micron 0-8

B 10 mm 10 mm 100 4.75 mm 85-100 150 micron 10-30

d) Binding material:

Binding material, to be used for water bound macadam construction, shall comprise of a suitable material approved by the Engineer having plasticity index value of less than 6 as determined in accordance with IS: 2720 (Part V).

Application of binding material may not be necessary, when the screenings used are of crushable type such as moorum or stone screenings.

e) Premix Carpet Materials:

Bituminous premix carpet of suitable designed thickness shall be provided over the prepared base. Recommendations of IRC: 14 shall generally be followed for providing bituminous surfacing.

i) Binder: The binder shall be conforming to IS: 73. The bitumen shall be paving

bitumen of suitable penetration grade within the range S 35 to S 90 or A 35 to A90 (30/40 to 80/100) as per Indian Standards Specifications for "Paving Bitumen" IS:73. The actual grade of bitumen to be used shall be decided by the Engineer appropriate to the region, traffic, rainfall and other environmental conditions.

ii) Coarse aggregates: This shall consist of angular fragments and be clean, hard,

tough, durable and of fairly cubicle shape with uniform quality throughout and shall be free of elongated or flaky pieces, soft and disintegrated material or other deleterious matter.

iii) Fine aggregates: The fine aggregates or sand shall be clean, hard, durable,

uncoated, coarse, dry particles and free from dust, flaky particles or organic matters etc.




Section 14

f) Bituminous Surfacing Materials:

Surface dressing consists of a wearing surface composed of a single application of bituminous material covered with one application of cover material applied on a previously prepared base / premix carpet.

i) Binder: The binder shall be conforming to IS: 73 as stated in para 14.2.3.e.

ii) Coarse aggregates: This shall consist of angular fragments and be clean, hard,

tough, durable and of fairly cubicle shape with uniform quality throughout and shall be free of elongated or flaky pieces, soft and disintegrated material or other deleterious matter.

The size of chipping, grading and physical properties shall be as specified in IRC.

14.3.0 Codes and Standards:

All work under this specification, unless specified otherwise, shall conform to the latest revision and/or replacements of the following or any other relevant I.S. Specifications and Codes of Practice.

IRC: 14 Recommended Practice for 2cm thick Bitumen and Tar carpets.

IRC: 19 Standard specification and code of practice for Water bound Macadam.

IRC: 37 Guidelines for Design of Flexible Pavements.

IRC: 56 Recommended Practices for Treatment of Embankment Slopes for Erosion

Control.

IRC: SP 11 Hand Book of Quality Control for Construction of Roads and Runways.

IS: 456 Indian Standard Codes of Practice for Plain and Reinforced Concrete.

IS: 1201 to 1220 Methods of testing tar and bituminous materials.

IS: 73 Specification for paving bitumen.

IS: 215 Specification for Road tar.

IS: 216 Coal tar pitch.

IS: 217 Specification for cut-back bitumen.

IS: 454 Specification for cut-back bitumen from waxy crude.

IS: 1834 Specification for hot applied sealing compound for joint in concrete.

Part I Bitumen impregnated fiber.

Part II CNSL Aldehyde resin and coconut pith.




Section 14

IS:334 Glossary of terms relating to bitumen and tar.

IS:3117 Specification for bitumen emulsion roads (anionic type).

IS:1200 Method of measurement of building and civil engineering work.

Part-l7 Road work including airfield pavements.

IRC Publication: Handbook of Quality Control for Construction of Roads and Runways.

IRC Publication: Ministry of Surface Transport (Road Wing) Specification for Road and

Bridge Works.

Concrete roads shall be as per MOST specifications (Latest revision).

Other specifications mentioned elsewhere in this specification.

In case any particular aspect of work is not covered specifically by Indian Standard Specification, any other standard practice as may be specified by the Engineer shall be followed.

14.4.0 TECHNICAL REQUIREMENTS – LAYING AND INSTALLATION: 14.4.1 Conformity with Designs:

The contractor shall carryout the work as per the drawings issued to him and / or contractor's drawings which are approved by the Engineer and / or the Engineer's instructions.




Section 14

14.4.2 Subgrade:

a) General:

All works performed shall conform to the lines, grades, cross-sections and dimensions shown on the drawings or as directed by the Engineer.

All materials required for the work shall be of best commercial variety and as approved by the Engineer.

The Contractor shall establish and maintain quality control for the various aspects of the work, method, materials and equipment used.

b) Box Cutting:

After the earthwork in cutting and the earthwork in embankments have been done properly up to the final road level with gradient and camber as per drawings and proper consolidation of the filling is completed, earthwork in box cutting shall be taken in hand. Before starting of box cutting, the Contractor shall obtain Engineer's approval of cutting and embankment work. The cutting and embankment works, wherever involved shall be carried out as per relevant specification of excavation and filling.

The box cutting shall be done in such a way that the width of cutting is exactly the clear distance between the edging blocks. The depth of cutting shall be such as to have the road section constructed true to the levels shown on the drawing. The formation shall have the same profile and camber as shown on drawings.

The Contractor shall excavate and remove the soil to an extent as instructed by the Engineer & as shown on the drawings so as to backfill and obtain a densely compacted subgrade of 500 mm top depth. The filling shall be rammed and rolled uniformly with a road roller of 8 - 10 tons minimum weight to attain 95% of the Standard Proctor Density at optimum moisture content.

If the depth of box-cutting is made more than required, the Contractor shall make up the extra depth with approved good earth and compacted, as specified above, at his own cost.

c) Rolling:

After the box-cutting is completed, the formation shall be rolled with a road-roller of 8 - 10 tons minimum weight with minimum 6 no. of passes duly maintaining proper gradient and camber. Care shall be taken to avoid excessive rolling of the formation. If after rolling, the formation is higher than required, the excess earth shall be removed by carefully cutting and dressing and the formation shall be rolled as specified above. In case after rolling the formation is depressed below the required level, the contractor shall continue the process of filling and rolling as above till the correct level is attained up to a limit as decided by the Engineer at Contractor’s cost.

14.4.3 Edge block Laying:




Section 14

After rolling of the box-cutting is completed, trenches shall be cut for edging. The width of the trenches shall be minimum and just sufficient to insert the edging blocks. The clear width between the inside faces of the edging blocks shall be exactly the same as shown on drawing. The inside faces shall be in plumb and the gap between the blocks shall not be more than 10 mm. The top of the edging shall be at the same level as shown on drawings and the inside face shall be in a neat line.

The edging blocks shall be thoroughly packed with a mixture of stone-chips (50%) and moorum (50%) at the outside face. The laying and packing shall be done in a proper workmanlike manner acceptable to the Engineer.

If after consolidation of the road metalling, any portion of the edging is found to be broken out of line and level, the Contractor shall take out the blocks and refix the same to the satisfaction of the Engineer at Contractor's own cost.

14.4.4 Water Bound Macadam (Sub Base / Base Course):

Construction of Water Bound Macadam (WBM) shall be carried out in accordance with IS-19. Water bound macadam shall consist of clean, crushed aggregates mechanically interlocked by rolling and bonded together with screenings, binding material, where necessary and water laid on a prepared subgrade or sub-base, as the case may be, and finished in accordance with the requirements of these specifications and in conformity with the lines, grades and cross-sections shown on the drawings or otherwise directed by the Engineer. a) Construction procedure:

Preparation of Base: The sub-grade / sub-base to receive the water bound macadam coarse shall be prepared of densely compacted of 500 mm top depth to the specified camber and made free of dust and other extraneous material. Any ruts or soft yielding places shall be corrected in an approved manner and rolled until firm.

b) Provision of Lateral Confinement of Aggregates:

Before starting with WBM construction, necessary arrangements shall be made for the lateral confinement of aggregates by installation of edge block as specified in para 14.4.3. The other method is to construct side shoulders in advance to a thickness corresponding to the compacted layer of the WBM course. After shoulders are ready, their inside edges may be trimmed vertical and the included area cleaned of all spilled material thereby setting the stage for spread of coarse aggregates. The practice of constructing WBM in a trench section excavated in the finished formation must be completely avoided.

c) Spreading Coarse Aggregates:

The coarse aggregates shall be spread uniformly and evenly upon the prepared base in required quantities from stockpiles along the side of the roadway or directly from vehicles. In no case shall the aggregate be dumped in heaps directly on the surface prepared to receive the aggregates nor shall their hauling over a partially completed base be permitted. The aggregates shall be spread to proper profile by using templates placed across the road about 6m apart. Where possible, approved mechanical devices shall be used to spread the aggregates uniformly so as to minimize the need for their manipulation by hand.




Section 14

No segregation of large or fine particles shall be allowed and the coarse aggregates shall be spread uniformly upon the prepared surface in such quantities that the thickness of the compacted layer is 100 mm for grading 1 and 75mm for grading 2 and 3 for each layer. Each layer shall be tested by depth blocks. The number of layers and the actual thickness of base and sub base shall depend upon the CBR value of the subgrade.

The coarse aggregate shall not normally be spread in lengths exceeding three days’ average work ahead of the rolling and bonding of the proceeding section.

d) Rolling:

Immediately following the spreading of the coarse aggregate, rolling shall be started with either three-wheeled power roller of 6 to 10 ton capacity or equivalent vibratory rollers. The weight of the roller shall depend upon the type of coarse aggregates and be indicated by the Engineer.

The rolling shall begin from edges with roller running forward and backward until the edges have been compacted. The roller shall then progress gradually from the edges towards the centre parallel to the centre-line of the road, uniformly lapping each preceding rear wheel track by one half-width. Rolling shall be discontinued when the aggregates are partially compacted with sufficient void space in them to permit application of screenings. However, where screenings are not to be applied, as in the case of crushable aggregates like brick, metal, laterite and kankar, compaction shall be continued until the aggregates are thoroughly keyed with no creeping of stones ahead of the roller. Slight sprinkling of water may be done during rolling if necessary.

On superelevated portions of the road, rolling shall commence from the lower edge and progress gradually towards the upper edge of the pavement.

Rolling shall not be done when the subgrade is soft or yielding nor when it causes a wave-like motion in the base course or subgrade. If irregularities develop during rolling which exceed 12 mm when tested with a 3 meter straight edge, the surface shall be loosened and aggregates added or removed as required before rolling again so as to achieve a uniform surface conforming to the desired cross section and grade. The surface shall also be checked transversely by template for camber, and any irregularities corrected in the manner described above. In no case shall the use of screenings to make up depressions be permitted.

e) Applications of Screenings:

After the coarse aggregate has been rolled, screenings to completely fill the interstices shall be applied gradually over the surface. These shall not be damp or wet at the time of application. Dry rolling shall be done while the screenings are being spread so that vibrations of the roller cause them to settle into the voids of the coarse aggregate. The screenings shall not be dumped in piles but be spread uniformly in successive thin layers either by the spreading motion of hand shovels or by mechanical spreaders or directly from trucks. Trucks plying over the base course to spread the screenings shall be equipped with pneumatic tyres and so operated as not to disturb the coarse aggregates.




