nit

Financial Bid Vol. I (Contract Conditions) 31

Barapulla Elevated Corridor : Phase II

A.E.(P) E.E.(P) Correction ............NIL........

Deletion ….............NIL........ Insertion ……........ NIL........

FINANCIAL BID

VOLUME -1

(CONTRACT CONDITIONS)





INDEX

S. No. DESCRIPTION PAGE No. A. TECHNICAL BID 1. Press Notice 4 2. Information and instructions for bidders 5 3. Instructions to bidders for submission of tenders 9 4. Section - I : Brief particulars of the work 12 5. Section - II : information & instructions for bidders 14 6. Section - III : Letter of Transmittal 20 7. Forms “A” to “H” 21 8. Appendix I 29 9. Annexure I 30

B. FINANCIAL BID

VOLUME-I (CONTRACT CONDITIONS) 10. Instructions to Bidders for submission of tenders 34 11. CPWD 6 37 12. Integrity pact 47 13. CPWD 8 56 14. Schedule A to F 59 15. Chapter-1 : Amended Clauses of GCC- 2010 68 16. Chapter-2 : Additional conditions 83 17. Chapter 3 : Special conditions of contract 92 18. Chapter 4 : General scope of work 129

VOLUME -II (SPECIFICATIONS) 19. Chapter 5: Site Conditions 135 20. Chapter 6: Material Specifications 140 21. Chapter 7: Particular Specifications for Civil works 167 22. Chapter 8: Quality Systems 273 23. Chapter 9 : Terms, Special Conditions & Specifications for 304 Electrical works 24. Chapter 10: External Illumination 311 25 Annexures 327

VOLUME III (SCHEDULE OF QUANTITIES) 26. Schedule of Quantities for Civil Works (Part-A) 350 27. Schedule of Quantities for Electrical Works (Part-B) 400

VOLUME IV (TENDER DRAWINGS) 19 Nos. 407-427





Name of work : Construction of Elevated Road over Barapulla Nallah starting from Sarai Kale Khan to Aurobindo Marg near INA Market, New Delhi -Phase-II from Jawaharlal Nehru Stadium to Aurobindo Marg with connection at Ring Road, Lala Lajpat Rai Marg and Aurobindo Marg. SH:Construction of Main carriageway works, traffic signages and electrical works etc. NIT No. : 52/CE/PWD Zone F-1/ 2012-13. ESTIMATED COST : Rs. 384,67,37,095 /-

(Rs. 381,31,47,779/- (Civil)+ Rs. 3,35,89,316/- (Electrical))

EARNEST MONEY : 3,94,67,371/- SECURITY DEPOSIT : 5% of Tendered Cost PERFORMANCE GUARANTEE : 5% of Tendered Cost

TIME ALLOWED : 24 MONTHS

Certified that this Financial Bid contains total 397 pages starting from page 31 to 427 in four Volumes as following details Volume I : Contract Conditions : Pages from 31 to 132 Volume II : Specifications: Pages from 133 to 347 Volume III : Schedule of Quantities: Pages from 348 to 406 Volume IV : Tender Drawings : 19 No. Drawings 407 To 427

M/s CCPL

Consultant

Assistant Engineer

FPSD-1231, 1233 & 1234 PWD, Ramesh Park

Delhi-110092

Executive Engineer

FPD-123 PWD, Ramesh Park

Delhi-110092

Assistant Engineer (E)

FPD-1141, PWD, Ramesh Park Delhi-110092

Executive Engineer (E)

FPD-114, PWD, MSO Building Delhi-110002

Assistant Engineer (P)

FPC-12, PWD, Ramesh Park Delhi-110092

Project Manager

FPC-12, PWD, Ramesh Park Delhi-110092

Assistant Engineer (P)

FZ-1, PWD, MSO Building New Delhi-110002

Assistant Engineer (E) (P)

FPD-114, PWD, MSO Building Delhi-110002

Executive Engineer (P&A)

FZ-1, PWD, MSO Building New Delhi-110002

NIT amounting to Rs. 384,67,37,095/- (Rupees Three hundred Eighty Four Crore Sixty Seven Lakh Thirty Seven Thousand Ninety Five Only) from page 31 to 427 including tender drawings is hereby

Approved

Chief Engineer Flyover Zone F-1





INSTRUCTIONS TO BIDDERS FOR SUBMISSION OF TENDERS

1. Payment of cost of Tender documents : The collection of Tender documents is dispensed away with as there is no physical supply of tender documents and to have absolute anonymity of the bidders participating in e-procurement solution. The bidders can view / download the tender documents, from the https://govtprocurement.delhi.gov.in. However the tenderer has to deposit the cost of tender document in the office of Executive Engineer, Flyover Project Division F – 123, PWD, Delhi by a draft / pay order of Rs. 10,000/- in favour of Executive Engineer, Flyover Project Division F–121, PWD, Delhi, duly sealed in a separate envelope alongwith the envelope of EMD before prescribed date and time. The tender received without tender cost will be summarily rejected. The scanned copy of this Draft / Pay order is also required to be uploaded with other documents on website.

2. Submission of Bids: The bidders who are desirous of participating in ‘e’ procurement shall submit their price bids in the standard formats prescribed in the Tender documents, displayed at https://delhi.govtprocurement.com. The bidder should upload the scanned copies of all the relevant certificates, documents etc., on the https://delhi.govtprocurement.com in support of their technical/financial bids. The bidder shall sign on all the statements, documents, certificates, uploaded by him, owning responsibility for their correctness / authenticity.

3. Payment of Bid Security (Earnest Money Deposit) : The EMD shall be in the form

of the demand draft of scheduled bank / fixed deposit receipt of a scheduled bank issued in favour of Executive Engineer, Flyover Project Division F-121, PWD, Govt. of Delhi. Xerox copy of the DD/FDR/BG is to be scanned and uploaded along with the Bid, and the original DD/FDR shall be sent to the office of Executive Engineer Flyover Project Division F-123, PWD, Govt. of Delhi Ramesh Park, Opp. Shakarpur Police Station, Delhi -110092, so as to reach before the date of closing of the Bids. Failure to furnish the original DD/FDR before the closing of the bid as prescribed, will entail rejection of bid.

4. Hard Copy : All affidavits along with supporting documents uploaded with tender

should be submitted in original in the office of Executive Engineer, Flyover Project Division F-123 PWD along with EMD and draft/pay order of Rs. 10,000/- as cost of tender to verify the same by prescribed date & time. Failure to submit the originals before prescribed date & time will entail rejection of bid.

5. Price Bid Opening : The Price Bids will be opened online by the concerned officer /

officers at the specified date & time and the result will be displayed on the website https://delhi.govtprocurement.com which can be seen by all the bidders who

https://delhi.govtprocurement.com/





participated in the tenders. The date will be notified by F-123, PWD, after evaluation of technical qualification of agencies.

6. Processing of Tenders: The concerned officer/officers will evaluate and process the Tenders as done in the conventional tenders and will communicate the decision to the bidder online.

7. Payment of performance Guarantee: The contractor whose bid is accepted will be

required to furnish performance guarantee of 5% (Five percent) of the bid amount within the period specified in Schedule F. This guarantee shall be in the form of cash (in case guarantee amount is less than Rs.10000/-) or Deposit at call receipt of any scheduled bank / Banker’s cheque of any scheduled bank / Demand Draft of any scheduled bank / Pay order of any Scheduled Bank (in case guarantee amount is less than Rs.1,00,000/-) or Government Securities or Fixed Deposit Receipts or Guarantee Bonds of any Scheduled Bank or the State Bank of India in accordance with the prescribed form. In case the contractor fails to deposit the said performance guarantee within in the period as indicated in Schedule ‘’F, including the extended period if any, the Earnest Money deposited by the contractor shall be forfeited automatically without any notice to the contractor. This guarantee shall be drawn in favour of Executive Engineer, Flyover Project Division F-121, PWD, Delhi.

8. Participation of Bidders at the time of opening of bids: Bidders have two options

to participate in tendering process at the time of opening of Bids: (i) Bidders can come at the place of opening of bids (electronically) as done in the conventional tender process. (ii) Bidders can visualize processing online.

9. Signing of agreement: After the award of the contract, an agreement will be signed as done in Conventional Tenders.

10. The tenderers should read all the instructions, terms & conditions, contract clauses,

nomenclature of items, specifications etc. contained in the tender documents very carefully, before quoting the rates. The tenderer should also read the general conditions of contract, 2010 for CPWD works with upto date correction slips upto the date of receipt of tender available with M/s Jain Book Agency, Connaught Palace, New Delhi, which will form a part of the Agreement.

11. The contractor shall quote his rates keeping in mind the specifications terms &

conditions, additional conditions and special conditions etc. and nothing shall be payable extra whatsoever unless otherwise specified.





12. The Eligible contractor shall quote separate rates (item rate in words and figures) for each part of schedule of quantity (Vol.-III) i.e. Part A for civil work and Part B for Elect. Works.

13. In the event of the tender being submitted by a firm, it must be signed separately by

each partner thereof or in the event of the absence of any partner, it must be signed on his behalf by a person holding a power of attorney authorizing him to do so. Such power of attorney should be produced with the tender and it must be disclosed that the firm is duly registered under the Indian partnership act, 1952.

14. Sales Tax, Excise duty as applicable shall be paid by the contractor himself.

Whereas Works Contract Tax, DVAT, Labour Cess and Income Tax etc. as applicable shall be deducted by the department from the R/A bills. The contractor shall quote his rates considering all such Taxes. However regarding the Service Tax, the same shall be reimbursed by the department on production of proof of actual payment of service tax to the concerned department.

15. Letter of recommendation for exemption of Octroi shall be issued by the department

on demand. However, the department is not liable to reimburse the Octroi duty in case such exemption certificates are not honoured by the concerned authorities.

16. The agencies shall get registered with works contract cell of sales tax

department/under DVAT of Govt. of NCTD and submit valid registration certificate from works contract cell of Sales Tax Department preferably at the time of tendering

17. The intending bidders should get registered themselves for getting class-III digital

signature from “ E-procurement help desk, 6th Floor, C- wing, Vikas Bhawan- II, near Metcalf House, Civil Lines, Delhi.” for becoming able to participate in the e-tender process.

Executive Engineer Flyover Project Division F-123, PWD, Govt. of Delhi





C.P.W.D.-6 PUBLIC WORKS DEPARTMENT

NOTICE INVITING TENDER

1 The Executive Engineer PWD Division F-123, New Delhi, on behalf of the President of India, invites the bids on Item Rate basis from firms/contractors of repute in two bids system (Technical & Financial ) through e-procurement solution for the work “Construction of Elevated Road over Barapulla Nallah starting from Sarai Kale Khan to Aurobindo Marg near INA Market, New Delhi-Phase-II from Jawaharlal Nehru Stadium to Aurobindo Marg with connection at Ring Road, Lala Lajpat Rai Marg and Aurobindo Marg. SH : Construction of Main carriageway works, traffic signages and electrical works etc.” as per following eligibility criteria :-

2 The Contractors, who fulfill the following requirements, shall be eligible to apply. Joint Ventures are not accepted.

i. Should have satisfactorily completed the works as mentioned below during the

last 7 years ending last day of the month previous to the one in which bids are

invited i.e. 30.11.2012:

a) Three similar completed works each costing not less than Rs. 154 cr.

or

b) Two similar completed works, each costing not less than Rs. 231 cr.

or

c) One similar completed work costing not less than Rs. 308 cr.

Note: - “Similar work means work of construction of flyover/elevated

corridor/Metro corridor/ bridges”.

and

ii. One completed work of any nature (either part of (i) above or a separate one)

costing not less than Rs. 154 cr. with some Central Government

Department/State Government Department/ Central Autonomous Body/Central

Public Sector undertaking.

and

iii. The bidder should also have experience of having completed (during the last 7

years ending last day of the previous month i.e. 30.11.2012) any flyover/elevated





corridor/ elevated metro corridor/ Bridges work using precast segmental

technology including erection of segments with launching girders and the

component of precast segmental work should not be less than 10000 sqm. The

component of precast segmental work may either be part of any completed

similar work under (i), (ii) above or may be a separate work.

and

iv. Experience of having successfully completed one work with Balance Cantilever

System for span not less than 50 m. This may either be part of any completed

similar work under (i), (ii) and (iii) above or may be a separate work.

The value of executed work shall be brought to current costing level by

enhancing the actual value of work at simple rate of 7% per annum, calculated

from the actual date of completion to last date of receipt of Technical & Financial

bids through e- procurement.

While considering any similar work executed by applicant firm under joint

venture, the experience of the applicant firm in that work shall be restricted to its

share/responsibilities as reflected in the Memorandum of Understanding (MoU),

signed between the parties, while forming joint venture for that work, attested

copy of which shall be submitted along with the technical bid.

v. Should have had average annual financial turnover of Rs. 116 cr. on

construction works during the last three years ending 31st March 2012.

vi. Should not have incurred any loss in more than two years during the last five

years ending 31st March 2012.

vii. Should have a solvency of at least Rs. 154 cr.

viii. Bank Draft / pay order of Rs. 10,000/- as cost of tender in favors of Executive

Engineer, Flyover Project Division F-121, PWD, Delhi.

ix. Earnest money of Rs. 3,94,67,371/- in the form of Receipt, Treasury Challan/Deposit at Call receipt of a scheduled bank/fixed deposit receipt of a scheduled bank/demand draft of a scheduled bank issued in favour of Executive Engineer, Flyover Project Division F-121, Delhi. 50% of earnest money or Rs. 20 lakh, whichever is less, will have to be deposited in the shape prescribed above and balance amount of earnest money can be accepted in the form of





Bank Guarantee issued by a scheduled bank issued in favour of Executive Engineer, Flyover Project Division F-121which is to be scanned and uploaded and original bank guarantee shall be dropped in the tender box. DD/FDR is to be scanned and uploaded alongwith the bid, and the original DD/FDR shall be dropped in tender box of the division in envelop upto 3.30 P.M. on 20.12.2012, failure to furnish the original DD/FDR before the closing of the bid, will entail rejection of bid.

x. Registration Certificate under Delhi Value Added Tax 2004 xi. Valid ‘No Dues Certificate’ from concerned authority in VAT department or

submit an affidavit that up-to-date returns have been filed and the agency has no dues towards Sales Tax/ VAT department, along with copies of all the returns filed in Sales Tax / VAT department.

xii. Scanned copy of PAN Card issued by Income Tax Department. xiii. Scanned copy of undertaking of Integrity pact duly signed by the contractor

/authroised signatory with rubber stamp (seal) on their letter head as shown in the Financial Bid Vol.I.

3 Bid documents consisting of plans, specification, the schedule of quantities of the various classes of work to be done and the set of terms and conditions of contract to be complied with by the contractor whose bid may be accepted and other necessary documents can be seen in the office of the Executive Engineer, Flyover Project Division F-123, New Delhi between hours of 11:00 AM and 4:00 PM from 01.12.2012 to 19.12.2012 every day except on Sundays and Public Holidays.

4 The hard copy of technical bid downloaded from web site with duly filled up forms & signed is required to be submitted in the office of Executive Engineer, Flyover Project Division F-123, PWD up to 03:30 pm on dated 20.12.2012 alongwith EMD in original for further necessary evaluation. However the technical bid and all required documents are also required to be uploaded on web site alongwith financial bid.

5 Pre Bid conference shall be held in the chamber of Chief Engineer, Flyover Project Zone, F-1 at 11:00 Hrs on 12.12.2012 to clear the doubt of intending tenderers, if any.

6 The department reserves the right to reject any prospective application without assigning any reason and to restrict the list of qualified contractors to any number deemed suitable by it, if too many bids are received satisfying the laid down criterion.

7 The work is estimated to cost Rs. 384,67,37,095/-. This estimated cost, however,

is given merely as a rough guide.





8 The Technical & Financial Bid can be uploaded on website upto 15:00 hours on

20.12.2012 The technical bid will be opened online on 20.12.2012 at 16:00 hours for scrutiny by the Executive Engineer, Flyover Project Division F-123, PWD, New Delhi. The technical bid will be displayed on the website https://delhi.govtprocurement.com which can be seen by all the contactors who participated in the Tenders. The financial bids of only the qualified and technically acceptable bidders shall be opened on date and time, to be notified later on, in the presence of the qualified bidders or their representatives. The financial bid will also be displayed on the website https://delhi.govtprocurement.com which can be seen by all the bidders who participated in the Tenders

9 Agreement shall be drawn with the successful tenderer on prescribed Form No. C.P.W.D. 8 which is available as a Govt. of India Publication. Tenderer shall quote his rates as per various terms and conditions of the said form which will form part of the agreement.

10 The time allowed for carrying out the work will be twenty four months from the date of start as defined in schedule ‘F’ or from the first date of handing over of the site, whichever is later, in accordance with the phasing, if any, indicated in the tender documents.

11 The site for the work will be made available in parts. Around 90 % of site will be made available at the time of award of work. Balance 10% (approx.) site shall be made available within 12 months after date of start of work and no hindrance on this account shall be considered i.e. stipulated date of completion will remain un altered and no claim on this account is admissible. However if balance site is handed over later than 12 months from date of start of work, suitable extension of time (to be worked out proportionate to work so hindered due to not handing over of this much of site) shall be granted for delay occurred beyond 12 months as stated above.

12 As the tender is to be opened through e-procurement therefore certifed copies of all certificates as mentioned in bid document and all affidavits in original are required to be submitted with EMD before prescribed date and time.

13 Interested contractor who wish to participate in the tender has also to deposit the cost of tender document in the office of Executive Engineer, Flyover Project Division F-123, PWD by draft/pay order of Rs.10,000/- in favour of Executive Engineer, Flyover Project Division F-121, PWD, Delhi. duly sealed in a separate envelope alongwith the envelope of EMD before prescribed date and time. The tender received without this cost will summarily rejected. The scan …..**….. To be filled by EE





copy of this Draft/ Pay order is also required to be uploaded with other documents.

14 The contractor whose bid is accepted will be required to furnish performance guarantee of 5% (Five percent) of the bid amount within the period specified in Schedule F. This guarantee shall be in the form of cash (in case guarantee amount is less than Rs.10000/-) or Deposit at call receipt of any scheduled bank / Banker’s cheque of any scheduled bank / Demand Draft of any scheduled bank / Pay order of any Scheduled Bank (in case guarantee amount is less than Rs.1,00,000/-) or Government Securities or Fixed Deposit Receipts or Guarantee Bonds of any Scheduled Bank or the State Bank of India in accordance with the prescribed form. In case the contractor fails to deposit the said performance guarantee within in the period as indicated in Schedule ‘’F, including the extended period if any, the Earnest Money deposited by the contractor shall be forfeited automatically without any notice to the contractor. This guarantee shall be drawn in favour of Executive Engineer, Flyover Project Division F–121, PWD, Delhi.