Section 14

The screenings shall be applied at a slow rate in three or more applications as necessary. This shall be accompanied by brooming and rolling. Either mechanical brooms/hand brooms or both may be used. In no case shall the screenings be applied as fast and thick as to form cakes or ridges on the surface making the filling of voids difficult or preventing the direct bearing of roller on the coarse aggregates. The spreading, brooming and rolling of screenings shall be taken up on sections which can be completed within one day’s operation. Damp and wet screenings shall not be used in any circumstances.

The spreading, rolling and brooming of screenings shall be carried out in only such lengths of the road, which could be completed within one day’s operation.

f) Sprinkling and Grouting:

After the screenings have been applied, the surface shall be copiously sprinkled with water, swept and rolled. Hand brooms shall be used to sweep the wet screenings into voids and to distribute them evenly. The sprinkling, sweeping and rolling operations shall be continued, with additional screenings applied as necessary until the coarse aggregates are well bonded and firmly set and a grout has been formed of screenings. Care shall be taken to see that the base or sub-grade does not get damaged due to the addition of excessive quantities of water during construction.

g) Application of Binding Material:

After the application of screenings, the binding material, where it is required to be used shall be applied at a uniform and slow rate in two or more successive thin layers. After each application of binding material, the surface shall be copiously sprinkled with water and the resulting slurry swept in with hand brooms/mechanical brooms or both so as to fill the voids properly. This shall be followed by rolling with a 6-10 ton roller during which water shall be applied to the wheels to wash down the binding material that may get stuck to them. The spreading of binding material, sprinkling of water, sweeping with brooms and rolling shall continue until the slurry of binding material and water forms a wave ahead of the wheels of moving roller.

h) Setting and Drying:

After the final compaction of water bound macadam course, the road shall be allowed to cure overnight. Next morning hungry spots shall be filled with screenings or binding material, lightly sprinkled with water if necessary and rolled. No traffic shall be allowed on the road until the macadam has set. The Engineer shall have the discretion to stop hauling traffic from using the completed water bound macadam course if in his opinion it would cause excessive damage to the surface.

i) Surface Evenness of WBM Course:

The surface evenness of completed WBM course in longitudinal and transverse directions shall be within the tolerances indicated in Table - 4.

The longitudinal profile shall be checked with a 3-meter long straight edge at the middle of each traffic lane along a line parallel to the centre line of the road. The transverse profile shall be checked with a series of three camber boards at intervals of 10 meters.




Section 14

TABLE -4

PERMITTED TOLERANCES OF SURFACE EVENNESS FOR WBM COURSES

Sl. No.

Size range of coarse

aggregates

Longitudinal profile measured with a3 meter straight

Cross Profile

Max. permissible undulation

Max. number of undulations permitted

in any 300 meter length, exceeding

Max. permissible variation from

specified profile under a camber template

mm mm

12mm 10mm

mm

1. 90 to 40 15 30 -

12

2. 50 to 20 &

63 to 40 12

- 30

8

14.4.5 Bituminous Macadam:

The work shall consist of construction, in a single course, of 75 mm thickness of compacted crushed aggregates premixed with a bituminous binder, to serve as base/binder course, laid immediately after mixing, on a base prepared previously in accordance with the requirement of these specifications and in conformity with the line, grades and cross sections shown on the drawing or as directed by the Engineer.

a) Preparation of base:

The underlying base on which the bituminous carpet is to be laid shall be prepared as directed by Engineer. The surface shall be well cleaned by removing caked earth and other foreign matters with wire brushes, sweeping with brooms and finally dusting with sacks.

b) Tack coat:

A tack coat shall consist of application of a single coat of low viscosity liquid bituminous material to an existing road surface preparatory to laying of the premix carpet.

Binder shall be heated to the appropriate temperature as per grade of bitumen used and approved by the Engineer. The binder shall be sprayed on the prepared base @ 1.0 kg / Sq.m. min. on WBM surface or as directed by the Engineer.




Section 14

c) Preparation of pre-mix:

The mixing of aggregates with bituminous binder shall be done in hot mix plant of adequate capacity and capable of yielding a mix of proper and uniform quality with thoroughly coated aggregates. The binder shall be heated in boiler to the temperature appropriate to the grade of bitumen approved by the Engineer. The aggregates shall be dry when placed in mixer. The bitumen binder used for 12.5 mm size aggregates shall be at the rate of 52 kg / Cu.m.

d) Spreading and Rolling:

The premixed material shall be transferred from the tipper at site to the paver which shall spread immediately the material by self propelled mechanism on the road surface to the required thickness and camber uniformly. As soon as sufficient length of bituminous material has been laid, rolling shall commence with 6 to 10 tonne power rollers. Rolling shall begin at the edges and progress towards the centre longitudinally.

14.4.6 Bituminous Surfacing:

This shall involve laying and compacting of an open graded premix carpet of designed thickness in a single course composed of suitable small sized aggregates premixed with a bituminous binder on a previously prepared base to serve as a wearing course. This surface finish shall be provided directly on WBM or on Bituminous Macadam depending on the type/category of road.

The construction operation methodology of the bituminous surfacing shall be similar to as mentioned for the bituminous macadam.

a) Preparation of Base:

The underlying base on which the surface dressing is to be laid shall be prepared, shaped and conditioned to a uniform grade and section as specified. Any depressions and pot-holes shall be properly made up and thoroughly compacted in advance. The surface shall be well cleaned by removing any foreign matters with hard brushes, then softer brushes and finally blowing off with gunny bags or sacks to remove the fine dust.

b) Application of Bituminous material:

On the prepared base, bituminous material shall be sprayed uniformly over the dry surface using mechanical sprayers. The binder shall be heated to the appropriate temperature as per grade of bitumen used and approved by the Engineer. Binder shall be sprayed @ 1.0 to 1.2 kg per sq.m.

c) Spreading and Rolling:

Immediately after the application of binder material, the premix material shall be spreaded uniformly by hand or by means of mechanical gritter to a loose thickness which shall provide the final designed thickness after compaction.

As soon as sufficient length of cover material has been spread, rolling shall commence with 6.0 to 8.0 tonne road roller. Rolling shall begin at the edges and




Section 14

progress towards the centre longitudinally. The finished surface shall be uniform and conform to the lines, grades and cross-sections as specified.

14.4.7 Seal Coat:

A premixed seal coat (Type-B) for sealing the voids in the bituminous surface comprising of a thin application of fine aggregate (Stone dust/grit) premixed with bituminous binder shall be provided as per the stipulation of IRC specification.

14.4.8 Shoulder:

This work shall consist of constructing shoulder (earthen / hard) on either side of the pavement in accordance with the requirements of these specifications and in conformity with the lines, grades and cross sections shown on the drawings or as directed by the Engineer. Shoulder on either side of the road shall be in moorum construction of 150 mm compacted thicknesses. Shoulder (earthen / hard) dimensions shall be as per their functional requirements and as shown in the drawing.

The compacted thickness of each layer of shoulder shall correspond to the compacted layer of the pavement course to be laid adjacent to it. After compaction, the inside edges of shoulders shall be trimmed vertical and included area cleaned of all spilled material before proceeding with the construction of the pavement layer. In the case of bituminous courses, work on shoulder (earthen / hard) shall start only after the pavement course has been laid and compacted. During all stages of shoulder (earthen / hard) construction, the required cross fall shall be maintained to drain off surface water. Regardless of the method of laying all shoulder construction material shall be placed directly on the shoulder. Any spilled material dragged on to the pavement surface shall be immediately removed, without damage to the pavement, and the area so affected thoroughly cleaned.

14.4.9 Median:

The main access road shall have double lane with suitable width of median as per design drawing.

14.5.0 SAMPLING, TESTING AND QUALITY ASSURANCE:

The surface finish, alignment, profile, gradient, tolerance, quality control during construction and characteristics of different materials shall be checked as per the requirements of IRC specifications for road and bridge works.

14.6.0 RATES AND MEASUREMENTS: 14.6.1 Rates:

The rate for any item in the Schedule, unless specifically excluded in the contract, shall be deemed to include the cost of all materials consumed or used in the work or incidental to it as well as labour, tools, plants, equipment templates, supports, scaffolds, approaches, security and safety measures, power, fuel, lubricants, storage, handling,




Section 14

transport, testing, insurance, taxes, royalties and other revenue expenses, accommodation, services, supervision, overheads, profits etc.




Section 14

14.6.2 Measurements:

a) Earthwork:

All earthworks shall be measured in cubic meters. The measurements to be taken shall be those of the authorised dimensions from which soil has been taken out and shall be measured without allowance for increase in bulk.

b) Box Cutting:

The actual volume of box cutting shall be measured in cubic meters (Cu.m) and paid at the unit rate tendered. The unit rate tendered shall include layout, excavating of earth in all lifts, disposing the excavated earth as specified and in all lifts, rolling, bailing of water, if any.

c) Edge Block:

The actual length of edging laid shall be measured in Running Meters (RM) and paid at the unit rate tendered. The unit rate shall include cost of blocks, excavating trenches, transporting and laying the blocks in line and levels and filling the outside face and ramming etc.

d) Water Bound Macadam / Wet Mix Macadam (Sub-base & Base):

Water bound macadam both for sub-base and base course shall be measured as finished work in position in cubic meters (Cu.m.) and paid at the unit rate tendered.

e) Bituminous Macadam:

Bituminous Macadam shall be measured as finished work in cubic meter (Cu.m.) and paid at the unit rate tendered.

f) Pre-mix Carpet:

Pre-mix carpet shall be measured as finished work in square meter (Sq.m.) and paid at the unit rate tendered.

g) Surface dressing:

Surface dressing shall be measured as finished work in square meter (Sq.m.) and paid at the unit rate tendered.

h) Concrete and allied works:

Concrete and allied works shall be measured as per Section 3.




SKETCH SHOWING STRENGTHENING OF PARTITION EMBANKMENT


(For Bid Purpose Only)





CROSS-SECTION OF EXISTING PARTITION EMBANKMENT BETWEEN PAERT-I & PART-II RESERVOIR:

These under drainage lines have been disconnected after failure of partition embankment





TYPE OF FAILURE OCCURRED IN PARTITION EMBANKMENT

(Referred from report furnished by IIT Delhi)





NECESSARY REMEDIAL MEASURES TO BE CARRIED OUT FOR STRENGTHENING PARTITION EMBANKMENT

(Analysis referred from report furnished by IIT Delhi)

At the locations of leakages, existing layers of stone pitching shall be removed. The cavities shall be excavated and the embankment material shall be laid in layers after proper compaction. Where the cavity is deep & narrow where the embankment material filling and compaction is not possible, the cavities shall be filled with soil/ sand-cement grout and rammed using a rod (refer fig. below). If the cavity is too deep, the entire section may be excavated and re-laid.





Reconfiguration of partition embankment

DETAIL-A (Typical Liner Detail for both faces of the partition embankment)




LAYOUT OF RESERVOIR

NOTES:

SPECIAL NOTES:

Y=48545.4373

X=29651.8176

N 49394.4977

E 29270.0320

GATE

SLUICE RC DUCT

RC SUMP

(EXISTING)

WATER BASIN

1000 CUM

EMBANKMENT

EXISTING

N 49420.8315

E 29234.3551

N 49394.0948

E 29614.8176

PART-I PART-II

SEPARATE DETAIL)

EMBANKMENT (REFER

EXISTING PARTITION

EMBANKMENT

EXISTING

EMBANKMENT

EXISTING

N 48573.0986

E 29300.1010

N 48581.5319

E 29609.1182

N 48536.4223

E 29264.5674

N 49394.0948

E 29614.8176 N 49450.6828

E 30001.6510

N 48592.4500

E 29651.8176

N 48596.5097

E 29826.2086

N 48550.3150

E 29861.3463

N 48751.0101

E 29922.0057

N 48786.2041

E 29883.5431

N 48823.3843

E 30102.0497

N 48853.0005

E 30049.7115

N 49402.0980

E 29961.8288

N 49390.0372

E 29651.8176

SL

OP

E

RC CHAMBER (NEW)

INTERCONNECTING

PROJECT:3X660 MW THERMAL POWER PLANT

TALWANDI SABO POWER LIMITED, MANSA, PUNJAB

TITLE:LAYOUT AND DETAILS OF RAW WATER RESERVOIR

(PART-II)

FOR BID PURPOSE ONLY

METRE UNO.

ALL DIMENSIONS ARE IN MM, ELEVATIONS AND CO-ORDINATES ARE IN01.

02.

01.

PRA-TSPL-1225-C-DWG-003 SHEET 01 OF 03 RECEIVED FROM TSPL.

CO-ORDINATES ARE GIVEN IN REFERENCE OF DETAILED DRAWING NO.

STAIR-2

APPROACH

STAIR-1

APPROACH

SLOPE (TYP)

PIPE

INTERCONNECTING

PIPE

INLET

VALVE PIT

EXISTING

SPACE FOR EMBANKMENT

02.

DETRIMENTAL EFFECTS TO EXISTING FACILITIES.

RC CHAMBER WITH EXISTING WATER BASIN WITHOUT CAUSING ANY

INLET PIPE TO EXISTING VALVE PIT AS WELL AS CONNECTION OF NEW

OUTLET. BIDDER TO MAKE SUITABLE ARRANGEMENT FOR CONNECTING NEW

EXISTING ARRANGEMENT OF VALVE PIT AT INLET AND WATER BASIN AT

BIDDER SHALL VISIT THE SITE AND GET HIMSELF ACQUAINTED WITH THE

AND CONTRACT CONDITIONS.

ALL WORKS SHALL BE CARRIED OUT AS PER TECHNICAL SPECIFICATIONS

> EMBANKMENT

EMBANKMENT

PARTITION

EXISTING

>

(UNDERGROUND)

MAIN DRAIN

CR

OS

S

DR

AI

N

@ 5000

C/

C

ST

AG

GE

RE

D (

UN

DE

RG

RO

UN

D)

WATER DRAIN

NEAREST STORM

CONNECTED TO

SUITABLY

TOE DRAIN

ROCK TOE AND

RAMP

ACCESS

AA

A

A

A

A

NOTES:

SPECIAL NOTES:

150

400

750

PROJECT:3X660 MW THERMAL POWER PLANT

TALWANDI SABO POWER LIMITED, MANSA, PUNJAB

TITLE:LAYOUT AND DETAILS OF RAW WATER RESERVOIR

(PART-II)

FOR BID PURPOSE ONLY

METRE UNO.

ALL DIMENSIONS ARE IN MM, ELEVATIONS AND CO-ORDINATES ARE IN01.

02.

01.

PRA-TSPL-1225-C-DWG-003 SHEET 01 OF 03 RECEIVED FROM TSPL.

CO-ORDINATES ARE GIVEN IN REFERENCE OF DETAILED DRAWING NO.

CONTRACT CONDITIONS,

ALL WORKS SHALL BE CARRIED OUT AS PER TECHNICAL SPECIFICATIONS AND

10001000

1000

4000

SECTION A

100008500 10000 11000

2500

1000

1000

450075008500

2500

700

800

4000

1400

2000

150

37

00

1500

3065

TYPICAL SECTION AT INLET PIPE LOCATION

DETAIL 1

300

50

DETAIL 3

185

150

30075 75

300

50

75 75

185

150

DETAIL 4 DETAIL 5

50

TYPICAL DETAIL OF TOE DRAIN

DETAIL 6

230300230

300

150

DETAIL 2

TYPICAL DETAIL OF RESERVOIR BED

100

100

300

10

01

00

465

815

1165

CROSS SECTION OF MAIN DRAIN AT OUTLET POINT

120°

160

50500550

50

50

505

0

160

360

360

TYPICAL SECTION OF

CROSS DRAIN AT STARTING POINT

UPTO RWPH SUMP

10

0

20

0

200

75

TYPICAL SECTION OF RAW WATER RC DUCT (M35)

2000

300 3001400

30

01

40

03

00

20

00

1165

100

100

30

0

10

01

00

465

815

120°

160 50

505050

360

50

50

160

VA

RI

ES

50

TYPICAL SECTION OF

CROSS DRAIN AT LOCATION OTHER THAN

STARTING POINT

RL 212.500

IL/RESERVOIR BED

2.51

RL 220.500

T/EMBANKMENT

2.51

RL 219.750

MWL

(TYP)

DETAIL 2

(TYP)

DETAIL 4

(TYP)

DETAIL 1

(TYP)

DETAIL 3

BERM

2.51

2.51

2.51

RL 216.500

RL 213.500

RL 216.500

(TYPICAL CROSS SECTION OF PERIPHERAL EMBANKMENT)

==

2.51

SAND CHIMNEY

500 THICK

SAND BLANKET

500 THICK

SIZE (100 TO 350)

ROCK TOESIZE (40 TO 80)

AGGREGATE FILTER

(TYP)

DETAIL 5

(DET 6)

DRAIN

(APPROX.)

RL 212.500

NGL

RL 212.500

IL/RESERVOIR BED

2.51

RL 220.500

T/EMBANKMENT

2.51

2.51

2.51

2.51

RL 216.500

RL 213.500

RL 216.500

RL 212.500

NGL

2.51

SAND BLANKET

500 THICK

SIZE (100 TO 350)

ROCK TOESIZE (40 TO 80)

AGGREGATE FILTER

(DET 6)

DRAIN

25

EQ

RI

SE

RS

EMBANKMENT

2500X2000

SUMPWALL

SIDE

(TYP)

DISSIPATING STEPS (M35)

2500 WIDE ENERGY

WAIST SL

AB

23

EQ

RI

SE

RS

SUPPORT

PIPE

(SCALE : NONE)

INLET PIPE

(SCALE : NONE)

(HDPE) LINING

GEOMEMBRANE

1000 MICRON THK

RCC SLAB

2000X2000X75 THK

SAND BLANKET

150 THK

PCC(1:4:8)

(SCALE : NONE)

RCC SLAB

2000X2000X75 THK

PCC (1:4:8)

BLANKET

SAND

150 THK

PCC(1:4:8)

(SCALE : NONE)

RCC SLAB

2000X2000X75 THK

BLANKET

SAND

150 THK

PCC (1:4:8)

RL 220.500

T/EMBANKMENT

(SCALE : NONE)

FLY ASH BLANKET

150 THK

RCC SLAB

2000X2000X75 THK

ANCHOR TRENCH

300 SQ. PCC (1:4:8)

BLOCK

PAVER

(MI

N)

(TYP)

WEEP HOLES

C.M. 1:4

PLASTER IN

15 THK

IN C.M 1:4

BRICK MASONARY

NGL

(SCALE : NONE)

PCC (1:4:8)

(SCALE : NONE)

RCC SLAB

2000X2000X75 THK

(HDPE) LINING

GEOMEMBRANE

1000 MICRON THK

SAND BLANKET

150 THK

BED

IL/RESERVOIR BED

IL/RESERVOIR BED

IL/RESERVOIR

COARSE SAND

20 TO 40MMFILLING BROKEN STONE


(SCALE : NONE)

IL/RESERVOIR BED

RCC SLAB

2000X2000X75 THK

COARSE SAND


(SCALE : NONE)

2

50MM C/C BOTH WAYS PERFORATION HOLE OF 15MM AT BE OF PVC - 6KG/CM AS PER IS:4985.DRAINAGE PIPE (1:500 SLOPE) SHALL

RCC SLAB

2000X2000X75 THK

IL/RESERVOIR BED

CJ (TYP)

WS (TYP)

T10@200 (TYP)

T16@200 (TYP)

(TYP)

T10@200

(TYP)

T16@200

(SCALE NONE)

OF REBARS

INTERSECTION

T8 AT

LEAN CONC

50 THK

(T

YP)

(TYP)

2-T10

(TYP)

T16@100

(T

YP)

(TYP)

(TYP)

RL 212.500

IL

RESERVOIR SIDENEW EMBANKMENT

(20 MM TO 40 MM)

AGGREGATE

PITCHING

STONE

300 THICK

(20 MM TO 40 MM)

AGGREGATEPITCHING

STONE

300 THICK

NEW EMBANKMENT

RESERVOIR SIDE

RL 219.750

MWL

GEOMEMBRANE (HDPE) LINING

1000 MICRON THK GEOMEMBRANE (HDPE) LINING

1000 MICRON THK

LINING

GEOMEMBRANE (HDPE)

1000 MICRON THK

COARSE SAND

20 TO 40MM

FILLING

BROKEN STONE

40 TO 80MM

FILLING

BROKEN STONE

(SCALE : NONE)

IL/RESERVOIR BED

RCC SLAB

2000X2000X75 THK


1000 MICRON THK

CROSS SECTION OF MAIN DRAIN

AT STARTING POINT


1000 MICRON THK


1000 MICRON THK


COARSE SAND

2

50MM C/C BOTH WAYS PERFORATION HOLE OF 15MM AT BE OF PVC - 6KG/CM AS PER IS:4985.DRAINAGE PIPE (1:500 SLOPE) SHALL

(SCALE : NONE)

IL/RESERVOIR BED

RCC SLAB

2000X2000X75 THK


1000 MICRON THK

Talwandi Sabo Power Limited

And

(Vendor Name as mentioned on Page 1 of this service/work order)

Contract# xxxxxxxxxxxxx

__________________________________________________

CONTRACT FOR PROVISION OF [ ] SERVICES

____________________________________________________

2

THIS AGREEMENT is made on (as mentioned on page no:1 of this service order) BETWEEN (1) Talwandi Sabo Power Ltd., a company incorporated in India currently having its registered

office at Banawali,Mansa, (hereinafter referred to as the “Company”, which expression, unless the context requires otherwise, shall include its successors and permitted assignees); and

(2) (Vendor Name as mentioned on Page 1 of this service/work order a company

incorporated under the provisions of Company Act, 1956 and having its registered office at address of the vendor as mentioned on Page 1 of this order (hereinafter referred to as the “Service Provider”, which expression, unless the context requires otherwise, shall include its successors and permitted assignees).