15 The description of the work is as follows: Construction of Elevated Road over Barapulla Nallah starting from Sarai Kale Khan to Aurobindo Marg near INA Market, New Delhi-Phase-II from Jawaharlal Nehru Stadium to Aurobindo Marg with connection at Ring Road, Lala Lajpat Rai Marg and Aurobindo Marg SH : Construction of Main carriageway works, traffic signages and electrical works etc. Copies of other drawings and documents pertaining to the works will be open for inspection by the tenderers at the office of the above mentioned Officer. Tenderers are advised to inspect and examine the site and its surroundings and satisfy themselves before submitting their tenders as to the nature of the ground and sub-soil (so far as is practicable), the form and nature of the site, the means of access to the site, the accommodation they may require and in general shall themselves obtain all necessary information as to risks, contingencies and other circumstances which may influence or affect their tender. A tenderer shall be deemed to have full knowledge of the site whether he inspects it or not and no extra charges consequent on any misunderstanding or otherwise shall be allowed. The tenderer shall be responsible for arranging and maintaining at his own cost all materials, tools & plants, water electricity access, facilities for workers and all other services required for executing the work unless otherwise specifically provided for in the contract documents. Submission of a tender by a tenderer implies that he has read this notice and all other contract documents and has made himself aware of the scope and specifications of the work to be done and of conditions and rates at which stores, tools and plant, etc. will be





issued to him by the Government and local conditions and other factors having a bearing on the execution of the work.

16 The competent authority on behalf of the President of India does not bind itself to accept the lowest or any other bid and reserves to itself the authority to reject any or all the bids received without the assignment of any reason. All tenders in which any of the prescribed condition is not fulfilled or any condition including that of conditional rebate is put forth by the tenderer shall be summarily rejected.

17 Canvassing whether directly or indirectly, in connection with tenders is strictly prohibited and the tenders submitted by the contractors who resort to canvassing will be liable to rejection.

18 The competent authority on behalf of President of India reserves to himself the right of accepting the whole or any part of the tender and the tenderer shall be bound to perform the same at the rate quoted.

19 The contractor shall not be permitted to tender for works in the PWD Circle

(responsible for award and execution of contracts) in which his near relative is posted as Divisional Accountant or as an Officer in any capacity between the grades of Superintending Engineer and Junior Engineer (both inclusive). He shall also intimate the names of persons who are working with him in any capacity or are subsequently employed by him and who are near relatives to any gazetted officer in the Central Public Works Department or in the Ministry of Urban Development. Any breach of this condition by the contractor would render him liable to be removed from the approved list of contractors of this Department.

20 No Engineer of gazetted rank or other Gazetted Officer employed in Engineering or Administrative duties in an Engineering Department of the Government of India is allowed to work as a contractor for a period of one year after his retirement from Government Service, without the previous permission of the Government of India in writing. This contract is liable to be cancelled if either the contractor or any of his employees is found any time to be such a person who had not obtained the permission of the Government of India as aforesaid before submission of the tender or engagement in the contractor’s service.

21 The tender for the works shall remain open for acceptance for a period of 90 days (Ninety day) from the date of opening of Financial bid. If any tenderer withdraws his tender before the said period or issue of letter of acceptance, whichever is earlier, or makes any modifications in the terms and conditions of the tender which are not acceptable to the department, then the Government shall, without prejudice to any other right or remedy, be at liberty to forfeit 50% of the said earnest money as aforesaid. Further the tenderer shall not be allowed to participate in the re-tendering process of the work.





22 This Notice Inviting of Tender shall form a part of the contract document. The successful tenderer / contractor, on acceptance of his tender by the accepting authority, shall, within 15 days from the stipulated date of start of the work sign the contract consisting of (i) The notice inviting tender, all the documents including additional conditions,

specifications and drawings, if any, forming the tender as issued at the time of invitation of tender and acceptance thereof together with any correspondence leading thereto.

(ii) Standard CPWD Form-8 i.e. General Conditions of Contract for CPWD works (edition 2010) as modified and corrected upto the last date of submission of tender.

(iii) Integrity Pact:- The Integrity agreement shall be integral part of tender document.

23 In case any discrepancy is noticed between the documents as uploaded at the time of submission of the bid online and hard copies as submitted physically in the office of Executive Engineer, then the bid submitted shall become invalid and the Government shall, without prejudice to any other right or remedy, be at liberty to forfeit 50% of the said earnest money as aforesaid. Further the tenderer shall not be allowed to participate in the re-tendering process of the work etc.

24 The contractor shall quote his rates keeping in mind the specifications; terms & conditions, particular specifications and special conditions etc. and nothing shall be payable extra whatsoever unless otherwise specified. If the tenderer does not quote the rate for any item, leaving the space blank, whatsoever, it will be presumed that the tenderer has loaded the cost of this/ these item(s) on other item(s), and he will execute this /these items at zero cost, and the tender will be evaluated accordingly.

25 In case of any difference / ambiguity between English & Hindi versions, English version shall prevail.

26 The department shall deduct Income Tax on the value of work done from each bill of the contractor as per prevailing Government instructions/orders. In lieu, the department shall issue a certificate of deduction of the tax at source to the contractor, in relevant form.

27 The department shall deduct Labour Cess @1% on the value of work done from each bill of the contractor as per prevailing Government instructions/orders. In lieu, the department shall issue a certificate of deduction of the tax at source to the contractor, in relevant form.





28 In the tender document, the word “CPWD” shall include “PWD (GNCTD)” wherever exists.

29 For Composite Bids 29.1 The Executive Engineer in charge of the major component will call bids for

the composite work. The cost of bid document and Earnest Money will be fixed with respect to the combined estimated cost put to tender for the composite bid.

29.2 The bid document includes the following components.

1. Technical Bid 2. Financial Bid in 4 volumes Volume I : CPWD-6, CPWD-8 including schedule A to F for the work, Standard General Conditions of Contract 2010 as amended/ modified up to last date of receipt of tender, Additional Conditions, Special Conditions, General scope of work. Volume II : Scope of Work, Site Conditions, Materials & Testing for civil works General Specification, Particular Specifications for Civil works General Conditions, Special Conditions & Specifications for Electrical works, External Illumination Volume III : Schedule of Quantities containing Part A (for Civil work) & Part B (for Electrical Work) Volume IV : Tender Drawings

29.3 The main contractor shall also execute the minor component of work i.e.

Electrical component. He should be either an eligible CPWD registered class-I electrical contractor himself or he shall submit names of upto three eligible electrical contractors i.e. CPWD registered class-I electrical contractor, whom (any one them) he intends to associate with, at the time of submission of tender. In case the details of electrical agency are not submitted by the tenderer, these shall be submitted before acceptance of the work.

29.4 It will be obligatory on the part of the main contractor to tender and sign the tender documents for all components.

29.5 On acceptance of the composite tender by the component authority, the letter of award for all components shall be issued by the Executive Engineer, in charge of major component, on behalf of the President of India. The main contractor will have to enter to agreement consisting of





complete scope of work including minor components of the work, with EE in charge of major component of work. Besides this, separate tripartite agreement for minor components shall be entered into by main contractor, with EE in charge of minor component and the electrical agency engaged by him for minor component.

29.6 First payment to the main contractor as well as the associated agencies shall be made only after signing of tripartite agreements for minor components. Executive Engineer in charge of minor Component shall inform Executive Engineer in charge of major component regarding signing/non signing of the tripartite agreement.

29.7 The main contractor will give detailed execution programme of the work which will form part of this agreement with the department. He will indicate in the programme, the time/stage of the work when the agencies of minor components of works will be deployed by him.

29.8 Executive Engineer in charge of minor components shall make interim payment in respect of minor component of work directly to the agency engaged by main contractor. However, payment beyond 80% of tendered amount of the minor component shall be made only to the main contractor by EE in charge of minor component.

29.9 Final bill of whole work shall be finalized and paid by the Executive Engineer in charge of major component. Executive Engineer in charge of the minor component shall prepare and pass the final bill for minor component of work and pass on the same to the Executive Engineer of the major component for including in the final bill for composite work.

29.10 In case, the main contractor intends to change any of the above agency/agencies during the operation of the contract, he shall obtain prior approval of Engineer-in-Charge of main agreement. The new agency/agencies shall also have to satisfy the laid down eligibility criteria. In case Engineer-in-Charge is not satisfied with performance of any agency, he can direct the contractor to change the agency executing such items of work and this shall be binding on the contractor. In case of change of agency of minor component, tripartite agreement shall be entered into afresh.

29.11 If the main contractor fails to associate agency for execution of minor component within a prescribed time or furnish incomplete details or furnish details of ineligible agency even after the tenderer is given due opportunity, the entire scope of minor component shall be withdrawn from the tenderer and the same shall be got executed by the Engineer-in-Charge at the risk and cost of main contractor.





29.12 The main tenderer shall be responsible for acts of commission and non-commission of the electrical contractors associates by him as per the above conditions.

29.13 Completion certificate of composite work shall be recorded by Engineer-in-Charge of major component. Engineer-in-Charge of minor component shall intimate completion of minor component to Engineer-in-Charge of major component.

29.14 The Eligible contractor shall quote separate rates (item rate in words and figures) for each part of schedule of quantity (Vol.-IV) i.e. Part A for civil work & Part B for Electrical work.

29.15 Security deposit @ 5% of the gross amount of the bills shall be deducted from each running bill of the contractor till the sum along with the sum already deposited as earnest money amounts to security deposit @ 5% of accepted tendered amount of composite tender. Security Deposit shall be deducted separately by EE (C) & EE (E). Earnest money deposited alongwith tender shall be adjusted in security deposit of civil component.

29.16 In case of any difference/ambiguity in English version and Hindi version in the tender document and standard CPWD Form No. 8, the English version shall prevail over the Hindi version.

Signature of Divisional Officer

for & on behalf of President of India





INTEGRITY PACT CPWD

To, -----------------------------------------

-----------------------------------------

-----------------------------------------

Subject : NIT No. ------------------------------------------- for the work Construction

of Elevated Road over Barapulla Nallah starting from Sarai Kale Khan to Aurobindo Marg near INA Market, New Delhi -Phase-II from Jawaharlal Nehru Stadium to Aurobindo Marg with connection at Ring Road, Lala Lajpat Rai Marg and Aurobindo Marg. SH : Construction of Main carriageway works, traffic signages and electrical works etc.

Dear Sir, It is hereby declared that PWD, GNCTD is committed to follow the principle of transparency, equity and competitiveness in public procurement.

The subject Notice Inviting Tender (NIT) is an invitation to offer made on the condition that the Bidder will sign the integrity Agreement, which is an integral part of tender/bid documents, failing which the tenderer/bidder will stand disqualified from the tendering process and the bid of the bidder would be summarily rejected.

This declaration shall form part and parcel of the Integrity Agreement and signing

of the same shall be deemed as acceptance and signing of the Integrity Agreement on behalf of the PWD GNCTD.

Yours faithfully

Executive Engineer





INTEGRITY PACT CPWD

UNDERTAKING INTEGRITY PACT To, Executive Engineer,

----------------------------,

----------------------------

Subject : Construction of Elevated Road over Barapulla Nallah starting from Sarai Kale Khan to Aurobindo Marg near INA Market, New Delhi-Phase-II from Jawaharlal Nehru Stadium to Aurobindo Marg with connection at Ring Road, Lala Lajpat Rai Marg and Aurobindo Marg. SH : Construction of Main carriageway works, traffic signages and electrical works etc.

Dear Sir,

I/We acknowledge that PWD GNCTD is committed to follow the principles thereof as enumerated in the Integrity Agreement enclosed with the tender/bid document.

I/We agree that the Notice Inviting Tender (NIT) is an invitation to offer made on the condition that I/We will sign the enclosed integrity Agreement, which is an integral part of tender documents, failing which I/We will stand disqualified from the tendering process. I/We acknowledge that THE MAKING OF THE BID SHALL BE REGARDED AS AN UNCONDITIONAL AND ABSOLUTE ACCEPTANCE of this condition of the NIT.

I /We confirm acceptance and compliance with the Integrity Agreement in letter and spirit and further agree that execution of the said Integrity Agreement shall be separate and distinct from the main contract, which will come into existence when tender/bid is finally accepted by PWD GNCTD. I/We acknowledge and accept the duration of the Integrity Agreement, which shall be in the line with Article I of the enclosed Integrity Agreement.

I/We acknowledge that in the event of my/our failure to sign and accept the Integrity Agreement, while submitting the tender/bid, PWD GNCTD shall have unqualified, absolute and unfettered right to disqualify the tenderer/bidder and reject the tender/bid is accordance with terms and conditions of the tender/bid.

Yours faithfully

(Duly authorized signatory of the Bidder)





INTEGRITY PACT CPWD

To be signed by the bidder and same signatory competent/authorized to sign the

relevant contract on behalf of PWD CPWD.

INTEGRITY AGREEMENT This Integrity Agreement is made at --------------- on this --------- day of -------------20--------

BETWEEN

President of India represented through Executive Engineer -------------------------------------- (Name of Division) PWD,GNCTD ------------------------------------------------------ , (Hereinafter referred as the (Address of Division) ‘Principal /Owner’, which expression shall unless repugnant to the meaning or context hereof include its successors and permitted assigns)

AND

-------------------------------------------------------------------------------- (Name and Address of the Individual /firm/Company)

Through ----------------------------------------------------------------- (Hereinafter referred to as the (Details of duly authorized signatory) “Bidder/Contractor” and which expression shall unless repugnant to the meaning or context hereof include its successors and permitted assigns) . Preamble WHEREAS the Principal /Owner has floated the Tender (NIT No. -----------------------) (hereinafter referred to as “Tender/Bid”) and intends to award, under laid down organizational procedure, contract for “Construction of Elevated Road over Barapulla Nallah starting from Sarai Kale Khan to Aurobindo Marg near INA Market, New Delhi-Phase-II from Jawaharlal Nehru Stadium to Aurobindo Marg with connection at Ring Road, Lala Lajpat Rai Marg and Aurobindo Marg. SH : Construction of Main carriageway works, traffic signages and electrical works etc.” hereinafter referred to as the “Contract”





AND WHEREAS the Principal /Owner values full compliance with all relevant laws of the land, rules, regulations, economic use of resources and of fairness/ transparency in its relation with its Bidder(s) and Contractor(s). AND WHEREAS to meet the purpose aforesaid both the parties have agreed to enter into this Integrity Agreement (hereinafter reffered to as “Integrity Pact” or “Pact”), the terms and conditions of which shall also be read as integral part and parcel of the Tender/Bid documents and Contract between the parties. NOW, THEREFORE, in consideration of mutual covenants contained in this Pact, the parties hereby agree as follows and this Pact witness as under: Article 1: Commitment of the Principal/Owner

1) The Principal /Owner commits itself to take all measures necessary to prevent corruption and to observe the following principles: (a) No employee of the Principal/Owner, personally or through any of his/her

family members, will in connection with the Tender, or the execution of the Contract, demand, take a promise for or accept, for self or third person, any material or immaterial benefit which the person is not legally entitled to.

(b) The Principal/Owner will, during the Tender process, treat all Bidder(s) with equity and reason. The Principal/Owner will, in particular, before and during the Tender process, provide to all Bidder(S) the same information and will not provide to any Bidder(s) confidential /additional information through which the Bidder(s) could obtain an advantage in relation to the Tender process or the Contract execution.

(c) The Principal/Owner shall endeavour to exclude from the Tender process any

person, whose conduct in the past has been of biased nature.

2) If the Principal /Owner obtains information on the conduct of any of its employees which is a criminal offence under the Indian Penal code (IPC) /Prevention of Corruption Act, 1988 (PC Act) or is in violation of the principles herein mentioned or if there be a substantive suspicion in this regard, the Principal/Owner will inform the Chief Vigilance Officer and in addition can also initiate disciplinary actions as per its internal laid down policies and procedures.

Article 2: Commitment of the Bidder(S)/Contractor(s) 1) It is required that each Bidder/Contractor (including their respective officers,

employees and agents) adhere to the highest ethical standards, and report to the





Government/Department all suspected acts of fraud or corruption or Coercion or Collusion of which it has knowledge or becomes aware, during the tendering process and throughout the negotiation or award of a contract.

2) The Bidders(s) /Contractor(s) commits himself to take all measures necessary to prevent corruption. He commits himself to observe the following principles during his participation in the Tender process and during the Contract execution:

a) The Bidder(s)/Contractor(s) will not, directly or through any other person or firm, offer, promise or give to any of the Principal/Owner’s employees involved in the Tender process or execution of the Contract or to any third person any material or other benefit which he/she is not legally entitled to, in order to obtain in exchange any advantage of any kind whatsoever during the Tender process or during the execution of the Contract.

b) The Bidder(s)/Contractor(s) will not enter with other Bidder(s) into any undisclosed agreement or understanding, whether formal or informal. This applies in particular to prices, specifications, certifications, subsidiary contracts, submission or non-submission of bids or any other actions to restrict competitiveness or to cartelize in the bidding process.

c) The Bidder(s)/Contractor(s) will not commit any offence under the relevant IPC/PC Act. Further the Bidder(s)/Contractor(s) will not use improperly, (for the purpose of competition or personal gain), or pass on to others, any information or documents provided by the Principal/Owner as part of the business relationship, regarding plans, technical proposals and business details, including information contained or transmitted electronically.

d) The Bidder(s)/Contractor(s) of foreign origin shall disclose the names and

address of agents/representatives in India, if any. Similarly Bidder(s)/Contractor(s) of Indian Nationality shall disclose names and addresses of foreign agents/representatives, if any. Either the Indian agent on behalf of the foreign principal or the foreign principal directly could bid in a tender but not both. Further, in cases where an agent participate in a tender on behalf of one manufacturer, he shall not be allowed to quote on behalf of another manufacturer along with the first manufacturer in a subsequent/parallel tender for the same item.

e) The Bidder(s)/Contractor(s) will, when presenting his bid, disclose any and

all payments he has made, is committed to or intends to make to agents, brokers or any other intermediaries in connection with the award of the Contract.





3) The Bidder(s)/Contractor(s) will not instigate third persons to commit offences

outlined above or be an accessory to such offences.

4) The Bidder(s)/Contractor(s) will not, directly or through any other person or firm indulge in fraudulent practice means a willful misrepresentation or omission of facts or submission of fake/forged documents in order to induce public official to act in reliance thereof, with the purpose of obtaining unjust advantage by or causing damage to justified interest of others and /or to influence the procurement process to the detriment of the Government interests.

5) The Bidder(s)/Contractor(s) will not, directly or through any other person or firm

use Coercive Practices (means the act of obtaining something, compelling an action or influencing a decision through intimidation, threat or the use of force directly or indirectly, where potential or actual injury may befall upon a person, his/her reputation or property to influence their participation in the tendering process).

Article 3: Consequences of Breach Without prejudice to any rights that may be available to the Principal/Owner under law or the Contract or its established policies and laid down procedures, the Principal/Owner shall have the following rights in case of breach of this Integrity Pact by the Bidder(s)/Contractor(s) and the Bidder/Contractor accepts and undertakes to respect and uphold the Principal /Owner’s absolute right:

1) If the Bidder(s)/Contractor(s) either before award or during execution of Contract has committed a transgression through a violation of Article 2 above or in any other form, such as to put his reliability or credibility in question, the Principal/Owner after giving 14 days notice to the contractor shall have powers to disqualify the Bidder(s)/Contractor(s) from the Tender process or terminate/determine the Contract, if already executed or exclude the Bidder/Contractor from future contract award processes. The imposition and duration of the exclusion will be determined by the severity of transgression and determined by the Principal/Owner. Such exclusion may be forever or for a limited period as decided by the Prinicipal/Owner.