RECITALS:

WHEREAS the Company requires the Service Provider to provide certain services and the Service Provider is engaged in the business of providing such services and has agreed to perform the Services for the Company on the terms and conditions set out in this Contract. NOW THEREFORE IT IS HEREBY AGREED as follows: 1. The Service Provider agrees to perform the Services in accordance with the terms and

conditions of this Contract and, in consideration of its due performance of the Services, the Company agrees to pay the Service Provider according to the rates, terms and conditions herein contained.

2. The Contract shall comprise the following documents:

This Agreement Schedule I: Standard Terms and Conditions Attachment 1 to Schedule I: Scope of work Attachment 2 to Schedule I: Compensation Schedule

(all hereinafter the “Agreement”).

3. In the event of any inconsistency or discrepancy between any of the documents listed above,

the Standard Terms and Conditions shall have preference over any other documents and these Standard Terms and Conditions shall apply and shall be incorporated by reference / deemed incorporated in any Purchase Order issued hereunder and shall prevail at all times between the Parties over any other terms and conditions (including any terms or conditions which Service Provider purports to apply except where the Parties by its/their authorized signatories have specifically agreed in writing to vary and override the said Standard Terms and Conditions.

4. The effective date of this Agreement shall be ****** (hereinafter the “Effective Date”) and

this Agreement shall be valid for a period of ***** from the Effective Date / up to ***** (“Term”).

5. For the purposes of Clause 8 (Payment) of Schedule I (Standard Terms and Conditions), the

address for sending invoices shall be as follows:

3

Accenture *__________ Contact: Email: Attention:

6. For the purposes of Notices Clause of Schedule I (Standard Terms and Conditions), the address

for notices shall be: If to the Company: Talwandi Sabo Power Limited Limited

*__________ Attention: Email: *****************

Ph: *****************

If to the Service Provider: XXXXXXXXXXXXXXXXX

7. For the purposes of this Agreement, the Company’s representative shall be **************** & for operational matters shall be **********. The Service Provider’s representative shall be XXXXXXXXX for all matters, including contractual and operational.

IN WITNESS WHEREOF the Parties hereto have executed this Agreement on the day, month and year herein above written: Signed by………………………………………

……………………………. for and on behalf of TALWANDI SABO POWER LIMITED Witness……………………………………………………. ………………………………………..[Witness Name]

Signed by……………………………………………………. ………………………………………… for and on behalf of XXXXXXXXXXXXX Witness……………………………………………………. ……………………………………

PLEASE TICK: � WE HAVE READ THE STANDARD TERMS AND CONDITIONS ENCLOSED WITH THIS

AGREEMENT

2

SCHEDULE I STANDARD TERMS AND CONDITIONS 1. DEFINITIONS 1.1 In the Agreement, the following words

and expressions shall, unless the context otherwise requires, have the following meanings: “Affiliate” shall mean with respect to any person, any other person that, directly or indirectly, controls, is controlled by or is under common control of such specified person. For the purposes of this definition, “control” means the direct or indirect beneficial ownership of more than fifty percent (50%) of the issued share capital, stock or other participating interest or the legal power to direct or cause the direction of the general management of the company, partnership or other person in question, and “controlled” shall be construed accordingly; “Agreement” shall mean the Agreement between the Company and the Service Provider to which this Schedule is attached. “Purchase Order” shall mean the document recording the specific Services to be carried out under this Agreement, from time to time. “Fees” shall mean the prices and/or rates payable by the Company in respect of the Services and/or as specified in the relevant Purchase Order.

1.2 Unless otherwise stated, any and all

references in the Agreement to Clauses are references to the Clauses of the Agreement.

1.3 The headings in the Agreement are used

for convenience only and shall not govern or affect the interpretation of the Agreement.

1.4 Words denoting the singular shall include

the plural and vice versa, where the context requires.

1.5 Except as expressly identified, any

reference to statute, statutory provision or statutory instrument shall include any

re-enactment or amendment thereof for the time being in force.

1.6 Unless expressly stated otherwise, all

references to days, weeks, months and years shall mean calendar days, weeks, months and years.

2. SCOPE OF CONTRACT 2.1 The terms and conditions of the

Agreement shall apply from the Effective Date and shall remain valid for the Term unless this Agreement is terminated earlier by the Company in accordance with Clause 10 below (Standard Terms and Conditions).

2.2 Subject to the provisions of this

Agreement, the Parties agree that upon request of the Company in terms hereof, the Service Provider shall perform the Services at such locations and for such periods as may be agreed with the Company.

2.3 From time to time, the Company may

issue a Purchase Order to the Service Provider. In such case, the terms and conditions of this Agreement shall apply to each such Purchase Order as if repeated in total.

2.4 The Service Provider shall commence the Services on the scheduled commencement date stated in the Purchase Order and shall continue such Services for the duration of the Purchase Order. Each Purchase Order is subject to agreement on a case by case basis.

3. SERVICES 3.1 The Service Provider shall perform the

Services with all due skill, care and diligence in a safe, competent and timely manner and in accordance with the requirements of the Agreement and/or the relevant Purchase Order.

3.2 Except to the extent that it may be legally

or physically impossible, the Service Provider shall comply with the Company’s

2

instructions and directions in all matters relating to the Services consistent with the provisions hereunder.

3.3 The Service Provider shall agree with the

Company in the relevant Purchase Order from time to time as regards the personnel who will perform the Services and shall:

(a) only provide such personnel who

possess appropriate experience, skills and qualifications necessary for the Services to be performed in accordance with this Agreement;

(b) not remove or replace such

personnel without the prior written consent of the Company (not to be unreasonably withheld); and

(c) nominate a senior manager or

director of the Service Provider to have overall responsibility for the provision of the Services in terms of the relevant Purchase Order, which person shall attend any meetings with the Company on reasonable prior notice.

3.4 The Company shall be entitled to request

the Service Provider to replace any of its personnel providing the Services, where in the Company’s reasonable opinion such person is incapable and or unsuitable for performing the Services required by this Agreement. The Service Provider shall promptly replace such person at no additional cost to the Company.

3.5 Without prejudice to any other rights of

the Company under the Agreement or at law, if the Service Provider fails to perform the Services in accordance with the provisions of this Agreement, the Company may use alternative means to perform the Services and the Service Provider shall be liable for any additional cost incurred by the Company in using such alternate means.

4. FEES 4.1 The Company shall pay for the Services

performed in accordance with the prices as per Attachment 2 to Schedule I and/or

rates specified in the relevant Purchase Order.

4.2 In case of contingency assignments, the

agreed fees for such onetime Services shall be payable on completion of the relevant assignment as per the Purchase Order.

5. SERVICE PROVIDER’S GENERAL

OBLIGATIONS 5.1 The Service Provider shall, and the Service

Provider shall ensure that its employees and representatives shall, in performing its obligations under this Agreement, comply in all respects with all relevant laws, statutes, regulations and orders for the time being in force.

5.2 Where any of the Service Provider’s

employees or representatives is present at any of the Company’s premises for the purposes of this Agreement, the Service Provider shall at all times remain responsible for the conduct and safety of such employee or representative.

5.3 The Service Provider shall not, in

performing its obligations under this Agreement, hold itself out or permit any person to hold it out as being authorised to bind the Company in any way and will not commit any act which might reasonably create the impression that it is so authorised.

5.4 The Service Provider shall ensure that it

has in place and maintains in place for the duration of this Agreement sufficient insurance to comply with all applicable laws and to cover its potential liabilities under this Agreement and shall provide evidence of such insurances to the Company on request.

5.5 The Service Provider may not subcontract

any of its obligations under this Agreement without the prior written consent of the Company. The Service Provider shall not be relieved from any of its obligations or liabilities under the Agreement by virtue of any subcontract and the Service Provider shall be responsible for all Services, acts, defaults or omissions of its subcontractors (and its or their employees and consultants) as

3

though they were the services, acts, defaults or omissions of the Service Provider.

5.6 In performing the Services, the Service

Provider shall:

(a) give preference to the purchase and use of goods manufactured, produced or supplied in India provided that such goods are available on terms equal or better than imported goods with respect to the timing of delivery, quality, quantity required, price and other terms;

(b) subject to Clause 5.5, employ Indian

subcontractors having the required skills or expertise to the maximum extent possible insofar as their services are available on comparable standards with those obtained elsewhere and at competitive prices and on competitive terms, provided that where no such sub-Contractors are available, preference shall be given to non-Indian subcontractors who utilise Indian goods to the maximum extent possible, subject to the proviso in Clause 5.6 (a) above; and

(c) subject to Clause 5.5, co-operate with

and assist Indian companies as subcontractors to enable them to develop skills and technology to service the petroleum industry.

5.7 The Service Provider shall maintain

proper and accurate records in relation to the Services and shall provide copies of the same to the Company on request. The Company (or its appointed representative) shall have the right to audit the relevant books and accounts of the Service Provider in relation to any reimbursable charges paid for by the Company under this Agreement. Such audit right shall survive for a period of 2 (two) years following the expiry or termination of the Agreement. Any incorrect payments identified by such audit shall be adjusted between the Parties as appropriate.

6. THIRD PARTY CLAIMS AND LIMITATION

OF LIABILITY

6.1 - The Service Provider shall be liable for and shall defend, indemnify and hold the Company harmless from and against any and all claims, liabilities, costs, damages and expenses (including court costs and legal fees) in connection with: (a) any claim made by any third party

(including,but not limited to, any claim made by any governmental or statutory authority) against the Company arising out of or in connection with the performance by the Service Provider of its obligations under this Agreement.