2) Forfeiture of EMD/Performance Guarantee/Security Deposit: If the Principal/Owner has disqualified the Bidder(s) from the Tender process prior to the award of the Contract or terminated/determined the Contract or has accrued the right to terminate/determine the Contract according to Article 3(1), the Principal/Owner, apart from exercising any legal rights that may have accrued to the Principal /Owner, may in its considered opinion forfeit the entire amount of





Earnest Money Deposit, performance Guarantee and Security Deposit of the Bidder/Contractor.

3) Criminal Liability: If Principal/Owner obtains knowledge of conduct of a Bidder or

Contractor, or of an employee or a representative or an associate of Bidder or Contractor which constitutes corruption within the meaning of IPC Act, or if the Principal/Owner has substantive suspicion in this regard, the Principal/Owner will inform the same to law enforcing agencies for further investigation.

Article 4: Previous Transgression

1) The Bidder declares that no previous transgressions occurred in the last 5 years with any other Company in any country confirming to the anticorruption approach or with Central Government or State Government or any other Central/State Public Sector Enterprises in India that could justify his exclusion from the Tender process.

2) If the Bidder makes incorrect statement on this subject, he can be disqualified from the Tender process or action can be taken for banning of business dealings/holiday listing of the Bidder/Contractor as deemed fit by the Principal/Owner.

3) If the Bidder/Contractor can prove that he has resorted/ recouped the damage

caused by him and has installed a suitable corruption prevention system, the Principal/Owner may, at its own discretion, revoke the exclusion prematurely.

Article 5: Equal Treatment of all Bidders/Contractors/Subcontractors

1) The Bidder(s)/Contractor(s) undertake(s) to demand from all subcontractors a commitment in conformity with this Integrity Pact. The Bidder/Contractor shall be responsible for any violation(s) of the principle laid down in this agreement/Pact by any of its Sub-contractors /sub-vendors.

2) The Principal /Owner will enter into Pacts on identical terms as this one with all Bidders and Contractors.

3) The Principal /Owner will disqualify Bidders, who do not submit, the duly signed Pact between the Principal/Owner and the Bidder, along with the Tender or violate its provisions at any stage of the Tender process, from the Tender process.





Article 6- Duration of the Pact This Pact begins when both the parties have legally signed it. It expires for the Contractor/Vendor 12 months after the completion of work under the contract or till the continuation of defect liability period, whichever is more and for all other bidders, till the Contract has been awarded. If any claim is made/lodged during the time, the same shall be binding and continue to be valid despite the lapse of this Pacts as specified above, unless it is discharged/determined by the Competent Authority, PWD, GNCTD. Article 7- Other Provisions

1) This Pact is subject to Indian law, place of performance and jurisdiction is the Head quarters of the Division of the Principal/Owner, who has floated the Tender.

2) Changes and supplements need to be made in writing. Side agreements have not been made.

3) If the Contractor is a partnership or a consortium, this Pact must be signed by all

the partners or by one or more partner holding power of attorney signed by all partners and consortium members. In case of a Company, the Pact must be signed by a representative duly authorized by board resolution.

4) Should one or several provisions of this Pact turn out to be invalid; the remainder

of this Pact remains valid. In this case, the parties will strive to come to an agreement to their original intensions.

5) It is agreed term and condition that any dispute or difference arising between the

parties with regard to the terms of this Integrity Agreement/Pact, any action taken by the Owner/Principal in accordance with this Integrity Agreement/Pact or interpretation thereof shall not be subject to arbitration.

Article 8 – LEGAL AND PRIOR RIGHTS All rights and remedies of the parties hereto shall be in addition to all the other legal rights and remedies belonging to such parties under the Contract and/or law and the same shall be deemed to be cumulative and not alternative to such legal rights and remedies aforesaid. For the sake of brevity, both the Parties agree that this Integrity Pact will have precedence over the Tender/Contact documents with regard any of the provisions covered under this Integrity Pact. IN WITNESS WHEREOF the parties have signed and executed this Integrity Pact at the place and date first above mentioned in the presence of following witnesses:





-------------------------------------------------------- (For and on behalf of Principal/Owner) -------------------------------------------------------- (For and on behalf of Bidder/Contractor) Witnesses:

1. ---------------------------------------- (SIGNATURE, NAME AND ADDRESS)

2. ---------------------------------------- (SIGNATURE, NAME AND ADDRESS)

Place: Dated:





CPWD 8

GOVERNMENT OF NCTD PUBLIC WORKS DEPARTMENT

STATE : DELHI CIRCLE : F-12, PWD BRANCH : B & R. DIVISION : F-123, PWD ZONE : F1 SUB-DIV. : F1231, F1233 and F1234

ITEM RATE TENDER & CONTRACT FOR WORKS 1. Tender for the work of “Construction of Elevated Road over Barapulla

Nallah starting from Sarai Kale Khan to Aurobindo Marg near INA Market, New Delhi-Phase-II from Jawaharlal Nehru Stadium to Aurobindo Marg with connection at Ring Road, Lala Lajpat Rai Marg and Aurobindo Marg. SH : Construction of Main carriageway works, traffic signages and electrical works etc.”

(i) To be submitted Online by 15:00 hours on 20.12.2012 to Executive Engineer, Flyover Project Division F-123, PWD(NCTD), at web site: https://govtprocurement.delhi.gov.in

(ii) To be opened in presence of tenderers who may be present either at the place

of opening of tenders (electronically) or can visualize to process online at 16:00 hours on 20.12.2012 in the office of Executive Engineer, Flyover Project Division F-123, PWD(NCTD), Delhi

Released to website: https://govtprocurement.delhi.gov.in at Tender I.D. No. 2012_PWD_25858_1 Signature of officer releasing the documents .............................………………..** Designation : Executive Engineer, Flyover Project Division F123, PWD Date of Release: 01.12.2012

T E N D E R

I/We have read and examined the notice inviting tender, schedule, A, B, C, D, E & F. Specifications applicable, Drawings & Designs, General Rules and Directions, Conditions of Contract, clauses of contract, Special conditions, Schedule of Rate and

https://govtprocurement.delhi.gov.in/

https://govtprocurement.delhi.gov.in/





other documents and Rules referred to in the conditions of contract and all other contents in the tender document for the work. I/We hereby tender for the execution of the work specified for the Govt. of NCTD within the time specified in Schedule ‘F’, viz. schedule of quantities and in accordance in all respects with the specifications, designs, drawings and instructions in writing referred in Rule-1 of General Rules and Directions and in Clause 11 of the Conditions of Contract and with such materials as are provided for by and in respects in accordance with, such conditions so far as applicable. I/We agree to keep the tender open for Ninety (90) days from the due date of its opening of Financial bid and not to make any modifications in its terms and conditions. A sum of Rs. 3,94,67,371/- (Rupees Three Crore Ninety Four Lakh Sixty Seven Thousand Three Hundred Seventy One Only) is hereby forwarded in cash/receipt treasury challan/deposit at call receipt of a scheduled bank/fixed deposit receipt of scheduled bank/demand draft of a scheduled bank/bank guarantee issued by a scheduled bank as earnest money. If I/We, fail to furnish the prescribed performance guarantee within prescribed period. I/We agree that the said President of India or his successors, in office shall without prejudice to any other right or remedy, be at liberty to forfeit the said earnest money absolutely. Further, if I/We fail to commence work as specified, I/We agree that President of India or the successors in office shall without prejudice to any other right or remedy available in law, be at liberty to forfeit the said earnest money and the performance guarantee absolutely, otherwise the said earnest money shall be retained by him towards security deposit to execute all the works referred to in the tender documents upon the terms and conditions contained or referred to those in excess of that limit at the rates to be determined in accordance with the provision contained in Clause 12.2 and 12.3 of the tender form. Further, I/We agree that in case of forfeiture of Earnest Money & Performance Guarantee as aforesaid. I/We shall be debarred for participation in the re-tendering process of the work. I/We undertake and confirm that eligible similar work(s) has/have not been got executed through another contractor on back to back basis. Further that, if such a violation comes to the notice of Department, then I/We shall be debarred for tendering in PWD, GNCTD in future forever. Also, if such a violation comes to the notice of Department before date of start of work, the Engineer-in-Charge shall be free to forfeit the entire amount of Earnest Money Deposit/Performance Guarantee. I/We hereby declare that I/We shall treat the tender documents drawings and other records connected with the work as secret/confidential documents and shall not communicate information/derived there from to any person other than a person to whom I/We am/are authorized to communicate the same or use the information in any manner prejudicial to the safety of the State.





Dated ...........................**.......... Signature of Contractor ............**....................... Witness:- ...................**............. Postal Address:- ..................**............................. Address:- ..........................**..... Telephone No. ** Occupation:- ................**.......... Fax: ** E-Mail:- **

**(to be filled by Contractor)

ACCEPTANCE

The above tender (as modified by you as provided in the letters mentioned here

under ) is accepted by me for and on behalf of the President of India for a sum of Rs...........**................./-(Rupees............................................…**………………………… The letters referred to below shall form part of this contract agreement. for & on behalf of the President of India. i) ………**…………… Signature .........**................... ii) ………**…………… iii) ……….Any Other…….**….. Designation ……**…………….. Dated :- .............**.................... **(to be filled by EE)





SCHEDULES ‘A to F’

SCHEDULE ‘A’ Schedule of quantities (Enclosed) : As per Volume III of Financial Bid document

SCHEDULE ‘B’ Schedule of materials to be issued to the contractor : NIL

SCHEDULE ‘C’

Tools and plants to be hired to the contractor : NIL

SCHEDULE ‘D’ Extra schedule for specific requirements/documents for the work, if any : NIL

SCHEDULE ‘E’ Reference to General Conditions of contract. Name of Work : Construction of Elevated Road over Barapulla Nallah

starting from Sarai Kale Khan to Aurobindo Marg near INA Market, New Delhi-Phase-II from Jawaharlal Nehru Stadium to Aurobindo Marg with connection at Ring Road, Lala Lajpat Rai Marg and Aurobindo Marg. SH : Construction of Main carriageway works, traffic signages and electrical works etc.

Estimated cost : Rs. 384,67,37,095/- (Rs. 381,31,47,779/- (Civil) + Rs. 3,35,89,316/- (Elect.))

Earnest Money : Rs. 3,94,67,371/- Performance Guarantee : 5% of tendered value Security Deposit : 5% of tendered value

SCHEDULE ‘F’ GENERAL RULES & DIRECTIONS : Officer inviting tender : Executive Engineer, Flyover Project Division F-123, PWD,

New Delhi





Maximum percentage for quantity of items of work to be executed beyond which rates are to be determined in accordance with Clauses 12.2 & 12.3: See below Definitions: 2(v) Engineer-In-Charge Executive Engineer, F-123, PWD, Delhi (for

civil works) and Executive Engineer, F-114, PWD, Delhi (for Electrical works)

2(viii) Accepting Authority Chief Engineer, PWD, Flyover Project Zone F-

1, NCTD, New Delhi. 2(x) Percentage on cost of materials and labour to cover all overheads and profits

(A) Over Head charges and Contractor Profit on analysis of rates as per MORTH Data Book

(i) Category 1, for Major Bridges including State of Art Bridges and Minor Bridges,

Over Head Charges = 25%

(ii) Category 2, for road work Over Head Charges = 8%

(iii) Contractor’s profit has been taken uniformly as 10% over the cost of items including overhead charges analyzed as per MORTH Data Book.

(B) Over Head charges and Contractor Profit on analysis of rates as per CPWD Delhi Analysis of Rates-2012 (DAR) = 15%

(C) Percantage on cost of materials and labour to cover all overheads and profits for electrical items is 15%

2(xi) Standard schedule of Rates : For Civil Works 1. Standard Data Book for analysis of rates

published by MORTH, 2. Delhi Analysis of Rates-2012 as published

by CPWD with correction slips upto date of receipt of tender.





For Electrical Works SR 2012 (Internal & External) with amendments thereto issued upto receipt of tender

2(xii) Department Public Works Department New Delhi. 9(ii) Standard CPWD Contract Form GCC 2010, CPWD Form 8 modified &

Corrected up to last date of receipt of tender . Clause-1: i) Time allowed for submission of 15 days Performance guarantee from the Date of issue of letter of acceptance, in days ii) Maximum allowable extension 7 days. beyond the period as provided in (i) above, in days. Clause-2: Authority for fixing compensation The Project Manager, Under clause 2 Flyover Project Circle, F-12,

PWD, Delhi Clause-2A: Whether Clause-2A shall be applicable Yes, Applicable Note :-The bonus under this clause shall be payable only if the contractor completes the work ahead of stipulated date of completion as mentioned in the agreement. No bonus shall be payable, if the work is completed after the stipulated date of completion even if the Extension of time is granted without levy of compensation. Clause-5:- Number of days from the date of issue 22 days of letter of acceptance for reckoning date of start. Mile stone(s) : Refer ANNEXURE -2 Time allowed for execution of works : 24 months. Authority to decide: (i) Extension of time : Executive Engineer, F-123, PWD,

New Delhi. (ii) Rescheduling of Milestones : Project Manager

Flyover Project Circle, F-12, PWD, New Delhi





Clause 6, 6A Clause applicable (6 or 6A) : Clause-6A (Computerised measurement

to be submitted by agency). Clause-7: Gross work to be done together with Rs. 1000 Lacs (for civil works) net payment / adjustment of advances Rs. 50 Lacs (for Electrical works) for material collected, if any, since the last such payment for being eligible to interim payment Clause-10A: List of testing equipments : As mentioned in Financial Bid Vol. II

(para 8.4) and for electrical work as per actual requirement

to be Provided by the contractor at site lab Clause-10B (ii): Whether clause 10B (ii) Yes shall be applicable Clause 10 C Not Applicable Clause 10 CA Applicable Also refer. ANNEXURE-1B

Materials covered under this clause

Nearest Materials (other than cement, and reinforcement bars) for which All India Wholesale Price Index to be followed :-

Base Price of all the materials covered under clause 10 CA.

Cement (Port Slag cement) ----- Rs. 6700/- per MT*

Cement (OPC) ----- Rs. 5600/- per MT*

Reinforcement Bars TMT-500 D (Primary Manufacturer)

----- Rs. 53,314/- per MT*

Clause 10CC Clause 10 CC to be applicable in contracts with stipulated period of completion exceeding the period shown in next column. (Also refer ANNEXURE -1C and IE)

18 months





Schedule of component of Other Materials, Labour & POL for price escalation (for civil works). Component of “Civil component of other construction materials” (except cement and Reinforcement steel covered under caluse 10CA) expressed as percent of total value of work. - Xm

25% of Civil works

Component of Fuel, Oil & Lubricant expressed as percent of total value of work.- Z

10% of Civil works

Component of Labour - expressed as percent of total value of work.- Y

15% of Civil works

FOR ELECTRIC WORKS :

Component of Electrical construction Materials expressed as percent of total value of electrical work - Xme

90% of Electrcial works

Component of Fuel, Oil & Lubricant expressed as percent of total value of electrical work.- Ze


Component of Labour - expressed as percent of total value of electrical work.- Ye


Clause-11:- Specifications to be followed 1. MORTH Specifications for Roads for Execution of work and Bridge Works (Fourth revision,

2001) published by IRC

2. CPWD Specification 2009 Vol I & II with upto date amendments upto the date of receipt of tender 3.CPWD General Specification for electrical work (Part-I)- internal -2005, (Part-II)-External-1994 with upto date amendments up to the date of receipt of tender.





Clause-12:- 12.2 & 12.3- Deviation limit beyond which 30% clauses 12.2 & 12.3 shall apply for Note:- bridge and road work. A. For bridge/elevated road: all work

above pile cap B. For road work all work above top of

GSB layer C. All items of foot path & kerb stones

12.5- Deviation limit beyond which clauses 100% 12.2 & 12.3 shall apply for foundation work Clause-16:- Competent Authority for deciding The Project Manager, FPC, reduced rates. F12 PWD, New Delhi Clause-18:- List of mandatory machinery, tools : As mentioned in tender Plants to be deployed by the contractor document and as per at site actual requirement . for electrical work Clause 25 :-

Constitution of Dispute Redressal Committee (DRC)

Competent Authority to appoint DRC.

A. DRC for total claims more than Rs. 25 Lacs:

1. Chairman - Chief Engineer, PWD (GNCTD), Zone M-1

2. Member - Director of Works, PWD (GNCTD)

3. Member- Project Manager, PWD (GNCTD), FPC, F-12 (Only to present the case).

Chief Engineer, PWD, GNCTD, FPZ F-1

B. DRC for total claims upto Rs. 25

Lacs: 1. Chairman - Director of Works, PWD

(GNCTD). 2. Member- Executive Engineer, PWD

(GNCTD), FPD F-121 3. Member- Executive Engineer, PWD

(GNCTD), FPD F-122

Chief Engineer, PWD, FPZ F-1





4. Member Secretary - Executive Engineer, PWD (GNCTD), FPD F-123 (for civil works) / F114 (for electrical works) only to present the case

Clause 36 (i) Requirement of Technical Representative (s) and Recovery Rates:

Sl. No.

Designation (Principal Technical/ Technical Representative)

Minimum Qualification of Technical Representative D

isc

ipli

ne

Minimum Experience In years

Nu

mb

er

Period for which required

Rate at which recovery shall be made from the contractor in the event of not fulfilling provision of clause 36(i)

1 Project Manager

Graduate Engineer

Civ

il

20 (and also having experience of atleast one work of elevated corridor structure with segmental technology)

1 From date of start

Rs. 60,000/- per month

2

Deputy Project Manager

Graduate Engineer

Civ

il

12 (and also having experience of atleast one work of elevated corridor structure with segmental technology)

2 1 No. : from date of start 1 No. : from 2 months after date of start

Rs. 40,000/- per Month per person

3 Project/Site Engineer

Graduate Engineer

or Diploma Engineer

Civ

il

5 or 10

respectively

4 2 Nos. : from date of start 2 Nos. : from 2 months after date of start

Rs. 25,000/- per month per person





Sl. No.

Designation (Principal Technical/ Technical Representative)

Minimum Qualification of Technical Representative D

isc

ipli

ne

Minimum Experience In years

Nu

mb

er

Period for which required

Rate at which recovery shall be made from the contractor in the event of not fulfilling provision of clause 36(i)

4 Quality Engineer

Graduate Engineer

Civ

il

8 2 1 No. : from date of start 1No. : from 2 months after date of start

Rs. 25,000/- per month per person

5 Surveyor Minimum Diploma Engineer

Civ

il 8 2

from date of start

Rs. 15000/- per month per person

6 Project Planning/

billing Engineer

Graduate Engineer

Civ

il

6 2 from 2 months after date of start


7 Principal Technical

Representative

Graduate Engineer

Ele

ctr

ica

l

l

5 years 1 From date of start


8 Technical Representative

Graduate Engineer/ Diploma holder

Ele

ctr

ica

ll

NIL/

5 years

1

From 12 months from date of start or earlier if directed by Engineer-in-charge

15,000/- per person per month (Rs. Fifteen thousand only)

Note: 1.The recovery shall be applied on pro-rata basis. 2. The above requirement of Technical representatives is mandatory till the work is at least 90% complete. After 90% completion of work, all the technical representatives may not be required at site and type & number of technical representatives to be deployed at site, after work is 90% complete, will be as decided by Engineer-in-Charge which will be final and binding on the contractor.





Clause-42:- (i) (a) Schedule/statement for determining theoretical quantity of cement & bitumen on

the basis of Delhi Schedule of Rates DSR-2012 Printed by CPWD/MORTH standard Data Book with correction slip issued upto the date of receipt of tender .

(ii) Variations permissible on theoretical quantities: (a) Cement 2% plus/minus.

(b) Bitumen All Works 2.5% plus side only &

nil on minus side. (c) Steel Reinforcement and structural steel

sections for each diameter, section and category 2% plus/minus (d) All other materials. Nil

RECOVERY RATES FOR QUANTITIES BEYOND PERMISSIBLE VARIATION

S.No. Description of Item Rates in figures and works at which recovery shall be made from the

contractor

Excess beyond Permissible

Variation

Less used beyond the permissible

variation

1 2 3 4

1. 2. 3. 4. 5.

To be arranged by contractor. Cement Steel reinforcement TMT bars Structural sections Bitumen Emulsion (Medium setting) Bitumen CRMB-60

NIL

Not allowed as the work is liable to be rejected.





CHAPTER 1

Amended Clauses of GCC- 2010





ANNEXURE-1B

1.1 CLAUSE 10 CA – PAYMENT DUE TO VARIATION IN PRICES OF MATERIALS

AFTER RECEIPT OF TENDER

If after submission of the tender, the price of materials specified in Schedule F increases/decreases beyond the price(s) prevailing at the time of the last stipulated date for receipt of tenders (including extensions, if any) for the work, then the amount of the contract shall accordingly be varied and provided further that any such variations shall be effected for stipulated period of Contract including the justified period extended under the provisions of Clause 5 of the Contract without any action under Clause 2. However for work done/during the justified period extended as above, it will be limited to indices prevailing at the time of stipulated date of completion or as prevailing for the period under consideration, whichever is less. The increase/decrease in prices of cement and steel reinforcement etc. shall be determined by the Price indices issued by the Director General (Works), CPWD as detailed below:- The amount of the contract shall accordingly be varied for all such materials and will be worked out as per the formula given below for individual material:- Adjustment for component of individual material

CI - CIo V = P x Q x -------------- CIo where, V = Variation in material cost i.e. increase or decrease in the amount of rupees to be

paid or recovered. P = Base Price of material as issued under authority of DG(W), CPWD or concerned

Zonal Chief Engineer as indicated in Schedule "F" valid at the time of the last stipulated date of receipt of tender including extensions, if any.

Q = Quantity of material brought at site for bonafide use in the works since previous

bill. Clo = Price index for cement and steel reinforcement bars as issued by the

DG(W), CPWD as valid on the last stipulated date of receipt of tenders including extensions, if any.





Cl = Price index for cement and steel reinforcement bars as issued under the authority of DG(W), CPWD for period under consideration.

Note : (i) In respect of the justified period extended under the provisions of

clause 5 of the contract without any action under clause 2, the index prevailing at the time of stipulated date of completion or the prevailing index of the period under consideration, whichever is less, shall be considered.

(ii) For Ordinary portland cement and slag cement, CI & CIo will be the All

India Price index for “Cement(OPC)” issued by Director General, CPWD for the period under consideration and as valid on the last stipulated date of receipt of tender including extension, if any, respectively.

(iii) For Reinforcement Bars TMT-500 D (Primary Manufacturer), CI & CIo will be the All India Price index for “Reinforcement Bars TMT-500 (Primary Manufacturer)” issued by Director General, CPWD for the period under consideration and as valid on the last stipulated date of receipt of tender including extension, if any, respectively.

Provided always that provisions of the preceding Clause 10 C shall not be applicable in respect of Materials covered in this Clause.

(iv) If during progress of work or at the time of completion of work, it is noticed that any material brought at site is in excess of requirement, then amount of escalation if paid earlier on such excess quantity of material shall be recovered on the basis of cost indices as applied at the time of payment of escalation or as prevailing at the time of effecting recovery, whichever is higher.





ANNEXURE-1C 1.2 CLAUSE 10 CC (FOR CIVIL COMPONENT) PAYMENT DUE TO INCREASE/DECREASE IN PRICES/WAGES AFTER RECEIPT OF TENDER FOR WORKS If the prices of materials (not being materials supplied or services rendered at fixed prices by the department in accordance with clause 10 and 34 thereof) and/or wages of labour required for execution of the work increase, the contractor shall be compensated for such increase as per provision detailed below and the amount of the contract shall accordingly be varied, subject to the condition that such compensation for escalation in prices and wages shall be available only for the work done during the stipulated period of the contract including the justified period extended under the provisions of Clause 5 of the contract without any action under the clause 2. However, for the work done during the justified period extended as above, the compensation as detailed below will be limited to prices/ wages prevailing at the time of stipulated date of completion or as prevailing for the period under consideration, whichever is less. No such compensation shall be payable for a work for which the stipulated period of completion is equal to or less then the time as specified in Schedule ‘F’. Such compensation for escalation in the prices of materials and labour when due, shall be worked out based on the following provisions: i) The base date for working out such escalation shall be the last stipulated date of

receipt of tender including extension, if any. ii) The cost of work on which escalation will be payable shall be reckoned as below:

(a) Gross Value of work done upto this quarter : (A) (b) Gross Value of work done upto the last quarter : (B) (c) Gross Value of work done since previous quarter (A-B) : (C) (d) Full assessed value of the secured advance fresh paid in this quarter : (D) (e) Full assessed value of the secured advance recovered in this quarter : (E) (f) Full assessed value of the secured advance for which escalation is payable in this quarter (D-E) : (F) (g) Advance payment made during this quarter : (G) (h) Advance payment recovered during this quarter : (H) (i) Advance payment for which escalation is payable in this quarter (G-H) : (I) (j) Extra items paid as per clause 12 based on prevailing market rates during this quarter : (J) Then, M = C ± F ± I - J N = 0.85 M





(k) Less cost of material supplied by the department as per Clause 10 and recovered during the quarter: (K) (l) Less cost of services rendered at fixed charges as per clause 34 and recovered during this quarter : (L)

Cost of work for which escalation is payable : W = N – (K+L)

iii) Components for materials (except cement, reinforcement bars under clause

10CA), labour, POL, etc. shall be pre-determined for every work and incorporated in the conditions of contract attached to the tender papers included in Schedule E. The decision of the Engineer-in-Charge in working out such a percentage shall be binding on the contractors.

iv) The compensation for escalation for other materials (excluding cement,

reinforcement bars, covered under clause 10CA) and POL shall be worked out as per formula given below:

(a). Adjustment for “Civil component of construction materials” (except

cement, reinforcement bars covered under clause 10CA). Vm = W x Xm x MI –MI0

100 MI0 Vm= Variation in material cost i.e. increase or decrease in the amount in

rupees to be paid or recovered.

W = Cost of work done worked out as indicated in sub para (ii) of Clause 10CC.

Xm= Component of materials (except cement, reinforcement bars,

covered under clause 10CA), expressed as per cent of the total value of work.

MI =: 10CC index for “Civil component of construction materials” issued

by Director General, CPWD for the period under consideration. (In respect of justified period extended under the provisions of

clause 5 of the contract, without any action under clause 2, the index prevailing on the last date of quarter previous to the quarter pertaining to stipulated date of completion or the index prevailing on





the last date of the quarter previous to the one under consideration, whichever is less, shall be considered).

MIo : 10CC index for “Civil component construction materials” issued by

Director General, CPWD as valid on the last stipulated date of receipt of tender including extension, if any.

(b) Adjustment for component of Fuel, Oil & Lubricant

VF = W x Z x FI –FI0

100 FI0 VF= Variation in cost of Fuel, Oil & Lubricant i.e. increase or decrease in

the amount in rupees to be paid or recovered.

W= Cost of work done worked out as indicated in sub para (ii) of Clause 10CC.

Z = Component of Fuel, Oil & Lubricant expressed as per cent of the

total of value of work.

FI = 10CC index for Fuel, Oil & Lubricant issued by Director General, CPWD for the period under consideration.

If the same is not issued, then it will be All India Wholesale Price Index for ‘Fuel & Power’ for the period under consideration as published by the Economic Advisor to Govt of India, Ministry of Industry & Commerce, New Delhi. (In respect of the justified period extended under the provisions of clause 5 of the contract without any action under clause 2, the index prevailing at the time of stipulated date of completion or the prevailing index of the period under consideration, whichever is less, shall be considered.)

FI0 = 10CC index for Fuel, Oil & Lubricant issued by Director General,

CPWD as valid on the last stipulated date of receipt of tender including extension, if any.

If the same is not issued, then it will be All India Wholesale Price Index for ‘Fuel & Power’ as published by the Economic Advisor to Govt of India, Ministry of Industry & Commerce valid on the last stipulated date of receipt of tender including extension, if any.





v) The following principles shall be followed while working out the Indices mentioned in para (iv) above.

a) The compensation for escalation shall be worked out at quarterly intervals

and shall be with respect to the cost of work done as per bills paid during the three calendar months of the said quarter. The first such payment shall be made at the end of three months after the month (excluding) in which the tender was accepted and thereafter at three month’s interval. At the time of completion of the work, the last period for payment might become less than 3 months, depending on the actual date of completion.

b) The index (MI, FI etc.) relevant to any quarter/period for which such

compensation is paid shall be the arithmetical average of the indices relevant to the three calendar months. If the period upto date of completion after the quarter covered by the last such instalment of payment, is less than three months, the index MI, and FI shall be the average of the indices for the months falling within that period.

vi) The compensation for escalation for labour shall be worked out as per the

formula given below:-

VL = W x Y x LI –LI0 100 LI0

VL : Variation in labour cost i.e. amount of increase or decrease in

rupees to be paid or recovered. W : Value of work done, worked out as indicated in sub-para (ii) above. Y : Component of labour expressed as a percentage of the total value

of the work. LI : Minimum wage in rupees of an unskilled adult male mazdoor, fixed

under any law, statutory rule or order as applicable on the last date of the quarter previous to the one under consideration.

(In respect of justified period extended under the provisions of

clause 5 of the contract, without any action under clause 2, the index prevailing on the last date of quarter previous to the quarter pertaining to stipulated date of completion or the index prevailing on the last date of the quarter previous to the one under consideration, whichever is less, shall be considered).





LIo : Minimum daily wage in rupees of an unskilled adult male mazdoor fixed under any law, statutory rule or order as on the last stipulated date of receipt of tender including extension, if any.

vii) The following principles will be followed while working out the compensation as

per sub para (vi) above.

a) The minimum wage of an unskilled male mazdoor mentioned in sub para (vi) above shall be the higher of the wage notified by Government of India, Ministry of Labour and that notified by the local administration both relevant to the place of work and the period of reckoning.

b) The escalation for labour also shall be paid at the same quarterly

intervals when escalation due to increase in cost of materials and POL is paid under this clause. If such revision of minimum wages takes place during any such quarterly intervals, the escalation compensation shall be payable at revised rates only for work done in subsequent quarters.

c) Irrespective of variations in minimum wages of any category of labour

for the purpose of this clause, the variation in the rates for an unskilled adult male mazdoor alone shall form the basis for working out the escalation compensation payable on the labour component.

viii) In the event the price of materials and/or wages of labour required for execution

of the work decreases, there shall be a downward adjustment of the cost of work so that such price of materials and/or wages of labour shall be deductible from the cost of work under this contract and in this regard the formula herein before stated under this clause 10(CC) shall mutatis mutandis apply, provided that:

(a) No such adjustment for the decrease in the price of materials and/or

wages of labour aforementioned would be made in case of contracts in which the stipulated period of completion of the work is equal to or less than the time as specified in Schedule-F.

(b) The Engineer-in-charge shall otherwise be entitled to lay down the

procedure by which the provision of this sub-clause shall be implemented from time to time and the decision of the Engineer-in-charge in this behalf shall be final and binding on the contractor.





ANNEXURE-1E 1.3 CLAUSE 10 CC (FOR ELECTRICAL COMPONENT) PAYMENT DUE TO INCREASE/DECREASE IN PRICES/WAGES AFTER RECEIPT OF TENDER FOR WORKS If the prices of materials (not being materials supplied or services rendered at fixed prices by the department in accordance with clause 10 and 34 thereof) and/or wages of labour required for execution of the work increase, the contractor shall be compensated for such increase as per provision detailed below and the amount of the contract shall accordingly be varied, subject to the condition that such compensation for escalation in prices and wages shall be available only for the work done during the stipulated period of the contract including the justified period extended under the provisions of Clause 5 of the contract without any action under the clause 2. However, for the work done during the justified period extended as above, the compensation as detailed below will be limited to prices/ wages prevailing at the time of stipulated date of completion or as prevailing for the period under consideration, whichever is less. No such compensation shall be payable for a work for which the stipulated period of completion is equal to or less then the time as specified in Schedule –F. Such compensation for escalation in the prices of materials and labour when due, shall be worked out based on the following provisions: i) The base date for working out such escalation shall be the last stipulated date of

receipt of tender including extension, if any. i) The cost of electrical work on which escalation will be payable shall be reckoned

as below :

(a) Gross Value of work done upto this quarter : (A) (b) Gross Value of work done upto the last quarter : (B) (c) Gross Value of work done since previous quarter (A-B) : (C) (d) Full assessed value of the secured advance fresh paid in this quarter : (D) (e) Full assessed value of the secured advance recovered in this quarter : (E) (f) Full assessed value of the secured advance for which escalation is payable in this quarter (D-E) : (F) (g) Advance payment made during this quarter : (G) (h) Advance payment recovered during this quarter : (H) (i) Advance payment for which escalation is payable in this quarter (G-H) : (I) (j) Extra items paid as per clause 12 based on prevailing market rates





during this quarter : (J) Then, M = C ± F ± I - J N = 0.85 M (k) Less cost of material supplied by the department as per Clause 10 and recovered during the quarter: (K) (l) Less cost of services rendered at fixed charges as per clause 34 and recovered during this quarter : (L)

Cost of work for which escalation is payable : W = N – (K+L)

iii) Components of materials and labour etc shall be pre-determined for every work

and incorporated in the conditions of contract attached to the tender papers included in Schedule E. The decision of the Engineer-in-Charge in working out such a percentage shall be binding on the contractors.

iv) The compensation for escalation for materials shall be worked out as per formula

given below:

(a). Adjustment for “Electrical component of construction materials”

Vm = W x Xme x MI –MI0

100 MI0 Vm= Variation in “Electrical component of construction materials” cost

i.e. increase or decrease in the amount in rupees to be paid or recovered.

W = Cost of work done worked out as indicated in sub para (ii) of Clause

10CC.

Xme= Component of “Electrical component of construction materials” expressed as per cent of the total value of work.

MI =: 10CC index for “Civil component of construction materials” issued

by Director General, CPWD for the period under consideration. (In respect of justified period extended under the provisions of

clause 5 of the contract, without any action under clause 2, the index prevailing on the last date of quarter previous to the quarter pertaining to stipulated date of completion or the index prevailing on





the last date of the quarter previous to the one under consideration, which ever is less, shall be considered).

MIo : 10CC index for “Civil component construction materials” issued by

Director General, CPWD as valid on the last stipulated date of receipt of tender including extension, if any.

(b). Adjustment for component of Fuel, Oil & Lubricant

VF = W x Ze x FI –FI0

100 FI0 VF= Variation in cost of Fuel, Oil & Lubricant i.e. increase or decrease in

the amount in rupees to be paid or recovered.

W= Cost of work done worked out as indicated in sub para (ii) of Clause 10CC.

Ze = Component of Fuel, Oil & Lubricant expressed as per cent of the

total of value of work.

FI = 10CC index for Fuel, Oil & Lubricant issued by Director General, CPWD for the period under consideration.

If the same is not issued, then it will be All India Wholesale Price Index for ‘Fuel & Power’ for the period under consideration as published by the Economic Advisor to Govt of India, Ministry of Industry & Commerce, New Delhi. (In respect of the justified period extended under the provisions of clause 5 of the contract without any action under clause 2, the index prevailing at the time of stipulated date of completion or the prevailing index of the period under consideration, whichever is less, shall be considered.)

FI0= 10CC index for Fuel, Oil & Lubricant issued by Director General,

CPWD as valid on the last stipulated date of receipt of tender including extension, if any.

If the same is not issued, then it will be All India Wholesale Price Index for ‘Fuel & Power’ as published by the Economic Advisor to Govt of India, Ministry of Industry & Commerce valid on the last stipulated date of receipt of tender including extension, if any.





v) The following principles shall be followed while working out the Indices mentioned in para (iv) above.

a) The compensation for escalation shall be worked out at quarterly

intervals and shall be with respect to the cost of work done as per bills paid during the three calendar months of the said quarter. The first such payment shall be made at the end of three months after the month (excluding) in which the tender was accepted and thereafter at three month’s interval. At the time of completion of the work, the last period for payment might become less than 3 months, depending on the actual date of completion.

b) The index ( MI, FI etc.) relevant to any quarter/period for which such

compensation is paid shall be the arithmetical average of the indices relevant to the three calendar months. If the period upto date of completion after the quarter covered by the last such instalment of payment, is less than three months, the index MI, and FI shall be the average of the indices for the months falling within that period.

vi) The compensation for escalation for labour shall be worked out as per the

formula given below:-

VL = W x Ye x LI –LI0 100 LI0

VL : Variation in labour cost i.e. amount of increase or decrease in

rupees to be paid or recovered. W : Value of work done, worked out as indicated in sub-para (ii) above. Ye : Component of labour expressed as a percentage of the total value

of the work. LI : Minimum wage in rupees of an unskilled adult male mazdoor, fixed

under any law, statutory rule or order as applicable on the last date of the quarter previous to the one under consideration.

(In respect of justified period extended under the provisions of

clause 5 of the contract, without any action under clause 2, the index prevailing on the last date of quarter previous to the quarter pertaining to stipulated date of completion or the index prevailing on the last date of the quarter previous to the one under consideration, whichever is less, shall be considered).





LIo : Minimum daily wage in rupees of an unskilled adult male mazdoor

fixed under any law, statutory rule or order as on the last stipulated date of receipt of tender including extension, if any.

vii) The following principles will be followed while working out the compensation as

per sub para (vi) above.

a) The minimum wage of an unskilled male mazdoor mentioned in sub para (vi) above shall be the higher of the wage notified by Government of India, Ministry of Labour and that notified by the local administration both relevant to the place of work and the period of reckoning.

b) The escalation for labour also shall be paid at the same quarterly

intervals when escalation due to increase in cost of cement, steel, materials, POL and Plants & Equipments is paid under this clause. If such revision of minimum wages takes place during any such quarterly intervals, the escalation compensation shall be payable at revised rates only for work done in subsequent quarters.

c) Irrespective of variations in minimum wages of any category of labour

for the purpose of this clause, the variation in the rates for an unskilled adult male mazdoor alone shall form the basis for working out the escalation compensation payable on the labour component.

viii) In the event the price of materials and/or wages of labour required for execution

of the work decreases, there shall be a downward adjustment of the cost of work so that such price of materials and/or wages of labour shall be deductible from the cost of work under this contract and in this regard the formula herein before stated under this clause 10(CC) shall mutatis mutandis apply, provided that:

(a) No such adjustment for the decrease in the price of materials and/or

wages of labour aforementioned would be made in case of contracts in which the stipulated period of completion of the work is equal to or less than the time as specified in Schedule-F.