(b) any infringement (whether actual or alleged)of any patent or other intellectual property right arising out of or in connection with the performance of this Agreement by the Service Provider

6.2 Notwithstanding anything to the contrary in this Agreement, in no event shall either Party be liable to the other, whether arising under Agreement, tort (including negligence), strict liability or otherwise, for any indirect, consequential, special, punitive, exemplary or incidental loss or damages of any nature arising at any time from any cause whatsoever.

7. VARIATIONS

7.1 At any time during this Agreement, the

Company may request the Service Provider to vary, amend or otherwise alter the Services (a “Variation Request”).

7.2 Upon the receipt of a request from the

Company pursuant to Clause 7.1, the Service Provider shall, within 7 days, notify the Company of the effect of the Variation Request on the Fees and/or other terms of the relevant Order.

7.3 If following receipt of the Service

Provider’s response pursuant to Clause 7.2, the Parties are in agreement on the Variation Request and the adjustments to be made to the relevant Purchase Order, the Parties shall execute a variation order (a “Variation Order”) to reflect such agreement.

7.4 The Services shall not be varied, amended

or otherwise altered and/or the Fees shall not be adjusted until such time as a Variation Order is executed by both Parties.

4

8. PAYMENT 8.1 In addition to any requirements set out in

the relevant Purchase Order, each invoice shall:

(a) be in duplicate; (b) bear the Contract Number stated on the cover sheet to the Agreement; (c) state the name, e-mail address, mobile telephone number of the Company's Representative; and (d) be accompanied by supporting evidence and itemised in accordance with the Company's requirements. Specifically, the Service Provider shall submit the following information/ documents to the Company: (i) Copy of registration certificates

under Indian tax/other laws including but not limited to Service Tax, Excise, import export code etc., as applicable.

(ii) Copy of PAN. Invoices to the Company shall be sent to

the address set out in the Agreement. Service Provider must ensure that all invoices for services performed or goods delivered are submitted to the Company within 90 days.

8.2 The Company shall make payment of a

correct invoice within 45 days of receipt to the Service Provider’s nominated bank account. Any invoice not complying with the provisions of this Agreement will be returned by the Company and the Service Provider shall submit a rectifying invoice.

8.3 The Company may dispute any amount on

an invoice and withhold the disputed amount provided that:

(a) the Company makes payment of any

undisputed portion of the invoice and notifies the Service Provider of the disputed amount within 45 days of receipt of the relevant invoice;

(b) if the dispute is resolved in favour of

the Service Provider, the Company shall pay the disputed amount within fifteen (15) days of the date of the resolution of the dispute or forty-five

(45) days of receipt of the invoice, whichever is later.

If the dispute is resolved in favour of the Company, the Service Provider shall forthwith issue a credit note for the disputed amount.

8.4 The Company shall be entitled to set-off / adjust / deduct from any invoice under this Agreement, any payment due from the Service Provider to the Company or any of its Affiliates.

9. TAXES

9.1 Definitions

For the purposes of this Clause 9:

(a) “Tax” or “Taxes” means taxes, levies, duties, fees, charges and contributions as amended from time to time and any interest or penalties thereon;

(b) “Government Authority” or “Government Authorities” means any local or national government or authority of any country, competent to levy any Tax.

9.2 Person Responsible for payment of taxes

Except as may be expressly set out in this Agreement, the Service Provider shall be responsible for:

(a) the payment of all Taxes now or

hereafter levied or imposed on the Service Provider or its subcontractors or on the personnel of the Service Provider or its subcontractors by any Government Authority in respect of any wages, salaries and other remuneration paid directly or indirectly to persons engaged or employed by the Service Provider or its subcontractors (hereinafter referred to as “Personal Income tax”);

(b) the payment of all Taxes now or hereafter levied or imposed by any Government Authority on the actual/assumed profits and gains made by the Service Provider or its subcontractors (hereinafter referred to as “Corporate Income tax”);

5

(c) the payment of all Taxes now or hereafter levied or imposed by any Government Authority on the services, if any, provided to the Company by the Service Provider or its subcontractors (hereinafter referred to as “Service tax”);

(d) the payment of all Taxes now or hereafter levied or imposed by any Government Authority on the goods, if any, sold to the Company by the Service Provider or its subcontractors (hereinafter referred to as “Sales tax/VAT”);

(e) the payment of all Taxes now or hereafter levied or imposed by any Government Authority on the goods, if any, manufactured by the Service Provider or its subcontractors for sale to the Company (hereinafter referred to as “Excise Duty”); and

(f) the payment of any other Taxes now or hereafter levied or imposed by any Government Authority on the Service Provider or its subcontractors as a result of the performance of this Agreement.

9.3 Withholding taxes and Withholding certificates

9.3.1 The Company shall, at the time of its payments due to the Service Provider, withhold the necessary taxes at such rate as is required by any Government Authority, unless and to the extent that the Service Provider shall produce to the Company any certificate issued by a Government Authority (having authority to issue such certificate) entitling the Service Provider to receive the payments under the Agreement for a prescribed period without deduction of any tax or deduction at a lower rate.

9.3.2 The Company shall provide the necessary

withholding tax certificates to the Service Provider within the time stipulated by the relevant law to enable the Service Provider to file the same with the Government Authority as a proof of payment of such taxes.

9.4 Person Responsible for filing of returns / information to Government Authorities

9.4.1 The Service Provider shall be responsible for filing all necessary Tax returns (including, without limitation, returns for

Corporate Income tax, Personal Income tax, Service tax, Sales tax and Excise Duty) with the relevant Government Authorities in accordance with all applicable statutory requirements and shall be responsible for providing all information requested by such Government Authorities.

9.4.2 The Service Provider shall also ensure that

its sub-Contractors file such returns as stipulated by the relevant Government Authorities and furnish such information as requested for by the relevant Government Authorities.

9.4.3 The Company, with respect to the tax

withheld from the Service Provider in accordance with Clause 9.3 (Withholding Tax and Withholding Tax Certificates), shall be responsible for filing the withholding tax returns with the relevant Government Authorities in accordance with applicable statutory requirements.

9.5 Company’s rights, if treated as representative assessee by Government Authorities

In certain situations, a Government Authority may treat the Company as the representative assessee of the Service Provider and/or its subContractors and recover the Taxes due to the Government Authority by the Service Provider or its sub-contractors from the Company. In such situations, the Company shall have the following rights:

(a) The Company shall be entitled to

recover from the Service Provider, the Taxes paid on behalf of the Service Provider or its sub-contractors (together with any costs and expenses incurred by the Company in connection therewith) or to retain the same out of any amounts to be paid to the Service Provider or its sub-contractors that may be in its possession (whether due under this Agreement or otherwise) and shall pay only the balance, if any, to the Service Provider; and

(b) If the Company is required to furnish any details or documents in such capacity, the Company shall request the details or documents to be

6

furnished to it by the Service Provider and the Service Provider shall immediately furnish the same to the Company. If the Service Provider fails to comply with the foregoing, any penalty/interest levied on the Company for non-filing or late filing of details or documents in this regard shall be recoverable from the Service Provider.

9.6 Indemnity

The Service Provider shall defend, indemnify and hold the Company harmless from and against any and all claims, liabilities, costs, damages and expenses (including court costs and legal fees) in connection with any Taxes which may be levied or imposed on the Service Provider or its sub-contractors by any Government Authority arising out of or in connection with the performance of this Agreement.

9.7 Changes in Law

If, after the date of execution of this Agreement, there is any change in law which results in a change in the rate of any Tax included in the Service Provider’s prices or rates or the introduction of a new Tax and such change results in an increase or decrease in the cost to the Service Provider of performing this Agreement then the Parties shall agree to a revision in pricing to reflect such change provided that: (a) the Party requesting such revision

shall promptly (and in any case prior to submission of the Service Provider’s final invoice under this Agreement) notify the other Party that such change in law has arisen; and

(b) the Party requesting such revision shall provide the other Party with documentary proof of such change in cost to the reasonable satisfaction of the other Party; and

(c) the provisions of this Clause 9.7 shall not apply to changes in Personal Income tax or Corporate Income tax or to changes in non-Indian Taxes.

10. TERMINATION

10.1 Either Party may, at any time and without cause, terminate all or part of this Agreement by giving no less than [30] days’ prior written notice to the other party. Provided that, if any Purchase Order has already been initiated and the work is in progress, then the Company only shall have the right to cancel/ terminate any Work under the relevant Purchase Order as specified in such Purchase Order without cause and with immediate effect.

10.2 In addition, the Company may terminate

all or part of this Agreement with immediate effect by written notice to the Service Provider if one of the following circumstances occurs:

(a) if the Service Provider breaches

any provision of this Agreement, provided that where remediable, the Company has notified the Service Provider of such breach and the Service Provider has upon receipt of such notice, failed to immediately and thereafter continuously proceed to remedy such breach to the Company’s reasonable satisfaction; or

(b) if the Service Provider becomes

insolvent or bankrupt or makes a composition or arrangements with its creditors; or

(c) if the Service Provider is wound up

or a resolution for its winding up is made (other than for the purposes of an amalgamation or reconstruction whilst solvent); or

(d) if the Service Provider has a

liquidator, provisional liquidator, receiver, administrator or an administrative receiver or manager of its business or undertaking appointed; or

(e) if the force majeure under Clause

14 continues for more than thirty (30) days.

10.3 In the event of cancelation/ termination

of all or part of this Agreement for any reason, the Company’s sole liability to the Service Provider in respect of such

7

cancelation/ termination shall be to make payment of the Fees properly due under this Agreement up to the date of termination.

10.4 The expiry or termination of this

Agreement shall be without prejudice to the rights and obligations of the Parties up to and including the date of expiry or termination and shall not affect or prejudice any term of this Agreement that is expressly or by implication provided to come into effect on, or continue in force after, such expiry or termination.

11. CONFIDENTIALITY 11.1 The Company and the Service Provider

shall keep any information which either Party learns about or receives from the other pursuant to this Agreement in strict confidence and will not disclose the same to any third party without the prior written consent of the other Party. The foregoing restriction shall not apply in respect of information which the Company requires to disclose for the purpose of performing Services or which was in the possession of the disclosing party prior to this Agreement or which is required to be disclosed by any law, rule or regulation of any governmental agency or court order. The provisions of this Clause shall survive the expiry of termination of the Agreement for a period of 3 years.

11.2 The Service Provider shall not disclose

such Information(s) to any potential Subcontractors until such time and in manner agreed by Company in writing. The decision of the Company will be final and binding on the Service Provider in this regard.

11.3 The Service Provider shall use best

endeavours to prevent the authorised disclosure of the all information hereunder. Where any information is required to be disclosed under Clause 11.1, the Service Provider shall give prompt notice to the Company and shall use its best commercial endeavours to limit the extent of any such disclosure.

12. NOTICES

12.1 Any notice or other communication required or given under this Agreement shall be delivered in writing either by hand or by courier, registered mail with acknowledgment due, or fax to the address of the relevant Party set out in the Agreement (or such other address as may be notified by the relevant Party from time to time).

12.2 If a notice is delivered by hand or courier during normal business hours of the intended recipient it shall be deemed to have been received at the time of delivery otherwise on the next business day of the recipient. A notice sent by facsimile shall be deemed to have been received at the time when the sender’s facsimile machine acknowledges transmission provided however that if the time of acknowledgement of transmission is after 5.00pm on a business day of the recipient it shall be deemed to have been received on the next business day of the recipient.

12.3 All notices or other communications between the Parties shall be in the English language.

13. GENERAL LEGAL PROVISIONS 13.1 The Company shall be entitled to assign

this Agreement to an affiliate/subsidiary or on giving written notice to the Service Provider. Save as aforesaid, the Service Provider shall not be entitled to assign this Agreement or any part or any benefit or interest in or under it without the prior written approval of the Company which the Company may at its sole discretion accept or refuse.

13.2 This Agreement shall not be amended or

modified except by mutual agreement in writing between the Parties.

13.3 This Agreement and the all Schedules and

Attachments annexed hereto contains the whole agreement between the Parties relating to the subject matter of this Agreement, and supersedes any previous understandings, commitments, agreements or representations in respect of the subject matter.

8

13.4 No delay or failure on the part of either Party to enforce from time to time all or any part of the terms and conditions of this Agreement shall be interpreted as a waiver of such terms and conditions.

13.5 Nothing in this Agreement shall, or shall

be deemed to, create an agency, a partnership or a relationship of employer and employee between the Parties. For the avoidance of doubt, nothing in this Agreement shall prevent or restrict the Company from entering into parallel Agreements with other parties for services similar or related to the Services.

13.6 Unless otherwise specifically stated, both

the Company and the Service Provider shall retain all rights and remedies, both under the Agreement and at law, which either may have against the other.

13.7 Each Party represents and warrants to the

other that (i) it has been duly registered and organised and is a validly existing legal entity under the laws of the jurisdiction of its incorporation and that it has full power, authority and capacity to enter into and to carry out its obligations under the Agreement and (ii) by performing the Services it will not be in breach of any other Agreement, agreement, license or permit or in violation of any law and (iii) it shall at all times act in accordance with applicable laws and regulations.

13.8 The Service Provider shall comply with all

safety instructions of the Company consistent with the provisions of the Agreement including, without limitation, the safety instructions of any of the Company's other Service Providers. Such instructions shall, if the Service Provider so requires, be confirmed in writing by the Company's Representative, so far as practicable.

13.9 The Service Provider shall not be entitled,

without the written consent of Company, to make any news release or public announcement concerning the subject matter of the Agreement or to refer to the Company, use its name or logo, in print or electronic forms for marketing or reference purposes.

13.10 If any provision of this Agreement is prohibited, invalid or unenforceable in any jurisdiction, that provision will, as to that jurisdiction, be ineffective to the extent of the prohibition, invalidity or unenforceability without invalidating the remaining provisions of this Agreement or affecting the validity or enforceability of that provision in any other jurisdiction, unless it materially alters the nature or material terms of this Agreement.

13.11 The provisions of this Agreement are solely for the benefit of the Parties. No other person are intended to have, nor will have, any rights whatsoever, under this Agreement, whether for injury, loss or damage to person(s) or property or for economic loss.

13.12 This Agreement may be executed in one or more counterparts, each of which will be deemed to be an original copy of this Agreement and all of which, when taken together, will constitute one and the same instrument.

14. FORCE MAJEURE

14.1 Neither the Company nor the Service

Provider shall be responsible for any failure to fulfil any term or condition of the Agreement if and to the extent that fulfilment has been delayed or temporarily prevented by a force majeure occurrence such as any (a) Act of God, (b) fire, flood, earthquake, (c) war, riot, insurrection and civil commotion, mobilization or military, call up of a comparable scope, which has been notified in accordance with this Clause 14 and which is beyond the reasonable commercial control and without the fault or negligence of the party affected and which, by the exercise of reasonable diligence, the said party is unable to provide against.

14.2 In the event of a force majeure

occurrence, the party that is or may be delayed in performing the Agreement shall notify the other party without delay giving the full particulars thereof and shall use reasonable endeavours to remedy the situation without delay.

14.3 Save as otherwise expressly provided in

the Agreement, no payments of whatever

9

nature shall be made in respect of a force majeure occurrence.

14.4 Following notification of a force majeure

occurrence in accordance with Clause 14.2, the Parties shall meet without delay with a view to agreeing a mutually acceptable course of action to minimise any effects of such occurrence.

15. BUSINESS ETHICS 15.1 The Service Provider shall declare any

conflicts of interest with the Company including relationship or financial interest of any nature whatsoever with employees, managers, other suppliers, vendors or stakeholders of the Company.

15.2 The Service Provider shall not use the

services of any of the employees of the Company, directly or indirectly or enter into any sort of monetary transaction with the employees of the Company. The Service Provider undertakes that he has not given, offered or promised to give directly or indirectly any bribes, commission, gift, consideration, reward, or inducement to any of the employees of the Company or their agent or relatives for showing or agreeing to show favor or disfavor to any person in relation to this Agreement or forbearing to do or for having done or forborne to do any act in relation to the obtaining or execution of the aforesaid undertaking, by the Service Provider, or his partners, agent or servant or any one authorized by him or acting on his behalf. The Service Provider undertakes that in the event of use of any corrupt practices by the Service Provider, the Company shall be entitled to terminate the Agreement forthwith and recover from the Service Provider, the amount of any loss arising from such termination. A decision of the Company or his nominee to this effect that a breach of the undertaking had been committed shall be final and binding on the Service Provider.

15.3 If at any time during execution or

performance of this Agreement the Service Provider if faced with any undue demand, request for gratification or favor from any employee of the Company or a person connection with such employee,

the Service Provider must report the same immediately at [email protected].

15.4 The Service Provider agrees to comply

with the provisions of the Company’s Supplier Code of Conduct and the Company’s Human Rights Policy including the Modern Slavery Act and in case of breach thereof, the same shall be treated as a breach of this Agreement.

15.4.1 The Service Provider shall maintain records

and provide to the Company upon request such records and evidences, as the Company may reasonably require, confirming the Service Provider’s compliance with the obligations under Clause 15.4.

15.5 The Service Provider shall comply with

the Anti-Bribery and Corruption (AB&C) requirements as applicable to them.

15.6 The Company shall have a right to initiate

"audit proceedings" against the Service Provider to verify compliance with AB&C requirements. Such audit may be carried out by Company or by a reputed agency to be appointed by Company at the sole discretion of Company. The Service Provider shall extend full cooperation for smooth completion of the audit mentioned herein.

15.7 Notwithstanding anything in this

agreement, Company shall have right to terminate the Agreement forthwith in case, it is found that the Service Provider has failed to comply with AB&C requirements.

15.8 The Service Provider may submit/report

'Complaints' pertaining to any violation to the Company's ethical business practices as specified in the Company's Code of Conduct Policy.

External stakeholders such as vendors,

customers, business partners etc. have the opportunity to submit 'Complaints'; however, the Company is not obligated to keep 'Complaints' from non-employees confidential or to maintain the anonymity of non-employees. We encourage individuals sending 'Complaints'/raising of

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any matter to identify themselves s instead of sending anonymous 'Complaints' as it will assist in the effective complaint review process.

Post review, if the complaint is found to

be have been made with malafide intention, stringent action will be taken against the complainant. We encourage reporting genuine 'Complaints' and those submitted in true faith.

All the ‘Complaints’ under this policy

should be reported to the Group Head-Management Assurance at the following address:

Group Head – Management Assurance, Vedanta, 75 Nehru Road Vile Parle (E), Mumbai 400 099 ‘Complaints’ can also be sent to the

designated e-mail id: [email protected]

16. GOVERNING LAW AND DISPUTE

RESOLUTION

16.1 This Agreement shall be governed by, construed and enforced in accordance with the laws of Punjab, India.

16.2 Any dispute or difference whatsoever arising between the parties out of or relating to the interpretation, meaning, scope, operation or effect of this Agreement or the existence, validity, breach or anticipated breach thereof or

determination and enforcement of respective rights, obligations and liabilities of the parties thereto shall be amicably settled by way of mediation. If the dispute is not conclusively settled within a period of twenty-one (21) days from the date of commencement of mediation or such further period as the parties shall agree in writing, the dispute shall be referred to and finally resolved by arbitration under the Arbitration and Conciliation Act, 1996 (as amended from time to time), which are deemed to be incorporated by reference into this clause. The arbitration shall be conducted as follows:

(i) A sole arbitrator shall be appointed in case the value of claim under dispute is less than ₹ 50,00,000 (Rupees Five Million Only) and in any other event by a forum of three arbitrators with one arbitrator nominated by each Party and the presiding arbitrator selected by the nominated arbitrators.

(ii) The language of the mediation and arbitration proceedings shall be English. The seat of arbitration shall be Bathinda, Punjab.

(iii) The award made in pursuance thereof shall be final and binding on the parties. The right to arbitrate Disputes under this Agreement shall survive the expiry or termination of the Agreement.

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ATTACHMENT 1 to SCHEDULE I

SCOPE OF WORK

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ATTACHMENT 2 to SCHEDULE I COMPENSATION SCHEDULE 1. COMPLETENESS OF PRICING

All rates, sums, charges and prices referred to in this Schedule: (a) are stated in currency as mentioned in the service list. (b) are considered complete and fully inclusive in respect of the services being provided and

no additional rates, sums, charges or prices shall be paid, except as expressly stated in the Agreement;

(c) shall remain fixed and firm and shall not be subject to amendment for any cause, except as expressly stated in the Agreement.

The cost of any item where the price is left blank shall be deemed included elsewhere.

2. Taxes The prices and rates set out in this Schedule II (Compensation Schedule) are:

(a) inclusive of all Indian direct taxes (including without limitation personnel taxes, withholding taxes and corporate taxes) now or hereafter levied or imposed on the Service Provider; and

(b) inclusive of all non-Indian taxes (whether direct or indirect) now or hereafter levied or imposed on the Service Provider; and

(c) Inclusive of all taxes/levies/duties as applicable except for Service Tax which shall be paid

over and above the below mentioned charges as per applicable rates, current rate is [ as mentioned in service line items ]%.