(b) The Engineer-in-charge shall otherwise be entitled to lay down the

procedure by which the provision of this sub-clause shall be implemented from time to time and the decision of the Engineer-in-charge in this behalf shall be final and binding on the contractor.





ANNEXURE-1F

CONDITIONS OF CONTRACT

PARA 8.1

In case of discrepancy between the nomenclature of items, specifications, and /or the drawings or in case no specifications are specified (Refer clause 28 of the General Conditions of the Contract) the following order of preference shall be observed:

i) Nomenclature of items including the scope of work as given in Schedule of Quantities of this tender.

ii) Material specification, Particular Specifications, Special Conditions and other provisions of this tender.

iii) Drawings.

iv) MORTH specifications for Road & Bridge works (Fourth revision), 2001 published by IRC with latest amendments issued up to the last day of receipt of tender.

v) IRC codes including special publication and other publications of IRC (with all latest amendments issued upto the last day of receipt of tender.

vi) CPWD Specifications (latest edition) with upto date correction slips issued upto the last day of receipt of tender.

vii) BIS Codes with latest revisions issued upto the last day of receipt of tender.

viii) International standards and accepted international practices as approved by Engineer-in-Charge

ix) Sound Engineering Practice as per directions of the Engineer-in-Charge.

Where ever reference of any IRC/BIS or any other standard code is there in the tender document, it will be with all latest amendments issued up to the date of receipt of tender.

If there are varying or conflicting provisions made in any one document forming part of the contract, the Accepting Authority shall be the deciding authority with regard to the intention/interpretation of the document and his decision shall be final and binding on the contractor.





ANNEXURE-2

DETAILS OF PHYSICAL MILES STONES

S. No.

Description of Milestone (Physical ) Time Allowed in months

(from date of start)

Amount to be with held in case of non achievement of mile stone

1. 200 piles, 20 pile caps, 10 piers, casting of 50 segments

5 months In the event of not achieving the necessary progress as assessed from the running payment, 1% of the tendered value of work will be withheld for failure of each mile stone.

2. 600 piles, 100 pile caps, 60 piers, casting of 300 segments, segments of 50 spans erection completion, 30 spans crash barrier & 25% RE wall panel casting

10 months

3. complete piling & 200 pile caps, 180 piers, casting of 600 segments, 140 spans erection completion , crash barrier for 125 spans, 50% RE wall construction.

15 months

4. All pile caps, piers complete, segment casting complete, segments erection complete, crash barrier for 80% of spans, 75% RE wall construction.

20 months

5. All complete including electrical fixtures etc.

24 months





CHAPTER 2

ADDITIONAL CONDITIONS





CHAPTER-2

ADDITIONAL CONDITIONS

2.1 A tenderer shall be deemed to have full knowledge of the site whether he inspects it or not and no extra charges consequent on any misunderstanding or otherwise shall be allowed. It shall be deemed that the contractor has satisfied himself as to the nature and location of the work, general and local conditions and particularly those pertaining to probable location of batching plant/casting yard, contractor’s offices site, transport, handling and storage of materials, availability of labour, weather conditions at site and general ground / sub soil conditions and the contractor has to estimate his cost accordingly.

2.2 The contractor(s) shall get himself acquainted with nature and extent of the work

and satisfy himself about the availability of materials from kiln or approved quarries for collection and conveyance of materials required for construction.

2.3 The tenderer shall see the approaches to the site. In case any approach from

main road is required at site or existing approach is to be improved and maintained for cartage of materials by the contractor, the same shall be provided, improved and maintained by the contractor at his own cost. No payment shall be made on this account.

2.4 On account of Security consideration, there would be some restrictions on the

working hours, movement of vehicles for transportation of material and location of labour camp. The contractor shall be bound to follow all such restrictions and adjust the programme for execution of work

2.5 The contractor shall also be required to follow the rules & restrictions imposed on working /movement/stacking of materials by the local competent authority at all times. Nothing extra shall be payable on this account.

2.6 Contractor shall take all precautionary measures to avoid any damage to

adjoining property. All necessary arrangement shall be made at his own cost. Any damage caused by the contractor to the contractor to the existing building/ installations /roads/ boundary walls shall be made good by him (the contractor) at his own cost.

2.7 The contractor shall make his own arrangement of water for completion of work and nothing will be paid on this account. The contractor shall get the water tested with regard to its suitability and conforming to the relevant IS Code. The contractor shall obtain written approval from the Engineer-in-Charge before he proceeds by using the same for execution of work. The contractor shall arrange





Municipal water at his own cost or if he intends to use tube well water, he will have to install a RO plant to treat the water, if required,as the tube well is not, in general, suitable for construction and nothing extra shall be paid to the contractor on this account. Water charges shall not be recovered in case arrangement of water is made at his own by the contractor.

2.8 For taking the permission to execute the work, if any required from any

Government Department like Delhi Traffic Police, DJB etc. the contractor will associate themselves with the department.

2.9 The contractor shall make his own arrangement for obtaining electric connection

(s) if required, and make necessary payment directly to the department concerned. The department will however make all reasonable recommendations to the authority concerned in this regard

2.10 Unless otherwise specified in the schedule of quantities, the rates tendered by

the contractor shall be all inclusive and shall apply to all lifts & all heights, leads and depths and nothing extra shall be payable on this account.

2.11 Unless otherwise specified in the schedule of quantities, the rates for all items,

shall be considered as inclusive of pumping / bailing out water, wherever necessary for which no extra payment shall be made The area shall be kept dry when the work is in progress even below water table. Nothing extra shall be paid for removal of slush / sludge due to sub-soil condition, rains, spring etc.

2.12 Rates for the items are inclusive of all labour, materials, T&P , incidental

charges, octrai, taxes, contractors profit and overheads etc. unless, otherwise, specified. The contractors shall quote the rates accordingly.

2.13 The contractor shall bear all incidental charges for cartage, storage and safe

custody of materials brought to site. The contractor shall be fully responsible for the safe custody of materials brought by him issued to him even though the some materials are under double lock key system

2.14 The work shall be executed and measured as per metric dimensions given in the schedule of quantities, drawings etc. (FPS units wherever indicated are for guidelines only).

2.15 The work should be planned in a systematic and coordinated manner with other agencies working at site. The work shall be carried out in such a manner so as not to interfere and disturb other works being executed by other agencies, if any. Nothing extra shall be paid on this account .Any damage done by the contractor





to any existing work or work being executed by other agencies shall be made good by him at his own cost

2.16 The Contractor or his authorized representative should always be available at

the site of work to take instructions from departmental officers, and ensure proper execution of work. No work should be done in the absence of such authorized representative.

2.17 The contractor shall maintain in good condition, all works executed till the

completion of entire work allotted to the contractor. 2.18 Licenses

2.18.1 The contractor shall pay to the municipal, police or other authorities all the fees

etc. if required for execution of work, obtain requisite licenses for temporary constructions, enclosures, and pay all fees, taxes and charges which shall be leviable on account of their observations in executions of the contract. No extra claim will be entertained on this account. However, department shall provide necessary assistance by way of forwarding the applications of the contractor.

2.18.2 All license fees, royalty charges shall be paid by the contractor direct to the

authorities concerned. No extra claim will be entertained on this account. 2.19 The contractor shall be required to comply with the provisions of Delhi labour

welfare fund notified by the Delhi Govt. on 13.07.04 as per which if the contractor employs directly or through other persons, five or more than five persons on any working day during the preceding 12 months, owes a statutory obligation to deposit:-

1. Fines realized from employees. 2. Unpaid accumulations. 3. Contribution of employees @75 paisa per employee, per six months. 4. Contribution of employer Rs.2.25 per employee, per six months.

As per the provision of the above said Act. All employees are covered, except managerial and supervisory staff drawing as wages Rs.2,500/- per month or more, engaged in different establishments and if any employ fails to deposit the amount payable under the provisions of the said Act, penal interest would be charged @1% P.M. for first three months and thereafter penal interest would be charged @1.5% P.M. and the arrears are recoverable as arrears of “Land Revenue”.





2.20 The contractor shall indemnify the Govt. against any claims or obligations arising out of any damage to adjacent property, structure or to building work done by him.

2.21 PLANTS AND EQUIPMENTS

2.21.1 The contractor shall, at his own cost and risk, provide and operate all the required equipment, T & P and machinery as required at site.

2.21.2 The contractor has to arrange a minimum number of following major plants and

equipment in good working condition required for execution of work at appropriate time. The penalties for non mobilisation shall be applicable as per relevant clause in special conditions of contract and as mentioned under clause 2.23 given below .

S.No Equipment Capacity (Minimum)

Numbers (Minimum)

1 Fully automatic computerised concrete batching and mixing plant as per the specifications with print outs for admixture, concrete batching and other items

30cum/hour

2

2 Transit mixers 6 cum 8

3 Concrete pumps (One stationary and one boom placer)

30 cum/hour 3

4 Vibratory Rollers (Front drum) 8-10 tonnes 2

5 Integrated Piling rig (Hydraulic operated rotary type for bored cast-in-situ piles)

3

6 Tippers & dumpers 8

7 Poclain (excavator) 60cum/hr 2

8 Dozer 160hp 2

9 JCB 2

10 Cranes 60 ton 1

11 Cranes 40 ton 1

12 Crane 20 ton 1

13 Crane 10 ton 1

14 Motor grader 1

15 Water tanker with sprinkler 5000 lts 1

16 Bar bending and bar cutting machine 4

17 Launching girder for erection of precast segments for atleast 2 spans

2





2.21.3 The above list of plants and equipment is not exhaustive and the actual requirement may be more. The contractor shall also submit the list of other plants and equipment (indicating the number and capacity) such as Trucks, Compressors, Generators, Water Pumps, and gas cutters etc. proposed to be used during the execution of the work. If the contractor wishes to use lesser number of equipments, he should justify it by giving detailed programme to complete the work within the stipulated time. However this shall not relieve the contractor of his responsibilities to complete the work within the stipulated time.

2.21.4 All constructional tools, plants and machineries provided by the contractor shall when brought on to the site, be deemed to be exclusively intended for the construction and completion of the works and the contractor shall not remove the same or any part thereof from the construction site, without the consent in writing of the Engineer-in-charge. All T&P and machinery including formwork mobilized by the contractor for execution of this work shall remain his property and shall be demobilized and taken away from the site after completion of said work. All machinery and equipments brought for the work shall be in good working condition.

2.22 Activity Wise Slippage And Levy of Compensation

2.22.1 Without prejudice to any other conditions and table of milestones, in order to

achieve timely completion of the project without slippage over various activities, following compensation as given in table below for various items/miles stones shall be levied. All these compensations are independently and simultaneously leviable and not refundable. However, total of the compensation levied under clause 2 of the agreement and compensation levied under sl. No. (i) to (viii) given below shall be subjected to a maximum as specified in clause 2 of General Condition of Contract 2010. The decision of Engineer-in-Charge in this regard shall be final and binding. The amount shall be deducted from contractor running bills.

TABLE FOR LEVY OF COMPENSATION

Name of activity Target for completing activity

Levy of Compensation in case of failure (Rs.)

i) Lab establishment as per Annexure-D of tender

Within 90 days from date of start

Rs 2000/- per day after 90 days

ii) Mobilization of Barricading material (of size and





specification as per drawing)

a) First 1000 m b) Another 1000m c) Additional quantity

beyond 2000m as directed by Engineer-in-Charge.

d) Cleaning/repainting/

proper maintaining of Barricading boards, as mentioned above and as directed by Engineer-in-Charge.

Within 30 days from date of start Within 60 days from date of start Within time limit as directed by Engineer-in-Charge. The due date as intimated by the Engineer-in-Charge.

Rs. 500/- per meter per week after due date with maximum amount limited to Rs. 4,000/- per meter. Rs. 50 per meter per week upto maximum of Rs. 400/- per meter after the due date.

ii) T&P (at least one equipment)

a) Piling rig b) Bar bending and

cutting machine c) One Launching girder

for erection of precast segments

within 45 days Within 30 days Within 150 days all from the date of start

Rs. 1500/- per day after 45 days Rs. 2000/- per day after 30 days Rs. 10000/- per day after 150 days

(iii) Batching plants and concrete pump by contractor (at least one equipment)



iv) Establishment of Match casting yard for casting of pre cast segments of elevated corridor


Rs 10,000/- per day after 90 days

v) Testing and approval of materials

a) Cement,

Within 15 days

Rs 5000/- per day after





aggregates, admixture etc.

15 days

vi) Mobilisation of shuttering as per specifications a. Shuttering for

piers with all accessories (5 separate sets for 5 piers)

b. Superstructure i. For precast

segments ii. For crash

barrier iii. For facia panel

of RE wall

within 45 days within 90 days within 180 days within 90 days all from date of start

Rs 5000/- per day per set of pier after 45 days Rs 5000/- per day after 90 days Rs 3000/- per day after 180 days Rs 3000/- per day after 90 days

vii) Mock ups for approval as per specifications

a) For piers

b) Precast segments

c) Facia panel for RE wall

d) Precast panel of crash barrier

Within 60 days Within 100 days Within 180 days Within 180 days All from date of start


Rs 5000/- per day after 100 days Rs 2000/- per day after 120 days Rs 2000/- per day after 120 days

viii) Safety equipments,


Rs 200/- per day per person for violations after 30 days for Personal Protection Equipments (PPE) like Helmets, Safety Belts, Boots etc. as mentioned in Cl. 3.30a

ix) Submission of Monthly progress report and as built drawing etc.





a) Monthly progress report by 7th of next month

b) As built drawings after completion of project

c) Complete video film and compiled photographs depicting complete progress of work from start to completion after completion of project.

By 7th of next month Within one month of completion of project. Within one month of completion of project

Rs. 1500/- per day after 7 days of next month with maximum amount limited to Rs. 45,000/- for single default. Rs. 1500/- per day after one month of completion of project with maximum amount limited to Rs. 10,00,000/-. Rs. 1000/- per day after one month of completion of project with maximum amount limited to Rs. 2,00,000/-.

ix) Cleaning of road and traffic management and non compliance of provisions of clause 3.42.14

Rs.10,000/- per single violation compounded to a maximum of Rs.100000/- at any single instance.

x) Non compliance of safety provisions related to launching of precast segments as per provisions of clause 3.40

Rs.10000/- for first violation and Rs.20,000/- for subsequent violations





CHAPTER 3

SPECIAL CONDITIONS OF CONTRACT





CHAPTER 3

SPECIAL CONDITIONS OF CONTRACT

3.1 AMENDMENT OF TENDER DOCUMENTS.

At any time prior to the deadline for submission of Tender, PWD may, for any reason, whether at his own initiative or in response to a clarification requested by a prospective Tenderers modify the Tender Document by issuing Corrigendum. Corrigendum, if any, will be sent in writing to all Tenderers who have received the Tender Document, and will form part of the Tender Documents. In order to afford Tenderers reasonable time to take Corrigendum into account in preparation of their Tenders, PWD may at its discretion, extend the deadline for submission of Tenders.

3.2 VALIDITY OF TENDER

Tenders shall remain valid and open for acceptance for a period of 90 days after the date of opening of Financial Bid. However, in exceptional circumstances, prior to expiry of the original Tender validity period, PWD may request the Tenderers for a specified extension in the period of validity. The request and the responses there to shall be made in writing. A Tenderer may refuse the request without forfeiting his Earnest Money. A Tenderer agreeing to the request will be required to extend the validity of his Earnest Money correspondingly. The provisions regarding discharge and forfeiture of Earnest Money shall continue to apply during the extended period of Tender validity.

3.3 LANGUAGE

The documents prepared by the Tenderer, and all correspondence and documents relating to the Tender exchanged by the Tenderer and the Engineer-in-charge shall be written in the English language only. Supporting documents and printed literature furnished by the Tenderer may be in another language provided they are accompanied by an appropriate translation in English. For the purpose of interpretation of the Tender, the English language shall prevail.

3.4 DISCREPANCY BETWEEN THE NOMENCLATURE OF ITEMS, SPECIFICATIONS, AND /OR THE DRAWINGS

In case of discrepancy between the nomenclature of items, specifications, and /or the drawings or in case no specifications are specified (Refer clause 28 of the General Conditions of the Contract) the following order of preference shall be observed:





x) Nomenclature of items including the scope of work as given in Schedule of Quantities of this tender.

xi) Material specification, Particular Specifications, Special Conditions and other provisions of this tender.

xii) Drawings.

xiii) MORTH specifications for Road & Bridge works (Fourth revision), 2001 published by IRC with latest amendments issued up to the last day of receipt of tender.

xiv) IRC codes including special publication and other publications of IRC (with all latest amendments issued upto the last day of receipt of tender.

xv) CPWD Specifications (latest edition) with upto date correction slips issued upto the last day of receipt of tender.

xvi) BIS Codes with latest revisions issued upto the last day of receipt of tender.

xvii) International standards and accepted international practices as approved by Engineer-in-Charge

xviii) Sound Engineering Practice as per directions of the Engineer-in-Charge.

Where ever reference of any IRC/BIS or any other standard code is there in the tender document, it will be with all latest amendments issued up to the date of receipt of tender.

If there are varying or conflicting provisions made in any one document forming part of the contract, the Accepting Authority shall be the deciding authority with regard to the intention/interpretation of the document and his decision shall be final and binding on the contractor.

3.5 DEVIATION FROM THE DRAWINGS, SPECIFICATIONS, STIPULATION, CONDITIONS

The contractor is not to vary or deviate from the drawings, specifications, stipulation, conditions of tender document or instructions to execute any work of any kind whatsoever unless so authorised by the Engineer-in-Charge in writing. For any extra work involved in consequence of some breach of this contract on the part of the contractor(s), no extra payment will be admissible to the contractor.





3.6 ENVIRONMENTAL IMPACT

The contractor shall take all precautions for safeguarding the environment during the course of the construction of the works. He shall abide all laws, rules and regulations in force governing pollution and environmental protection.

The contractor shall carry out the works in such a manner that the soil erosion is fully controlled, and sedimentation and pollution of natural water courses, ponds, tanks and reservoirs are avoided.

Bituminous hot mix plants shall be located sufficiently away from habitation, agriculture operation or industrial establishments. The contractor shall take every precaution to reduce the levels of noise, vibrations, dust and emissions from his plant, machineries and equipments. The contractor shall be fully responsible for any claims for damages caused to the owners of property, fields, residences in the vicinity and for any fine imposed by the Govt. for violation of prevailing laws.

The contractor shall not use or generate any materials in the works which are hazardous to the health of persons, animals or vegetation. Where it is necessary to use some substances which can cause injury to the health of workers, the Contractor shall provide protective clothing or appliances to his workers.

The Contractor must take all reasonable steps to minimise dust nuisance during the construction of the works.

All existing highways and roads used by vehicle of the Contractor or any of his sub-contractors or suppliers of materials or plant, and similarly any new roads which are part of the works and which are being used by traffic, shall be kept clean and clear of all dust/mud or other extraneous materials dropped by the said vehicles or their tyres. Similarly, all dust/mud or other extraneous materials from the works spreading on these highways and roads shall be immediately cleared by the Contractor.

Clearance shall be affected immediately by manual/mechanical sweeping and removal of debris and all dust, mud etc. shall be removed entirely from the road surface. Additionally, if so directed by the Engineer-in-charge the road surface shall be hosed or watered using suitable equipment.