3.Withholding Tax

TDS shall be deducted as per the applicable rates under Income Tax Act and same shall be in Service Provider’s account only. 4. Mobilization period,Validity & Payment Terms for the contract 5. Other terms & conditions:- A. SAFETY: 1. The Contractor shall take all safety precautions and provide adequate supervision by competent persons in order to do the job safely and without damage to plant, personnel, and the environment. The detail safety instructions and guidelines can be collected from the Engineer/Manager in charge and the Safety Heads of respective area.

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2. Compliance to Safety Rules & Regulations: Contractor shall be responsible for and shall follow safety Act & rules under the provision of factory Act 1948, PFR 1952, Indian Electricity rules 1956, Gas cylinder Rules 2004, Petroleum Act 1934 , BOCW and other applicable acts & rules as amended up to date and other statutory safety rules & regulations in force during continuation of the contract. 3. Safety Training: All contractor employees should undergo Safety Induction training before putting them on the job at our Site. No worker/Employee should be allowed inside the plant without gate pass .Gate pass will be issued only after undergoing the safety induction training .Employees should report in safety training with temporary gate pass( only for training ) ,safety shoe ,helmet and goggles .The contractor will ensure that Job specific Safety training is provided to their employees from time to time by providing them the knowledge about the Occupational Hazards and their countermeasures. 4. PPEs: Contractor shall provide all necessary safety gadgets as applicable for the work area, like safety shoes, safety helmets, goggles, suitable respirators, dust masks, ear plugs, hand gloves etc. etc. to all his employees . All personal protective equipment (PPEs) should be of ISI grade confirming to recognized bodies (certified by EN/CE/NIOS/CLI) standards. The mandatory PPEs are Helmet, Safety Shoes, Goggles, Hand Gloves and Reflective Jacket. Based on the requirement in particular area/job specific PPE like Ear plug/muff dust respirator, mask, safety belt , specific gloves, suits, gumboot etc. Approval of Quality of PPE shall be approved by TSPL HSE Department a) Safety Helmets as per IS 2925. b) Good quality leather safety shoes as per IS 10348; 1982 / IS 5882. c) Good quality leather safety shoes as per IS 11225; 1985 for women workers. d) Double Lanyard Full body Safety harness as per IS 3521, with SH 40 hook for workers working at Height more than 1.8 M. e) For welding PPEs such as Apron (as per IS 6153), Welding Google's (as per IS 1179), Face shield, Leather Gloves & elbow guards should be used. f) Jean Jacket, Cotton Pant, Cotton Shirt & Cotton apron in hot zone area to be used. No entry with synthetic cloths will be permitted. g) Chemical resistant apron as per IS 4501. h) Good quality ear plugs and / or ear muffs as per IS9167. i) Good quality Safety Goggles, Dust mask & area specific applicable respirators as per IS 8522, (HF respirators for Pot Room, HCL respirator of HCL Acid handling, Ammonia Respirator

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for Ammonia Handling) to be used .These respirators should be Checked and approved by our Safety Department. j) Gumboots as per IS 5557, for the activities involving water logged areas. The contractor should provide quantity of PPEs proportionate to the no of manpower deployed & the Nature of the job at the site .In case of ambiguity our Safety Department Guideline on brand and Quality of PPEs will be final. 5. At any point of operation of contract the contractor shall remain liable to report to the safety department with respect to ensuring Safety at the site. 6. Road Safety norms: All Employees of contractor including the vehicles used by them should strictly follow Road Safety Policy for our TSPL site while working inside the plant premises. Contractor shall ensure reflective sticker on Helmet and bicycle. 7. Work Permit :Necessary work permits ( Working at Height, Hot work permit, Working in confined Space, Excavation, Electrical work ,Working on critical equipment cranes, lifts , Working on dangerous lines etc )should be taken from relevant authority before starting such jobs. All safety guidelines mentioned in these work permits should be strictly adhered to. 8. Height Works: Supervisor must be present at site during height jobs or other risky jobs & take Necessary work permits. Suitable scaffolding should be provided for workmen for all works that cannot safely be done from the Ground or from solid construction except such short period work as can be done safely from ladders. When a ladder is used an extra Worker shall be engaged for holding the Ladder and if the ladder is used for carrying material as well, suitable footholds and handholds shall be Provided on the ladder and the ladder shall be given an inclination not steeper than 1 in 4 (1 horizontal and 4 vertical). Safety nets conforming to IS 5175 should be provided, if required. Scaffolding must be tested by trained scaffold working at height and properly tagged "Safe to Use" date of inspection and signature. Person working at height must have height pass issued by TSPL HSE Department 9. Electrical Works: Strict enforcement of Lockout & Tag out system to be ensured & necessary work permits to be taken before starting of the Job. Mandatory use of Arc Protection Suit for work on electrical systems. Suitable Arc flash suit as per voltage shall be used by the Contractor. During maintenance contractor shall procure LOTO Equipment as per

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Vedanta Safety Standards. This is applicable for maintenance contractors. 10. Excavation, trenching & Demolition: Necessary work permits to be taken before any Excavation & Demolition work. All trenches 1.2 meters or more in depth shall at all times be supplied with at least one ladder for each 50 meters length or fraction thereof. Ladder shall be extended from bottom of the trenches to at least 1 meter above the surface of the ground. The sides of the trenches which are 1.5M in depth shall be stepped back to give suitable slope or securely held by timber bracing, so as to avoid the danger of sides to collapse. The excavated materials shall not be placed within 1.5 meters of the edge of the trench or half of the trench width whichever is more. Cutting shall be done from top to bottom. Under no circumstances undermining or under-cutting shall be done. Before any demolition work is commenced and also during the progress of the demolition work- a) All roads and open areas adjacent to the work site shall either be closed or suitably protected b) No electric cable or apparatus which is liable to be a source of danger shall remain electrically charged. c) All practical steps shall be taken to prevent danger to persons employed from risk of fire or explosion or flooding. No floor, roof or other part of the building shall be so overloaded with debris or materials as to render it unsafe. All necessary personal safety equipment as considered adequate by the Engineer -In-Charge should be kept available for the use of the persons employed on the Site and maintained in condition suitable for immediate use, and the contractor shall take adequate steps to ensure proper use of equipment by those concerned. 11. Pressure vessels ,Lifting Tools,& Lifting machines : All Pressure vessels ,Lifting tools ,tackles, machines & mobile equipment like cranes, hydra, forklifts, etc. should comply to Safety Standard & should have valid test certificate as per PFR and maintained as per the prescribed guidelines . A list of all such Pressure vessels, lifting machines, tools and tackles along with copy of test certificates must be submitted to concern Safety Head before taking into use. All Pressure vessels to have a clear marking of Safe Operating Pressure & to be operated below the Safe Operating pressure at all-time complying to the Guidelines.

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Every crane driver or hoisting appliance operator shall be properly qualified and no person under the age of 21 years should be in charge of any hoisting machine including any scaffolding, winch or give signals to the operator. Contractor to ensure Colour code for tested equipments. The guidance shall be issued by TSPL HSE Department on quarterly basis. The below mentioned things to be ensured. " Record of all lifting tools, tackles, lifting machines, hoists & lifts to be maintained in a Register as per Factory Act 1948 (Section 28,29). " All Lifting gears to be marked with Identification No, SWL, Testing date, Due Date of Testing. " Annual & half yearly inspection as applicable to be carried out for all lifting machines, chains, ropes, & lifting tackles by competent person as per PFR rule & Record to be maintained as per PFR. " Half yearly inspection to be carried out for all hoists & lifts by competent Agency. Record of the same to be maintained as per Form 7A of Orissa Factories Rule. " Quarterly inspection color coding to be carried out by respective Agency /Department. (Q1-Green;Q2-Blue;Q3-Yellow;Q4;Orange, Rejected; Red). " Physical verification to be done at site for all lifting tools, tackles, Slings & ropes by respective agency as per checklist. " Periodic maintenance of All Lifting tools & tackles to be covered under Preventive Maintenance schedule of the plant. " Forklifts /pallet trucks to be tested annually and record to be maintained. " All Lifting machines to be painted, fitted with fluorescent stickers (both front & back) & maintained in good condition with daily checking register by the drivers. " EOT cranes should have at least one independent escape route and shall be provided with Warning/alarm devices while in operation. Standard hand signals to be displayed and training to be provided to the operators, riggers & signalers. " All hooks shall be provided with spring retainers/latch. " Hydra is strictly prohibited for shifting the materials .It can only be used for lifting the loads. Hydra crane shall comply with run over protection as per standard attached. Also all hydras to have clear marking of SWL in bold letter on different height of Boom, a display of load chart, copy of test certificate & board mentioning the details of Equipment no, SWL, Testing Date, Due Date of testing " All lifting tools and tackles shall comply to BIS and applicable reference standard number to be quoted for each equipment.

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" Any incident of failure/breakdown to be properly investigated and recorded. " Pre-employment & periodic medical examination including Audiometry & Color blindness test to be carried out for all EOT crane operators & drivers of lifting machines(Hydra, Forklift etc.). & record to be maintained. 12. Competency: All contractors engaging 100 or more workers will have to keep full time qualified & experienced (minimum 5 years) Safety Officers with qualifications. Their Competency shall be verify by Head-HSE. Factory Rule, 1952. Other contractors should appoint a safety supervisor/co-coordinator for coordinating safety activities with company safety office. Competency certificates (Experience and/ or statutory qualification) for welders, Riggers, electricians, Heavy earthmoving machine operators/drivers and other such specialist workers, shall be submitted by each contractor to the respective department HODs. 14. Health Check Up : Contractor shall furnish Health Record as per Punjab Factory Rules and Vedanta Sustainability Guidelines. Specific medical examination such as Spirometry, Eye test, Audiometry is also required. Vertigo and other required test for working at Height Confined space entry shall be carried out. Based on the Medical Report Certifying surgeon shall issue the fitness certificate. TSPL Medical Officer Reserve the right to disqualify the fitness anytime is found unsatisfactory. Contractor shall disclose & furnish the past medical History of worker suffering from communicable disease or disease like epilepsy, vertigo and Heart Disease. 15. Vedanta Sustainability Frame Work and Life Saving Rules Compliance: Contractor shall ensure compliance Vedanta Sustainability Frame Work and new safety Standards. Life Saving Rules is an integral part of HSE Management which is considered as ZERO TOLERANCE POLICY. Hence in no case contractor should violate the same. 16. Environmental Aspect: All precautionary measures to be adopted at workplace to prevent Environmental Damage. 17. Maintenance of Safety Records & Reporting: The Contractor should maintain applicable legal registers. Apart from the same they should maintain register of PPEs Issue, Training of employees, Accident/Injury register, & Health checkup, Equipment details, Operator Authorization details etc. Following information to be submitted at the end of the every month (before 3rd of next month) to the respective Safety HODs directly with copy to site in charge. A. - Total nos. of employees = - Working hrs / days =