Any structural damage caused to the existing roads by the Contractor’s construction equipment shall be made good without any extra cost.

Compliance with the foregoing provisions will not relieve the Contractor of any responsibility for complying with the requirements of any statutory Authority. The cost for the above mentioned provisions are deemed to be included in quoted amount and no separate payment shall be made on this account.





3.7 SECURITY

The Contractor shall be responsible for the security of the Sites for the whole time it is in his possession. The Contractor shall set up and operate a system whereby only those persons entitled to be on the Sites can gain access. To this end, the Contractor shall provide specific points at which entry can be effected, and shall provide barriers at such points of entry and maintain at such barriers a 24 hours security guard, and such other security person and patrols elsewhere as may be necessary to maintain security. No separate payment shall be made on this account as the same is deemed to be included in the quoted rate of the contractor.

3.8 SETTING OUT OF THE WORKS

The Contractor shall establish working Bench Marks tied with the Reference Bench Mark in the area soon after taking possession of the site. The Reference Bench Mark for the area shall be obtained by the Contractor from the Engineer-in-charge. The working Bench Marks shall be at the rate of four per km and also at or near all important structures like over-bridges and underpasses. The working Bench Marks/levels should be got approved from the Engineer-in-charge. Checks must be made on these Bench Marks once every month and adjustments, if any, got agreed with the Engineer-in-charge and recorded. An up-to-date record of all Bench Marks including approved adjustments, if any, shall be maintained by the Contractor and also a copy supplied to the Engineer-in-charge for his record.

In order to facilitate the setting out of the works the centre line of the structure like embankment, roads, flyover loops and ramps etc. must be accurately established by the Contractor and approved by the Engineer-in-charge. It must then be accurately referenced in a manner satisfactory to the Engineer-in-charge, every 50m intervals in plain and rolling terrains and 20m intervals in hilly terrain and in all curve points as directed by the Engineer-in-charge, with marker pegs and chainage boards set in or near the fence line, and a schedule of reference dimensions shall be prepared and supplied by the Contractor to the Engineer-in-charge. These markers shall be maintained until the works reach finished formation level and are accepted by the Engineer-in-charge.

On construction reaching the formation level stage, the centre line shall again be set out by the Contractor and when approved by the Engineer-in-charge, shall be accurately referenced in a manner satisfactory to the Engineer-in-charge by marker pegs set at the outer limits of the formation.

No reference peg or marker shall be moved or withdrawn without the approval of the Engineer-in-charge and no earthwork or structural work shall be commenced until the centre line has been referenced.





The Contractor shall be the sole responsible party for safeguarding all monuments, bench marks, beacons, etc. The Engineer-in-charge will provide the Contractor with data necessary for setting out of centre line. All dimensions and levels shown on the drawings or mentioned in documents forming part of or issued under the Contract shall be verified by the Contractor on the site and he shall immediately inform the Engineer-in-charge of any apparent errors or discrepancy in such dimensions or levels. The contractor shall in connection with the setting out of the center line, survey the terrain along the road and shall submit to the Engineer in Charge for his approval, a profile along the centre line and cross-sections at intervals as required by the Engineer-in-charge.

After obtaining approval of the Engineer-in-charge, work on earthwork can commence and the profile and cross-sections shall form the basis for measurements and payment. The Contractor shall be responsible for ensuring that all the basic traverse points are in place at the commencement of the contract and if any are missing, or appear to have been disturbed, the Contractor shall make arrangements to re-establish these points. A “Survey File” containing the necessary data will be made available for this purpose. If in the opinion of the Engineer-in-charge, design modifications of the centre line or grade are advisable, the Engineer-in-charge will issue detailed instructions to the Contractor and the Contractor shall perform the modifications in the field, as required, and modify the ground levels on the cross-sections accordingly as many times as required. There will be no separate payment for any survey work performed by the Contractor. The cost of these services shall be considered as being included in the cost of the items of work in the Bill of Quantities.

The work of setting out shall be deemed to be a part of general works preparatory to the execution of work and no separate payment shall be made for the same.

Precision automatic levels, having a standard deviation of + 2 mm per km, and fitted with micrometer attachment shall be used for all double run levelling work. Setting out of road alignment and measurement of angles shall be done by using theodolite with traversing target, having an accuracy of one second. Measurement of distances shall be done by using theodolite with traversing target, having an accuracy of one second. Measurement of distances shall be done preferably using precision instruments like Distomat.

The contractor will make overall layout of the entire grade separator / flyover along with verification of existing ground levels as mentioned in general arrangement drawings and get them checked from Engineer-in-charge for the feasibility of same at site. In case of any infringement or any problems in layout and level, the same shall be brought to the notice of the Engineer-in-charge for rectification of the same. The cost of all operations of setting out including construction of bench marks is deemed to be included in the quoted rates. The





work shall be done and to be got approved by Engineer in charge prior to starting any construction activity on site.

3.9 TEMPORARY WORKS

The Contractor shall ensure that all Temporary Works are properly designed and that the safety of persons and works has been properly considered. Also that the effect of the Temporary Works on the Permanent Works has been evaluated. Temporary Works shall not influence the ground conditions in a way that could be harmful to the permanent construction. The design, approval of design, construction/ erection, dismantling of temporary works after completion and clearance of site are deemed to be included in the quoted amount and nothing extra shall be paid on this account.

3.10 PROTECTION OF WORK

All finished Works shall be protected from damage that could arise from other construction activities. Work shall be planned and executed in such a manner that work completed by other agencies is not damaged. The compliance of these provision are deemed to be included in the quoted amount and nothing extra shall be paid on this account.

The contractor shall maintain in good condition all work till the completion of entire work allotted to him. Engineer-in-Charge shall not be held responsible for any claims for injuries to persons/workmen or for structural damage to property happening from any neglect, default, want of proper care or misconduct on the part of the contractor or of any other of his authorised representatives in his em-ployment during the execution of the work. The compensation, if any, shall be paid directly to the department/authority/persons concerned, by the contractor at his own cost.

3.11 DAMAGE AND INTERFERENCE

Work shall be Carried out in such a manner that there will be no damage to or interference with:

• bench marks, beacons etc.

• water courses or drainage systems

• utility services and equipment;

• structures, roads, street furniture, other public and private properties

• public or private vehicular or pedestrian access





• trees and other vegetation

other than to the extent that it is necessary to construct the Works and that too only with the approval of the appropriate authority and/or the PWD.

Items, which are damaged or interfered with as a result of the Works and items which are removed to enable the Works to be carried out, shall be reinstated to the satisfaction of the authorities and/or Client and to at least the same condition as that existed before the Works started. The compliance of these provision are deemed to be included in the quoted amount and nothing extra shall be paid on this account.

3.12 WORKSHOP DRAWINGS

The Contractor shall be required to submit and get approved from the Engineer-in-Charge, the shop drawings for all steel work i/c staging e/ shuttering etc. under the supervision of an experienced professional Engineer at least one week in advance of their use so that necessary amendments, if required, can be done in time.. All workshop drawings have to be sent to Engineer-in-charge and his consultant for approval.

The cost of preparation of workshop drawings, its modifications / revisions, submittals etc. are deemed to be included in the quoted amount and nothing extra shall be payable on this account.

3.13 PROJECT PLANNING AND MANAGEMENT

The contractor shall be responsible for making a detailed construction programme in PRIMAVERA for all the activities within a month after award of the work. Primavera Enterprise (latest version) for project planning, monitoring and updating shall be used for all the programmes during the period of the contract. Scheduling software i.e. latest version of Primavera Enterprise and instruction manual (with licences in favour of Executive Engineer, F-123, PWD) shall be provided by the contractor to the department to ensure direct file interchange. The Contractor shall also provide one computer, one A3 size printer and one full time computer operator (having the knowledge of Auto Cad) till six months after completion of work. The computer system along with the scheduling software shall be retained by the department and the quoted rates are deemed to be inclusive of this cost. No additional payment shall be made to the Contractor on this account.

On the basis of project scheduling, the contractor shall also indicate month wise requirements of materials to be procured by him under the terms and conditions of the contract. The contractor shall suitably update, the above mentioned detailed programme month wise or at appropriate intervals as decided by the Engineer-in-charge, keeping in view the actual progress of work vis-a-vis the original





scheduling, in order to control the duration of time for the activities falling in the critical path. Suitable reports indicating the status of the work, work proposed to be taken up in the coming weeks / months or any other related information required for satisfactory monitoring of the work shall be made by the contractor for review / monitoring at suitable intervals as decided by the Engineer-in-charge.

The approval of the above programme by the Engineer-in-Charge shall not absolve or relieve the contractor of any of his responsibilities to complete the whole of the works by the prescribed time or extended time, if any

3.14 RIGHT TO CARRY OUT THE WORK

The right to carry out the work either in conformity with or in a manner entirely different from the terms of this tender document that may be considered the most suitable before or subsequent to the receipt of tenders due to exigencies of work is reserved with the Engineer-in-Charge.

3.15 PROGRAMME CHART:-

The Contractor shall prepare an integrated programme chart for the execution of work, showing clearly all activities from the start of work to completion, with details of manpower, equipment and machinery required for the fulfillment of the programme within the stipulated period and submit the same for approval of the Engineer-In-Charge within two weeks of the award of the contract. i) The programme chart should include the following:-

a) Descriptive note explaining sequence of various activities. b) Network (PERT / CPM / BAR-CHART) prepared on Prima Vera P3 which

will indicate resources in financial terms, manpower and specialized equipment for every important stage.

c) Programme for procurement of materials by the contractor. d) Programme of procurement of machinery / equipment having adequate

capacity, commensurate with the quantum of work to be done within the stipulated period, by the contractor.

ii) If at any time, it appears to the Engineer-In-Charge that the actual progress of work does not conform to the approved programme referred above, the contractor shall produce a revised programme showing the modifications to the approved programme by additional inputs to ensure completion of the work within the stipulated time.

iii) The submission for approval by the Engineer-In-Charge of such

programme or the furnishing of such particulars shall not relieve the contractor of any of his duties or responsibilities under the contract. This is





without prejudice to the right of Engineer-In-Charge to take action against the contractor as per terms and conditions of the agreement.

3.16 Progress of Work and its Documentation

3.16.1 The contractor shall make arrangements for a regular monthly or other frequency

as directed by Engineer-in-Charge for the documentation of the progress of work. He shall give 6 (Hard and Soft) copies of progress report of the work done during the previous month on the 7th Day of the next month or by such date as directed by Engineer-in-Charge . Such progress report will include :

a. Actual quantum of work done during the previous month with respect to the

targets of the previous month. b. Shortfall if any of the previous month and proposal to make up the shortfall. c. Target of each item of work proposed to be executed during the month. d. Important material consumed during the previous month and requirement

for the next month. e. Materials at site at the beginning of previous month, procured and

consumed during the month and balance at site at the end of the month. f. Manpower and T&P deployed during the previous month and requirement

for the coming month g. Updated Completion Programme in the form of Primavera Software

output as decided by Engineer-in-Charge h. Photographs and video recording, of the important activities showing

progress of the work in the month as below:-

(I) Minimum 15 coloured photographs in 6 copies (5”x 7”) and also in digital format, of the bridge and other works including contractor’s yard etc. depicting the progress of work at site during the month.

(II) 5 to 10 minutes duration video film (2 copies) on CD duly edited and

provided with voice commentary depicting the progress of work during the month and the salient technical details of various items of work. The clippings of video films taken shall be shown to the Engineer-in-charge as and when shot for his perusal and directions.

3.16.2 Besides the above, documentation will include all drawings, machinery and labour deployed, service details, pre casting/ batching plant yard details, electrical lighting fixtures and construction schedule etc. In a nutshell complete documentation is required.





3.16.3 For delay in submission of the progress report beyond due date as above or as fixed by the Engineer-in-Charge , a compensation @ Rupee One Thousand five hundred (Rs. 1500/-) only per day of delay will be recovered from the dues of the contractor with maximum amount limited to Rs. 45,000/- for single default.

3.17 As built drawings and compiled video / photographs after completion of work (To

be submitted within one month of date of completion of work.)

3.17.1 On completion of work, the contractor shall submit at his own cost four prints of “as built” drawings,1 plot on Garware film or equivalent and on CD within one month of completion of the project failing which a compensation @ Rs. 1500/- per day with maximum amount limited to Rs. 10,00,000/- shall be levied on the agency. In case the contractor fails to submit the aforesaid drawings to the Engineer-in-Charge, the security deposit shall not be released.

3.17.2 “As built” drawings, shall have all details, incorporating, all changes/modifications

that might have taken place during the execution, of drainage (including invert levels), street lighting, cabling, other services, levels (at desired interval w.r.t permanent bench marks) of road, foothpath, drains, elevated road/flyovers/bridges, FOBs etc., details foundations/substructure, superstructure etc. as executed at site.

3.17.3 The monthly video clippings shall be combined, edited along with voice

commentary to make a video film of 3 hours duration and submitted to the department on completion of the project work in 6 copies and also on CD format, duly depicting the progress of entire work and the salient features thereof. A minimum 200 photographs of 5”x7” size should be submitted comprising full project from start to finish in 3 copies, same shall be given on CD also. In case the contractor fails to submit the aforesaid video film and compiled photograps, as stated above, within one month of completion of project, a compensation @ Rs. 1000/- per day shall be levied on the agency with maximum amount limited to Rs. 2,00,000/-.

3.18 DRAWINGS TO BE KEPT AT SITE

Two complete sets of the drawings as approved by the department shall be kept by the contractor at the site out of which one set shall be lined with cloth and same shall at all reasonable time be available for inspection and use by the Engineer-in-Charge and the representative of the Engineer-in-Charge and any other person authorised by the Engineer-in-Charge in writing.





3.19 FOREIGN EXCHANGE

No foreign exchange shall be made available for the purchase of equipment, plants, machinery or materials of any kind or any other items/purpose required to be carried out in execution of work. Also no foreign exchange required for importing equipments, materials for tools, plants and machinery etc. that may be required in carrying out the work, will be made available by the department. All the payment for work done/Advances shall be paid in INR only.

3.20 NIGHT WORK

For completing the work in time, the contractor might be required to work in two or more shifts (including night work) and no claim whatsoever shall be entertained on this account, notwithstanding the fact that the contractor will have to pay to the labourers and other staff engaged directly or indirectly on the work according to the provisions of the labour regulations and the agreement entered upon and /or extra amounts for any other reason.

3.21 EXISTING SERVICES

Existing drains, pipes, cables, overhead wires, sewer lines, water lines and similar services encountered in the course of the execution of the work shall be protected/ maintained against the damage by the contractor. The contractor shall identify all under ground / overhead services and take necessary measures to protect the services before starting any excavation / activity. All temporary supports and other measures required to protect and maintain the services during construction period as per direction of Engineer-in-charge, shall be deemed to be included in the quoted rate / amount of the contractor and nothing extra shall be paid on this account. The contractor shall not store materials or otherwise occupy any part of the site in a manner likely to hinder the operation of such services. For any permanent shifting, PWD shall arrange to shift the services as and when required. However in the interest of work, if PWD decides to get it shifted by the contractor, then contractor shall be paid separately at the rates as decided by the Engineer-in-charge based on the actual quantum of the work involved in shifting such utilities/services. The decision of the Engineer-in-Charge in this regard shall be final and binding.

3.22 DIVERSION OF SERVICES

All works pertaining to services including rerouting/diversion of services, routine testing, installation etc., embracing in one or more than one process shall be subject to examination and approval to each stage thereof by the Engineer-in-charge or concerned department as would be notified by the





Engineer-in-charge or his accredited representative when such stage is ready. In default of such notice, the Engineer-in-Charge shall be entitled to appraise the quantity and extent thereof and the decision of Engineer-in-Charge or his accredited representative in this regard shall be final and binding.

The contractor will not have any claim in case of any delay by the Engineer-in-Charge in removal of trees or shifting, raising, removing of telegraph, telephone or electric lines (over head or underground), water and sewer lines and other structures etc., if any, which may come in the way of the work. However, suitable extension of time will be granted to cover such delays.

3.23 DISPOSAL OF THE SPOILS

The contractor shall make his own arrangement for the disposal of the spoils from the works to such place where the same shall not cause nuisance and should be acceptable to the authorities concerned without any cost to PWD.

3.24 PROVISION OF FACILITIES

The contractor shall make his own arrangement at his own cost for the provision of telephone and internet facilities at the site of works or at any other place.

The contractor shall make his own arrangement for obtaining electric and water connections if required and make necessary payment directly to the department concerned. The department shall however make all reasonable recommendations to the authority concerned in this regard.

3.25 INSURANCE

3.25.1 Requirements Before commencing the execution of the works, it shall be obligatory for the

contractor to obtain at his own cost, insurance cover under the following requirements.

i. Contractor’s all risk and third party cover ii. Liability under the workman’s compensation act 1923, Minimum wages act 1923, Minimum wages act 1948 and contract labour (Regulation and abolition)Act 1970 iii. Accidents to staff, Engineers, Supervisors and others who are not governed by Workman’s compensation act of the contractor and department.

iv. Damage to material, machinery and works due to fire, theft, flood etc.





3.25.2 Policy in the joint names of Contractor and PWD

The policy referred to under sub- clause 3.25.1(i) shall be obtained in the joint names of the contractor and Engineer in charge and shall inter-alia provide coverage against the following, arising out of or in connection with execution of works, their maintenance and performance of contract

i. Loss of life or injury involving public, employee of the contractor or that of

department, labour etc. ii. Loss or damages to the finished works / in progress works. iii. Loss or damage to the works or property belonging to public, Government

bodies, local authorities, utility organizations, contractors, employers or others 3.25.3 Currency of policy

The policies shall remain in force throughout the period of execution of the works and till the expiry of the defects liability period. If the contractor fail to effect or keep in force or provide adequate cover in the insurance policies mentioned sub-clause 3.25.1 above or any other insurance he is required to effect under the contract, then the employer may effect and keep in force any such insurance or further insurance and the cost and the expenses incurred by the department in this regard shall be deductible from the payment due to the contractor or from the contractors security deposit. The terms and conditions of the Insurance policies shall be got approved from Engineer-in-charge. Policies and certificates for insurance shall be delivered by the contractor to Engineer-in-charge or his authorised representative before the start date. All such insurances shall provide for compensation to be payable and the amount required to rectify the loss or damage incurred. Alterations to the terms of insurance shall not be made without the approval of the Engineer-in-charge.

3.26 CONTRACTOR TO INDEMNIFY

The Contractor shall at all times indemnify the department against all claims, damages of compensation under the provisions of payments of Wages Act 1936, Workmen’s Compensation Act 1923, Minimum Wages Act 1948, Employment Liability Act 1938, Industrial Disputes Act 1947, Maternity Benefit Act 1961, Inter state Migrant Workmen (Regulation of Employment and Conditions Sewage ) Act 1979 or any modifications thereof or any other law relating thereto any rules made there under from time to time or as a consequence of any accident or injury to any workmen or other person in or about the works, whether in the employment of the Contractor or not, save and except where such accident or





injury has resulted from any act of the department, their agents or servants and also against all costs, charges and expenses of any suit, action or proceedings arising out of such accident or injury and against all sum or sums which may with the consent of the Contractor be paid to compromise or compound any such claim without limiting his obligation and liabilities as above. The Contractor shall insure against all claims, damages or compensation payable under the Workmen’s Compensation Act 1923, or any modifications thereof or any other law relating thereto. The Contractor shall ensure that similar insurance policies are taken out by his sub-contractor (if any) and shall be responsible for any claims or losses to department resulting from their failure to obtain adequate insurance protection in connection thereof. The contractor shall procure or cause to be produced by his Sub-Contractors (if any) as the case may be relevant policy or policies and premium receipts as and when required by the Engineer-in-charge.

3.27 SAFETY OF WORKERS

Over and above the provisions made in CPWD Safety Code, the following will also be applicable:

In respect of all workmen directly or indirectly employed in the work for the performance of the contractor’s part of this agreement, the contractor shall at his expense arrange for the safety provisions as per Indian Standard Safety codes shown below and shall at his own expense provide for all facilities in connection there with. In case, the contractor fails to make arrangement and provide necessary facilities as aforesaid, he shall be liable to pay penalty prescribed under relevant clauses of these tender documents for each default and in addition the Engineer-in-charge shall be at liberty to make arrangement and provide facilities as aforesaid and recover the cost incurred on that behalf from the contractor, and no claims on this account whatsoever shall be entertained.

1. IS:3696(part I) Safety code for scaffolds and ladders.

2. IS:3696(part II) Safety code for scaffolds and ladders Part II ladders.

3. IS:3764 Safety code for excavation work.

4. IS:4081 Safety code for blasting and drilling operations.

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

6. IS:5916 Safety codes for construction involving use of hot bituminous materials.

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

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





9. Any other code and/or as per directions of Engineer-in-charge.

The contractor shall issue identity cards to his labourers and supply the list of names of all labourers engaged at the site along with their home addresses to the local police station. Failure to do so may result in suspension of work by the authority.

3.28 INCIDENTAL WORKS SUCH AS BAILING OUT WATER, SHORING ETC.

For execution of any items of work where incidental works such as bailing out water, shoring etc. are actually required but not specifically stated in the scope of item and/ or tender document, it is to be understood that the item rate prices and rates quoted by the contractor shall cover such charges also and nothing extra on account of such incidental charges, if any, shall be paid. For the designation of such additional work whether incidental to the item or payable separately as extra item, the decision of Engineer-in-Charge based on the intention of the contract and scope of work specified for the item shall be final and binding on the contractor.

3.29 COMPLIANCE OF LAWS

The contractor shall keep himself fully informed of all acts and laws of the Central and state govt. (i.e. Govt. of National Capital Territory of Delhi) all local bye laws, ordinances, rules and regulations and all orders and decree of bodies or, tribunals having any jurisdiction or authority which in any manner affect those engaged or employed on the work or which in any way affect the conduct of the works. Contractor shall at all times, observe and comply with all such laws, ordinances, rules, regulations, orders and decrees, and shall give all notices and pay out of his own money any fees or charges to which he may be liable. He shall protect and indemnify the Department and its officers and employees against any claim or liability arising out of violations of any such law, ordinances, legislations, order or decree, whether by himself or by his employees & authorised representatives.

3.30 PREVENTION OF NUISANCE AND POLLUTION

The contractor shall take all necessary precautions to prevent any nuisance or inconvenience to the owners, tenants or occupiers of adjacent properties and to the public in general and to prevent any damage to such properties and any pollution. He shall make good at his own cost and to the satisfaction of the Engineer-in-charge, any damage to roads, paths, drainage works or public or private property whatsoever caused by the execution of the work or by traffic brought thereon by the contractor. All waste or superfluous materials shall be





cleaned away by the contractor without any reservations entirely to the satisfaction of the Engineer-in-charge at no extra cost.

3.31 NO WAIVING OF LEGAL RIGHTS AND POWERS

The Engineer-in-Charge shall not be precluded or stopped from taking any measurements, and framing of estimates or detaining any certificates made either before or after the completion and acceptance of the work and payment, from showing the true amount and character of the works performed and materials furnished by the contractor and from showing that any such measurements, estimates or certificates untrue or incorrectly made and that Engineer-in-charge shall not be precluded or stopped from recovering from the contractor such damages as it may be sustained by reasons of his failure to comply with the terms and conditions of the contract.

Neither the acceptance by the Engineer-in-Charge nor any payment for acceptance of the whole or any part of the work nor any extension of time nor any possession taken by the Engineer-in-Charge shall operate as a waiver of any portion of the contract or any power here in reserved or of any risk to damage. A waiver of any breach of the contract shall not be held to be a waiver of any other or subsequent breach.

3.32 SITE MAINTENANCE

The Contractor shall maintain the Sites in good order during the whole construction period. It is strictly prohibited to bury any kind of waste materials, solid or liquid, in the ground. In the event of accidental discharge of polluting materials, the Contractor shall take immediate mitigating action and shall immediately inform the Client and the appropriate authorities.

3.33 ACCESS TO THE SITE OF BATCHING PLANT/CASTING YARD/OFFICE/STORES ETC.

The Contractor shall establish, operate and maintain the means of access and transportation to and from the Sites OF BATCHING PLANT/CASTING YARD/OFFICE/STORES ETC. Access and transportation shall be approved by the PWD/Delhi Traffic Police or any other appropriate authorities. The contractor shall provide and bear all expense and charges for roads required by him in connections with access to the site, at no extra charges and his tendered cost shall deem to include the same. He shall alter, adopt or maintain the same as required from time to time or as directed by the Engineer-in-Charge. The Department shall have right of way to this at all times and will not entitle the contractor to claim extra





on this account. After completion of the work the contractor shall restore the site as provided to him at his own cost.

3.34 TENDER DRAWINGS

The drawings listed in the tender documents and placed in Volume 4 of the Financial Bid Document are indicative. The execution drawings may undergo changes. The drawings enclosed with the tender documents explain the concept and the complexity involved in the project. It is made clear that changes may be made in the execution drawings due to technical reasons. The work shall be executed as per the drawings issued ‘Good for Construction’ and no claim shall be entertained on account of changes in execution drawings.

3.35 DAY TO DAY MAINTENANCE OF ROADS

During the construction activities, the contractor has to maintain roads/footpath/drains etc. in good condition so that there is no inconvenience to the all type of traffic/pedestrians. For the maintenance, following are incidental to the work and nothing shall be paid on this account.

A) Opening of bellmouth B) Cleaning/brooming of roads C) Refixing of disturbed Kerb stones D) Refixing of disturbed paver tile on foothpath However for following items/works, payment shall be made to the contractor: A) Potholes repairs B) Widening of road C) De silting of drains once a year (however drains shall be kept clear throughout

the year) D) Refixing of old Kerb stone/Paver blocks in temporary foothpath/crossing E) Kerb stone painting F) Replacement of manhole frame and covers damaged due to normal traffic.

In case any repair etc. is necessitated on these roads or elsewhere due to execution of work or damage done by the contractor, the contractor is bound to do such repairs at his cost. In case of failure on the part of contract, the same shall be got done by PWD at contractor's risk and cost.





3.36 COMMUNICATION AND COMMUTING

3.36.1 The contractor shall make available 6 sets of appropriate instrument with PWD for instant communication with site staff and contractors team for 24 hours. Such instruments may be wireless radio system or as felt suitable by the agency for proper co-ordination and to facilitate the execution of work. The regular monthly expenditure of such a system shall be borne by the contractor from the start of work till actual date of the completion of work. Apart from this, the cost of providing instruments shall also be borne by the agency and nothing separately shall be paid on this account. This facility will be provided till the actual completion of work and no claim what so ever shall be entertained on the ground whether the dealy in completion of work has been attributable to the Department or to the contractor.

3.36.2 In order to complete the work within the scheduled time, the contractor shall be

required to do the work round the clock. The contractor shall make arrangement of three vehicles at the disposal of PWD staff for commuting of site staff to the site to enable the work supervised and inspected and having better quality control and better liaising round the clock during the progress of work, from start till completion of entire work. All expenses of this commuting including running and maintenance, fuel charges, etc. shall be borne by the contractor. This facility will be provided till the actual completion of work and no claim what so ever shall be entertained on the ground whether the dealy in completion of work has been attributable to the Department or to the contractor

3.37 WATER PROOFING TREATMENT

The contractor must associate himself with the specialised firm to be approved by the Engineer-in-charge in writing, for water proofing treatment for the deck slab of grade separator, and subway etc, 10 years guarantee in prescribed proforma attached must be given by the specialised firm, which shall be counter signed by the contractor, in token of his overall responsibility. In addition 10% (ten percent) of the cost of these items would be retained as guarantee to watch the performance of the work done. However, half of this amount (withheld) would be release after 5 years, if the performance of the work done is satisfactory. If any defect is noticed during the guarantee period, it should be rectified by the contractor within 7 days and if not attended to, the same will be got done by another agency at the risk and cost of the contractor. However, this security deposit can be released in full, if bank guarantee of equivalent amount for 10 years is produced and deposited with the Department. Before the start of water proofing treatement work the agency should furnish the fillowing information for approval of the specialised firm by the Engineer-in-Charge.

a) The name of the specialised firm.





b) The trade names of the product which would be used.

c) List of works where this treatment has been used.

d) Quantity of chlorides sulphates and sulphides used in the product.

3.38 LAND FOR TEMPORARY USE

The land for labour camps, storage, casting yard, batching plant , office etc. shall be arranged by the contractor. The lease / rent charges, if payable, shall be borne by the contractor. The Engineer-in-Charge shall extend necessary help and issue necessary recommendations etc to the concerned department for temporary allotment of land during construction period. The contractor shall vacate the land after completion of work in same condition as was at the time of allotment.

The land for casting and working yard, batching plants etc. has to be arranged by the contractor. However, if the same is arranged by the department and the contractor wishes to utilize it, the same shall be handed over to the contractor on ‘as is where is basis’, which can be in one piece or more than one piece, depending on availability of land. In such a situation, a rent @ Rs. 55,550/- (Fifty five thousand five hundred and fifty only) per acre per month shall be recovered from the contractor.

3.39 HOUSEKEEPING

i. Housekeeping is the act of keeping the working environment cleared of all

unnecessary waste, thereby providing a first-line of defence against accidents and injuries.

General House keeping shall be carried out by the contractor and ensured at all times at Work Site, Construction Depot, Casting Yard, Fabrication Yard, Workshop, Batching Plant, Labour Camp, Stores, Offices and toilets/urinals etc.

The contractor shall be responsible to provide segregated containers for disposal of debris at required places and regular cleaning of the same.

ii. Full height, barricades etc. shall be erected around the site in order to prevent

the surrounding area from excavated soil, rubbish etc, which may cause inconvenience to and endanger the public. The barricade especially those exposed to public shall be aesthetically maintained by regular cleaning and





painting as directed by the Engineer-in-charge. These shall be maintained in one line and level.

The structural dimension of the barricade, material and composition, its colour scheme, PWD logo and other details shall be in accordance with the drawing and the direction of Engineer-in-charge.

iii. All stairways, passageways and gangways shall be maintained without any

blockages or obstructions. All emergency exits passageways, exits fire doors, break-glass alarm points, fire fighting equipment, first aid stations, and other emergency stations shall be kept clean, un-obstructed and in good working order.

iv All surplus earth and debris shall be removed/ disposed off from the working

areas immediately. Trucks carrying sand, earth and any pulverized materials etc. shall be covered while moving in order to avoid dust or odour impact. The tyres of the trucks leaving the site shall be cleaned with water, wherever the possibility of spillage on carriageways meant for regular road traffic exists.

v. No parking of trucks/trolleys, cranes and trailers etc. shall be allowed on

roads, which may obstruct the traffic movement. vi. Roads shall be kept clear and materials like: pipes, steel, sand boulders,

concrete, chips and brick etc, shall not be allowed on the roads to obstruct free movement of road traffic.

vii. Water logging or bentonite spillage on roads shall not be allowed. viii. Proper and safe stacking of material are of paramount importance at yards,

stores and such locations where material would be unloaded for future use. The storage area shall be well laid out with easy access and material stored / stacked in an orderly and safe manner.

ix. Flammable chemicals, compressed gas cylinders etc. shall be safely stored.

Unused/surplus cables, steel items and steel scrap lying scattered at different places within the working areas shall be removed to identified locations (s).

All wooden scrap, empty wooden cable drums and other combustible packing materials, shall be removed from the site. Lumber with protruding nails shall be either bent / removed and properly stacked.





x. The contractor shall be penalised at Rs.5000/- per single violation/ non compliance of above mentioned provisions except s no (ii) above, which will be covered under relevant clause of Traffic management, compounded to a maximum of Rs.50000/- at any single instance. The decision of Superintending Engineer, regarding violation and the number of instances, shall be final and binding on the contractor. The compliance of above provisions are deemed to be included in the quoted amount of the contractor and no claim / payment whatsoever shall be entertained on this account.

3.40 Launching Operation

As launching operation is one of the riskiest job, the contractor shall adopt all necessary precautionary measures at all stages like planning, establishing casting yard, casting segments, transporting segments, fabrication and erection of launching girders, launching of segments, pre-stressing, auto launching of girders and dismantling of launching girders. The contractor shall prepare a comprehensive Method Statement for the launching operation, adhering to all possible safety precautions. As the entire process of launching has to be undertaken at an elevated level, the safety of workers and the girder is of paramount importance. The following general guidelines shall be adhered throughout the launching operation.

i) Necessary working platforms and fall protection anchorage arrangement shall be

provided in the launching girder itself. ii) Provisions for mounting light fittings shall also be made available in the launching

girder. iii) The casting yard shall be established ensuring the provision given for Batching

plant/ casting yard as mentioned elsewhere in tender document. iv) The workmen engaged in fabrication of reinforcement, concreting the segment

shall be provided with necessary (Personal Protective Equipments) PPEs including compulsory hand protection gloves.

v) Casting and curing of segment shall be undertaken under the direct supervision of the responsible engineer of the contractor.

vi) Trucks with valid registration, license, safe worthiness certificate Engineer-in-Charge’s approval certificate, and pollution under check certificate shall only be used for transport of segments.

vii) The segments shall be rigidly secured to the truck with necessary wooden wedges and necessary red indicators/safety tapes provided so that the vehicle is clearly seen by other road users both in day /night time.

viii) Every launching girder shall have a responsible engineer on duty all the time.





ix) All the time from erection to dismantling, the area between the two piers, wherein launching is in progress, shall always be barricaded.

x) Unloading of segments from trucks, lifting of segments, shifting of segments, gluing shall be done under the direct supervision of the approved engineer of the contractor.

xi) Auto launching shall be done only after approval from the Engineer-in-charge. After every auto launching, the stability of launching girder shall be ensured.

xii) The vertical deflection of launching girder shall be monitored at all critical stages like with/without loads and after every auto launching.

xiii) A register containing all important operational details from erection to dismantling of launching girders shall be maintained and made available to Engineer-in-charge, as and when required.

xiv) Test certificate for all lifting gears including Macalloy bars shall be maintained at a location closer to the launching girder itself so that it can be referred during all inspection.

xv) Adequate lighting ,at all time, shall be ensured in the entire area of operation. xvi) Access to drinking water & toilet shall be ensured to all workmen engaged for

launching process. xvii) Proper access ladders/stairways shall be maintained for safe ascending

/descending of workmen/engineers. Non-adherence to any of the clauses mentioned above shall be viewed seriously by the employer and penalty shall be levied on the contractor at the rate of Rs.10000/- for first violation and Rs.20,000/- for subsequent violations. The decision of the concerned Superintending Engineer/ Project Manager shall be final and binding on the contractor. The compliance of the above provisions are deemed to be included in the quoted amount of the contractor and no claim whatsoever shall be entertained on this account. 3.41 Lighting:

The contractor shall provide sufficient site lighting, of the right type and at the right place for it to be properly effective. Lighting ought not to introduce the risk of electric shock. Therefore, 230 V supplies should be used for those fittings, which are robustly installed, and well out of reach e.g. flood lighting or high-pressure discharge lamps. The contractor shall ensure that luminaries should always be so placed that no person is required to work in their own shadow and that the local light for one person is not a source of glare for the others. Strongly made clamps should be available for attaching luminaries to poles and other convenient supports.





Luminaries should be robust, resistant to corrosion and rain proof especially at the point of the cable entry. The correct type of lamp for each luminaries should always be used and when lamps need to be replaced, it shall be in accordance with the supply voltage. Lamp holders not fitted with a lamp should be capped off. The contractor shall take every effort to illuminate the work site as per the direction of Engineer-in-charge. The compliance of above provisions are deemed to be included in the quoted amount of the contractor and no claim / payment whatsoever shall be entertained on this account 3.42 Traffic Management

3.42.1 The basic objective of the following guidelines is to lay down procedures to be

adopted by contractor to ensure the safe and efficient movement of traffic and also to ensure the safety of workmen at construction sites.

All construction workers should be provided with high visibility jackets with reflective tapes as most of construction activities shall be done within right-of-way of the roads. The conspicuity of workmen at all times shall be increased so as to protect from speeding vehicular traffic.

The guiding principles to be adopted for safety in construction zone are to

i) Warn the road user clearly and sufficiently in advance. ii) Provide safe and clearly marked lanes for guiding road users. iii) Provide safe and clearly marked buffer and work zones. iv) Provide adequate measures that control driver behavior through construction

zones. 3.42.2 Permission from competent authorities

i) Wherever operations undertaken are likely to interface with public traffic, specific traffic management plans shall be drawn up and implemented by the contractor in consultation with the approval of local police authorities, and /or the concerned metropolitan/civil authorities as the case may be.

ii) Such traffic management plans shall include provision for traffic diversion and selection of alternative routes. If necessary, the contractor shall carry out road widening before commencement of works to accommodate the extra load. The contractor shall be responsible for getting the “Traffic Management Plan”





approved from Traffic Police before taking up any construction activity on the road.

The rates quoted by the contractor shall be deemed to be inclusive of all the related cost except the cost of road widening.

3.42.3 The primary traffic control devices used in work zones shall include signs, delineators. barricades, cones, pylons, pavement markings and flashing lights , deployment of sufficient number of Marshalls on diversion roads and nothing shall be paid on this account

. The road construction and maintenance signs which fall into the same three major categories as do other traffic signs, that are Regulatory Signs. Warning Signs and Direction (or guidelines) Signs shall only be used. The IRC:67 (Code of Practice for Road Signs) provide a list of traffic signs. The size, colours and placement of sign shall confirm to IRC:67. Nothing shall be paid on this account

3.42.4 Regulatory signs

Regulatory signs impose legal restriction on all traffic. It is essential, therefore, that they are used only after consulting the local police and traffic authorities and nothing shall be paid on this account

3.42.5 Warning signs

Warning signs in the traffic control zone shall be utilised to warn the drivers of specific hazards that may be encountered.

The contractor shall place detour signage at strategic locations and install appropriate warning signs. In order to minimize disruption of access to residences and business, the contractor shall maintain at least one entrance to a property where multiple entrance exist.

A warning sign shall be installed on all secondary roads which merges with the

primary road where the construction work is in progress at sufficient distance before it merges with the primary road so as o alert the road users regarding the “Construction Work in Progress”.

Materials hanging over / protruded from the chassis / body of any vehicle especially during material handling shall be indicated by red indicator (red light/flag) to indicate the caution to the road users. The compliance of above provisions are deemed to be included in the quoted amount of the contractor and no claim / payment whatsoever shall be entertained on this account





3.42.6 Delineators

The delineators are the elements of a total system of traffic control and have two distinct purposes:

i. To delineate and guide the driver to and along a safe path ii. As a taper to move traffic from one lane to another.