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-Duration of contract (in days) = B. STATUS OF SAFETY - GADGETS - Nos. of helmets = - Nos. of safety belt = - Nos. of goggles = Welding Goggles = Grinding Goggles = General Goggles = - Nos. of hand gloves = - No. of safety shoe / gum boot = - Length of barricading tapes = - Status of warning tags (like =radiography, road blocking, no entry etc. use) C. INCIDENT STATUS Name of safety representative = - Nos. of minor injuries = - Nos. of three days injuries = - Nos. of major injuries = - Nos. of fatalities (if any) = D. INSPECTION RECORD - Gas cutting set & welding =machine inspected on & by - List of hand tools updated on = - Hand tools inspected on & by = - Ladders & lifting tools inspected =on & by E.TRAINING RECORD: No of Training Conducted & Topics Covered- No of People Trained with Details of Trainer- Signature of Site In charge Name of the Contractor: #######. Any additional report to be submitted will be decided by our Safety HOD's at the site. 18. Responsibility: Ensuring Safety and prevention of any accident /incident of the employees of the contractor will be the sole responsibility of the contractor. 19. Violation & Penalties: In case of any violation of safety measures by the contractor or his employees will be taken seriously and in such situation our plant reserves it's right to cancel this contract and /or suitably penalize the contractor as under

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Sl No Description of Unsafe Act/ Conditions Penalty rate / Violation ( Rs ) 1 Nonuse of basic PPEs like (Safety helmet, Safety shoes 200/- 2 Using welding machine without proper plug pin, ear thing & ELCB 500/- 3 Taking power by inserting naked wires instead of appropriate plug. 200/- 4 Taking electrical supply from DB without ELCB/RCCB 500/- 5 Not using earth connection for electrical gadgets like grinder, drilling machines, pump motors, blowers etc 500/- 6 Nonuse of welding shield during Welding & nonuse of Safety goggles during cutting/girding/drilling 200/- 7 Not following Safety Work Permit System 500/- 8 Not following the safety advice/instruction of our safety official.- 5000/- 9 Bypassing safety interlocks or removal of safety guards 500/- 10 Operating Hydra without SSL Safety Guideline 1000/- Using chain blocks or lifting tackles which are not tested or not meeting safety standards 1000/- 11 Rolling of gas cylinders on the ground during transportation from one place to another place 200/- 12 Using gas cutters without flash back arrestors, damaged hose, and leaky cylinders 200/- 13 Adopting short cut methods (Any Un-safe Act) 200/- 14 Violation of Road Safety norms (As per policy 1st time - 2nd time onwards 200/- 15 Violation of Road Safety norms (As per policy 2nd time onwards 500/- 16 Violation More than twice - Ban of Vehicle and removal of person from site. 17 Non availability of Gate pass at 50/- person 18 For any accident due to the negligence of the contractor/ contractor's deployed agencies/ workers or sub-contractors following penalties shall be levied as mentioned below 18a Fatal Accident 10Lac/- or 50% of Contract value (which one will be Lower ) 18b a. For Major/reportable accident (Permanent Disability) 5.0 Lacs 18c b. for reportable accident (Non-Permanent Disability) Rs 50000/-

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20) Damages: Charges towards any damage of equipment/material at our site caused due to miss handling by contractors workers/vehicle shall be deducted from contractor's bill after assessment by our Engineer in charge .The assessment of our Engineer In charge shall be final and binding on the contractor. All of the contractor's vehicle entering into factory premises must be comprehensively insured. 21. No worker of contractor/contracting farm and the contractor himself shall be allowed to consume alcoholic drinks or any narcotics within the plant premises. If found under the influence of the above, the contractor /contracting firm shall have to change /replace him, failing which we may terminate the contract. 22. Smoking within the battery area, tank farm, flammable material storage area & other such high risk areas is strictly prohibited. Violators of the no smoking rules shall be discharged immediately. Handling of flammable materials inside plant premises should be dealt with adequate protection so as to avoid fire & Explosion .Instruction from respective Department and Safety Department should be followed strictly for compliance of the same. 23. The contractor /contracting firm shall not deploy any person suffering from any contagious, loathsome or infectious disease. The contractor should ensure high standard of Hygiene in his workplace to prevent out break /spreading of contagious disease. 24) Reporting of Accidents & Dangerous Occurrences :The contractor shall immediately upon knowing of any accident ,damage or losses in which he is involved on the site should inform the area in charge .The contractor shall not negotiate ,pay settle, admit or repudiate any claim without the consent of our company management. 25) Violation of life saving rules shall be taken seriously and in case of violation of any rules penalty of Rs. 500/- shall be imposed. In case of second violation Rs. 2000/- shall be levied and on third time person shall be agreed to leave the workplace and suitable penalty action shall be taken against the contractor as per management decision. 26) Consuming Alcohol or drugs in strictly prohibited and in case violation person shall be removed immediately. 27) Score card system shall be followed and Separate guidelines for same shall be issued by HSE Dept. Time to time and accordingly appreciation and Penalty shall be imposed. A sample copy is attached as reference. Point # 14shall vary as

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per nature of Job. Safety Score card may change time to time based on company policy. Monthly HSE Score Card Name of Contractor- A Service provider in Turbine area Month- Sr. No. Parameter Max Marks Marks Obtained Remark Scoring Criteria 1 First aid cases 10 For each First Aid case five marks shall be deducted 2 Incident cases/Property Damage/Fire incident/ Environmental Incident 4 For each incident case four marks shall be deducted 3 Compliance of Vedanta Sustainability Frame work 8 For each violation of Vedanta Sustainability framework 1(One) marks shall be deducted. It Includes: a. Fleet Management b. Machine Guarding up keepment and fixation c. Waste management at workplace d. Health checkup of employees 4a Reporting of Near miss, Unsafe Acts and conditions 8 Reporting of Near miss -10 (Full marks - 5), Unsafe conditions -30 (Full marks - 3) Unsafe Acts -20 (Full marks - 2) 4b Percentage compliance of NCR raised in Portal or Various Audits 4 For each non compliances one mark shall be deducted 5 No. severe safety Violation 5 5 marks shall be deducted for severe safety violation (for 10 nos of 4s - 5 marks and for 5 nos 5S , 5 marks will be deducted) 6 a. Number of Tool Box / HSE Talks - 5 marks b. Contractor Weekly HSE meeting - 5 marks 10 a. Prorata basis (No. of Safety talk / month divided by average man power) b. Prorata basis 7 HSE training, 5 8% coverage of total manpower per month 8 Legal compliance status (Testing of Lifting Tools & Tackles, Safety Belts (full body harnesses, Fall arresters) 4 1 mark will be deducted for each non compliances observed on site. 9 PTW Compliance 8 For deviation in each PTW case two marks shall be deducted 10 a. Condition of Hand Tools/Equipment/ Vehicle of the contractor b. Condition and compliance for movable equipment 4 a. 1(One) mark will be deducted for every non compliances observed on site.

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b. 1(One) mark will be deducted for every non compliances observed on site. 11 Housekeeping (including waste removal from workplace after completion of work) 5 1(One) mark will be deducted for each non compliances observed on site. 12 Quality of PPEs and scaffolding compliance 5 1(One) mark will be deducted for every 1 non compliances observed on site. 13 Safety motivational programme and other initiatives 5 Compliance of safety motivational programme and submission of relevant documents 14 job specific compliance a Are Water spillage are being cleaned daily 2 Marks will be Zero If found any non-conformity b Fire protection system readiness 1 Marks will be Zero If found any non-conformity c Insulation & Cladding completeness 1 Marks will be Zero If found any non-conformity d Identification & mitigation of any gas leak 2 Marks will be Zero If found any non-conformity e Are update list of vehicle driver/WAH are available 3 Marks will be Zero If found any non-conformity f Is 5S initiative followed 3 Scoring shall be done by TSPL BE Dept. based on 5S Compliance. Marks will be Zero If found poor Housekeeping g Are all signage are available 1 Marks will be Zero If found any non-conformity h Behavior of workers 2 Marks will be Zero If found any non-conformity TOTAL SCORE 100 Signature of Contractor In charge Signature of TSPL Safety Officer B.RISK PURCHASE In the event of any failure on contractor part to execute the Order as per the terms mentioned therein, owner shall be at liberty to either: a) Continue with the contractor with due liquidated damages; or b) Engage any other agency, parallel to the Contractor, to complete part of the balance work at the risk and cost of the Contractor; or c) Cancel the Service Order and get the balance work done from any other agency at the risk and cost of the contractor. C. INSURANCE:-

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A) # Without limiting the obligations and responsibilities under this contract, service provider shall procure and maintain an "All Risks" Insurance, Workmen's Compensation Insurance Group Personnel Accident Policy, Fire and Theft Insurance and such other policies for his own Materials/ Plant/ Machinery/ Equipment/Workers and the Civil Structures. All policies shall be with an endorsement of "PRINCIPALS INTEREST PROTECTED" clause. Besides, the service provider shall also take Third Party Liability Policy for both, Personnel and Property damages. # Service provider shall keep the TSPL indemnified from any liabilities on account of injury /loss/damage to any labour/ personnel/ property/ Plant / Machinery / Civil Structure. Copy of such insurance policies shall be submitted to our Engineer in-charge before start of the work. # TSPL shall be the principal beneficiary of the policies along with service provider and shall reserve the exclusive right to assign the policy. TSPL also reserves the right to approve/disapprove the Insurance Company selected by the service provider and/or issue the aforesaid policies on service provider's behalf. # This insurance coverage shall continue during the entire period of Contract. At the request of TSPL, the Service provider shall furnish to TSPL the relevant policy and premium receipt in respect of the said insurance. The risk, cost and consequence of the Service provider's failure to arrange for insurance coverage as specified above shall to be solely to Service provider's cost and account and TSPL shall have no liability whatsoever thereof. # In the event of loss or damage, service provider shall be solely responsible to lodge the claims and settle the same. Service provider shall proceed with repair or replacement of any works thereof without waiting for settlement of the claim. It is further clarified that neither extension of Completion Schedule nor any extra claim or addition to contract Price shall be admissible on account of insurance # The service provider shall arrange for 3rd party insurance so has to cover all accidents that are caused on TSPL's site by the service providers equipment &/ or service providers employees # The benefits and obligations of this agreement shall not be directly or indirectly assigned or dealt with by the service provider. TSPL shall not be liable for any third party liabilities / claims etc.

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B) Safety and Security: Service provider shall be responsible for the safety and security of all his men and material. Service provider shall provide all safety equipment to all his team members.Service provider shall provide adequate coverage against any accident met by his team during period of contract. Service provider shall indemnify the owner(TSPL) against any claim arising in this regard.