These channelising devices such as cones, traffic cylinders, tapes and drums

shall be placed in or adjacent to the roadway to control the flow of traffic, These should normally be retro-reflectors complying to IRC:79. Recommended Practice for Road Delineators.

3.42.7 Traffic cones and cylinders

Traffic cones of 500mm, 750mm and 1000mm height and 300mm to 500mm in diameter or in square shape at base and are often made of plastic or rubber and normally have retro-reflectorised red and white band shall be used wherever required.

3.42.8 Drums

Drums about 800mm to 1000mm high and 300mm in diameter can be used either as channelising or warning devices. These are highly visible, give the appearance of being formidable objects and therefore command the respect of drivers.

3.42.9 Barricades 3.42.9.1 The contractor shall make adequate arrangement for temporary

barricading and as directed by the Engineer-in-Charge to cover the entire construction site including all T&P and materials in order to prevent the working area from the risk of accidents due to speedy vehicular movement. Same way barricades protect the road users from the danger due to construction equipment and other temporary structures. No extra payment shall be made for providing barricading of required size/specification as the cost of barricading is deemed to be included in the quoted rates of different items by the contractor. The structural dimensions of the barricade boards, material and composition, its colour scheme, PWD logo and other details shall be in accordance with the





drawing attached with the tender document and direction of the Engineer-in-charge.

3.42.9.2 The requirement of providing and fixing barricading at site shall be

decided as per the direction and approval of Engineer-in-Charge. The barricading shall be provided continuously during the execution of the entire work till completion and shall not be removed at any stage without prior approval of the Engineer-in-Charge. All barricades shall be conspicuously seen in the dark/night time by the road users so that no vehicle hits the barricade. Conspicuity shall be ensured by affixing retro reflective stripes of required size and shape at appropriate angle at the bottom and middle portion of the barricade at a minimum gap of 1000mm. In addition minimum one red light or red light blinker should be placed at the top of each barricade The barricading shall include the following without any extra cost:

a. Traffic signals during construction at site for day and night,

reflective signs, direction boards, marking, glow lamps, marking, caution tape, traffic signage as per requirement, flags, Traffic Marshals etc. as directed by the Engineer-in-Charge. However traffic police signals shall not be the responsibility of the contractor.

b. Cleaning of barricading every fifteen days with water and detergent so as to ensure that there is no dirt of splashes on the barricading. The dust accumulated along the barricades on the carriageway shall be removed every week.

c. Installation of temporary warning signs/lamps on all barricades during the hours of darkness and kept it lit there at all times during these hours.

d. Shifting and re fixing in position as per the direction of Engineer-in-Charge and all incidentals to execute the job as many times as directed by Engineer-in-Charge.

e. Repainting of the barricading after regular interval as directrd by Engineer-in-Charge.

f. Proper maintenance of the barricading till completion of the work by repairing/replacing the damaged barricade.

g. The barricades shall be maintained in one line and level

h. Non cleaning/repainting/proper maintaining of Barricading boards, as mentioned above and as directed by Engineer-in-Charge, will attract a levy of compensation @ of Rs. 50/- per meter per week





upto maximum of Rs. 400/- per meter after the due date, as intimated by Engineer-in-Charge.

3.42.9.3 The barricading provided shall be retained in position at site continuously i/c shifting of barricading from one location to another location as many times as required during the execution of the entire work till its completion and shall not be removed at any stage without prior approval of the Engineer-in-Charge. A barricade register shall be maintained by the contractor.

3.42.9.4 The contractor has to provide at least 1000 m of barricade boards (of size

and specification as per attached drawing) at site within 30 days of award of work and another 1000m within 60 days of award of work. Depending upon site requirement, the Engineer in-Charge may also further direct the contractor to bring more barricading boards within a prescribed time period. If the contractor fails to provide the barricading boards, as above, within above time limit or the time limit prescribed by Engineer in-Charge for further more quantity of barricading boards, a compensation shall be levied on contractor @ Rs. 500/- per meter per week subject to maximum of Rs. 4000/- per meter.

3.42.10 The contractor shall ensure that all his construction vehicles plying on

public roads (like dump trucks, trailers, etc.) have proper license to ply on public roads from the state Transport Authority. Drivers holding proper valid license as per the requirements of Motor Vehicles Act shall drive these vehicles

The contractor shall not undertake loading and unloading at carriageways

obstructing the free flow of vehicular traffic. Any encroachment of existing roads by the contractor applying the excuse of work execution shall not be allowed.

3.42.11 Tow away vehicle

The contractor shall make arrangements for keeping toe away van / manpower, at his cost, to tow away any breakdown vehicle in the traffic flow without loosing any time and nothing shall be paid on this account.

. 3.42.12 Cleaning of roads The contractor shall ensure the cleanliness of roads and footpaths by

deploying proper manpower for the same. The contractor shall have to





ensure proper brooming, cleaning washing of roads and footpaths, at all the time, throughout the entire stretch till the currency of the contract including disposal of sweepage without any extra cost.

3.42.13 The required number of traffic guards /marshals as decided by Delhi Traffic

Police / Engineer-in-charge shall be provided during construction period so as to ensure safe movement of traffic without any extra cost to the department. In case of default, the traffic guards/ marshals shall be provided by the department and cost thereof shall be recovered from the contractor in addition to recovery for violation of tender provisions. No claim whatsoever shall be entertained on this account.

3.42.14 In case the contractor fails to adhere to any of the above mentioned

provisions, an amount of Rs.10,000/- shall be recovered for single violation and compounded to a maximum of Rs.100,000/- at any single instance. The decision of the Superintending Engineer in respect of violation and number of instances shall be final and binding on the contractor.

The compliance of above mentioned provisions except cost of road

widening, if required, are deemed to be included in the quoted amount of the contractor and no claim / payment shall be entertained on this account.

3.43 Batching Plant/Casting Yard

i. The batching plant/casting yard shall be effectively planned for smooth flow of

unloading and stacking the aggregates reinforcements and cement, batching plant, transport of concrete, casting the segment, stacking the segment and loading the segments on the trucks. As far as possible the conflicts should be avoided.

ii. The batching plant/casting yard shall be barricaded and made as a compulsory PPE zone.

iii. If in case of material unloading area is not maintainable as PPE zone, the same shall be segregate properly and made as a non-PPE zone with provision of appropriate barricading.

iv. Electrical system shall also be suitably planned so that location of diesel generator, if any, location of DBs routing of cables and positioning of area lighting poles/masts does not infringe on any other utility and pose danger.

v. Drainage shall be effectively provided and waste water shall be disposed after proper treatment

vi. The office, canteen, drinking water, toilet and rest place shall be suitably located for the easy access to workers. All the facilities shall be properly cleaned and maintained during the entire period of operation.





vii. Manual handling of cement shall be avoided to a larger extent. Whenever it is absolutely necessary, the workmen shall be given full body protection, hand protection and respiratory protection as a basic measure of ensuring better health.

viii.The PPEs provided to cement handling workmen shall conform to international standards.

x. Access roads and internal circulation roads shall be well laid and maintained properly at all time.

3.44 Personal Protective Equipments (PPEs)

3.44.1 The contractor shall provide required PPEs to workmen to protect against

safety and/or health hazards. Primarily PPEs are required for the following protection.

i) Head Protection (Safety helmets) ii) Foot Protection (Safety footwear, Gumboot, etc.) iii) Body Protection (High visibility clothing (waistcoat/jacket, Apron, etc) iv) Personal fall protection (Full body harness, Rope-grap fall arrester, etc) v) Eye protection (Goggles, Welders glasses, etc) vi) Hand protection (Gloves, finger coats, etc.) vii) Respiratory Protection (Nose mask, SCBAs, etc.) viii) Hearing protection (Ear plugs, Ear muffs, etc)

The PPEs and safety appliances provided by the contractor shall be of the

standard as prescribed by Bureau of Indian Standards (BIS). If materials conforming to BIS standards are not available, the contractor shall procure PPE and safety appliances, as approved by the Engineer-in-charge.

3.44.2 All construction workers should be provided with high visibility jackets with

reflective tapes confirming to the requirement specified under BS EN 471: 1994. The conspicuity of workmen at all times shall be increased so as to protect them from speeding vehicular traffic.

The contractor shall provide safety helmet, safety shoe and high visibility clothing

for all employee including workmen, traffic marshal and other employees who are engaged for any work under this contract as per the following requirement.

All employees of the contractor including workmen

Traffic marshals

i) Hard hat with company Logo ii) Safety boots

i) Hard hat with ii) Safety boots





iii) Hi- visibility waistcoat covering upper body and meeting the following requirements as per BS EN 471:1994

a) Background in florescent orange red in colour.

b) Two vertical green strips of 5cm wide on front side covering the torso at least 5cm

c) Two diagonal strips of 5 cm wide on back in an ’X’ pattern covering at least 5cm

d) Horizontal strips not less than 5cm wide running around the bottom of the vertical strip in front and ‘X’ pattern at back.

e) The bottom strip shall be at a distance of 5cm from the bottom of the vest.

f) Strips must be retro reflective and fluorescent

g) Waistcoat shall have a side adjustable fit and a side and front tear away feature on vests made of nylon.

iii) Hi-visibility jacket upper body and meeting the following requirements as per BS EN 471:1994:

a) Background in fluorescent orange-red in colour

b) Jackets with full-length sleeves with two bands of retro reflective material, which shall be placed at the same height on the garment or those of the torso. The upper band shall encircle the upper part of the sleeves between the elbow and the shoulder: the bottom of the lower band shall not be less than 5 cm from the bottom of the sleeve.

c) Two vertical green strips of 5cm wide on front side covering the torso at least 500 cm

d) Two diagonal strips of 5cm wide

on front side covering the torso at least 500cm

e) Horizontal straight not less than 5cm wide running around the bottom of the vertical strip in front and ‘X’ pattern at back.

f) The bottom strip shall be at a

distance of 5cm from the bottom of the vest.

g) Strips must be retro reflective and florescent

3.44.3 Colour codes for Helmets

Safety Helmet colour Code (Every Helmet should have the LOGO affixed/painted

Person to use

White PWD staffs

Grey All designers, Architect, Consultants, etc.

Violet Main contractors (Engineers/Supervisors)

Blue All sub-contractors (Engineers/Supervisors)

Red Electricians (both Contractor and Sub-contractor)





Green Safety Professionals (Both Contractor and Sub contractor)

Orange Security Guards/Traffic marshals

Yellow All workmen

White (with “VISITOR” sticker) Visitors

3.44.4 In addition to the above, any other PPE required for any specific jobs like,

welding and cutting, working at height, tunneling etc shall also be provided to all workmen and also ensure that all workmen use the PPEs properly while on the job.

The contractor shall not pay any cash amount in lieu to PPE to the workers/sub-contractors and expect them to buy and use during work.

The contractor shall at all time maintain a minimum of 10% spare PPEs and safety appliances and properly record and show to the Engineer-in-charge during he inspections.

It is always the duty of the contractor to provide required PPEs for all visitors.

Towards this required quantity of PPEs shall be kept always at the security post. 3.44.5 Visitors to Site

No visitor is allowed to enter the site without the permission of the Engineer-in-charge. All authorised visitors should report at the site office and contractor shall provide visitor’s helmet (White helmet with visitor sticker) and other PPEs like safety shoe, reflective jacket, respiratory protection etc. as per requirement of the site.

All visitors shall be accompanied at all times by a responsible member of the site personnel. The contractor shall be fully responsible for all visitors safety and health within the site.

For violation of the any of the above provisions an amount of Rs.200/- shall be recovered for single violation (Single Violation means non compliance by any worker/ individual).

3.45 Maintenance of Register of Tests

(i) All the registers of tests carried out at construction site or in outside laboratories shall be maintained by the contractor which shall be duly





authenticated by Engineer-in-Charge. Nothing extra shall be paid on this account.

(ii) All samples of materials including cement concrete cubes shall be taken

jointly with contractor by representative of Engineer-in-Charge as per MORTH/CPWD specification 2009. All the necessary assistance shall be provided by the contractor. Cost of samples materials is to be borne by the contractor and he shall be responsible for safe custody of samples to be tested at site.

(iii) All the tests, if field lab setup at construction site, shall be carried out by the

Engineering staff deployed by the contractor which shall be witnessed by Engineer-in Charge or his representative.

(iv) All the entries in the registers will be made by the designated Engineering

Staff of the contractor and same should be regularly reviewed by JE/AE/EE. (v) Contractor shall be responsible for safe custody of all the test registers. (vi) Submission of copy of all test registers, Material at site register and

hindrance register along with each alternate Running Account Bill and Final Bill shall be mandatory. If all the test registers and hindrance register is not submitted along with each alternate R/A Bill & Final Bill, no payment will be released to the contractor.

3.46 Maintenance of Material at Site (MAS) Register.

All the MAS Registers including cement and Steel Registers shall be maintained by Contractor which shall be issued to the contractor by Engineer-in-Charge in the same manner as being issued to CPWD field staff.

3.47 Unless otherwise provided in the schedule of quantities the rates, tendered by the contractor shall be all-inclusive and shall apply to all heights, depths, leads and lifts

3.48 the tender paper the word “CPWD” shall include PWD (GNCTD) wherever exists

3.49 Royalty at the prevailing rates wherever payable shall have to be paid by the contractor on the boulders, metal, shingle, sand and bajri etc. or any other material collected by him for the work direct to revenue authorities and the department shall pay nothing extra for the same.

3.50 The contractor shall provide at his own cost suitable weighing, surveying and

leveling and measuring arrangements as may be necessary at site for checking.





All such equipment shall be got calibrated in advance from laboratory, approved by the Engineer-In-Charge. Nothing extra shall be payable on this account.

3.51 Any cement slurry added over base surface for continuation of concreting for

better bond is deemed to have been included in the items and nothing extra shall be payable on this account, also the cement consumed on this account shall not be considered in theoretical consumption.

3.52 The rate for all items, in which the use of cement is involved, is inclusive of

charges for curing.

3.53 The work shall be carried out in accordance with the Architectural/Good for construction drawings and structural drawings etc., to be issued from time to time, by the Engineer-in-Charge. Before commencement of any item of work, the contractor shall correlate all the relevant architectural and structural drawings issued for the work and satisfy himself that the information available there from is complete and unambiguous. The discrepancy, if any, shall be brought to the notice of the Engineer-in-Charge before execution of the work. The contractor alone shall be responsible for any loss or damage occurring by the commencement of work on the basis of any erroneous and or incomplete information and no claim whatsoever shall be entertained in his respect.

3.54 No payment shall be made to the contractor for any damage caused by rain,

floods, earthquake or any other natural causes whatsoever during execution of work. The contractor at his own cost will make the damages to the work good and no claim on this account shall be entertained.

3.55 Any damage done by the contractor to any existing work or work being executed

by other agencies shall be made good by him at his own cost.

3.56 On account of Security consideration, there would be some restrictions on the

working hours, movement of vehicles for transportation of material and location of labour camp. The contractor shall be bound to follow all such restrictions and adjust the programme for execution of work

3.57 The contractor shall be bound to follow the instruction and restrictions imposed

by the Administration/Police authorities on the working and/or movement of labour, materials etc. and nothing extra shall be payable on this account or due





to less/restricted working hours or suspension of work or any detours in movement of vehicles due to stated instructions and restrictions.

3.58 The Contractor or his authorized representative should always be available at the

site of work to take instructions from departmental officers, and ensure proper execution of work. No work should be done in the absence of such authorized representative

3.59 The malba / garbage, if to be removed from the site shall be disposed off by the

contractor at designated Municipal dumping ground as directed by the Engineer-in-Charge. Nothing extra shall be paid on this account

3.60 LIST OF APPROVED MANUFACTURERS/ SUPPLIERS :

All materials and products shall conform to the relevant standard specification, IS codes and other relevant codes etc. and shall be of approved makes and design. The list of approved makes for products and materials is given below. Other equivalent manufacturers will be considered with prior approval of the Chief Engineer-in-charge.





LIST OF APPROVED MANUFACTURERS/SUPPLIERS

1. Ordinary Portland Cement ACC, GRASIM, Gujarat Ambuja, Vikram, Ultra-tech, JP Rewa, Shree cement, Birla Jute, J.K. cement, Cement Corporation of India.

2. Slag Cement ACC, Grasim, Gujrat Ambuja, 3. Reinforcing Bars TISCO, SAIL, RINL, IISCO 4. Bearings J.Sons, METCO, Sanfield (India) P Ltd.,

CECO, Mageba

5. Expansion Joints J.Sons, METCO, Sanfield (India) P Ltd., Z-Tech (India) Pvt.Ltd., CECO, Mageba

6. Bitumen IOCL, BPCL, HPCL 7. Admixtures FOSROC, SIKA, MBT, Asian Laboratories,

Polygon Chemicals, CICO Technologies Ltd., MC Baucheme, BASF

8. Release Agent FOSROC, MBT, Dura Build Care , CICO, MC Baucheme, BASF

9. Prestressing System Freyssinet, BBR, VSL, Dynamic, Killick Nixon 10. H T Steel Strand TATA SSL Ltd, Indore Wire Co. Ltd 11. HDPE Sheathing Rex Polyextrusion, Gwalior Polypipe Ltd.,

Triputi, Plastomatics Pvt Ltd. 12. Epoxy FOSROC, SIKA QUALCRETE, CIBA 13. Anchor Fastener HILTI, BOSCH 14. Geotextile & Geogrids AIMIL, Z-Tech, Netlon (India), Garware wall

ropes Ltd, Maccaferri, 15. G.I. strips AIMIL, Z-Tech, Netlon (India), , Maccaferri 16. Non-shrink grout Fosroc Chemicals, Sika, Dura Buildcare 17. Mild Steel Tubes Tata, Jindal 18. Structural Steel Tata, SAIL, RINL, IISCO and other

manufacturers approved by Chief Engineer-in-charge.

19. Stainless Steel Prism Engineers, JINDAL. 20. Welding Electrodes ESAB, Advani-orlikon, Weld Alloy 21. Water proofing Polyguard, DWI Dermabit water proofin ind.,

Saudi Arabia, Soprema, France, Firestone building Products, USA, FOSROC

22. Paints Akzo Nobel, Jenson and Nicholson, Burger (Luxol gold), Asian(Apcolite), ICI Dulux (Gloss), Nerolac (Full gloss hard drying)

23. Pile Integrity Testing CBRI, AIMIL, NDM technology,





24. Bar Couplers Usha Ismal, Dextra Splice, Moment 25. Reinforced soil wall system AIMIL, VSL, Garware wall ropes , Earthcon

Systems, Z-tech india, Maccaferri, Reinforced Earth India, Netlon

26. Anti carbonation paints CICO, MBT, FOSROC 27. Void former Spiral tubes pvt. Ltd. (Spiro), steel auto

industries,Hellical Tubes 28. Thermoplastic paints CBM, CMS 29. PVC waterstops Fixopan, Maruti Rubber 30. RMC ACC, BIRLA, L&T 31. HSFG Bolts Unbrako Precision, Panchsheel Fasteners,

Laxmi Precision Fasteners 32. Kerb Stone Nitco Prefab, K.K. Manhole, TERRAFIRMA,

UNISTONE & Precasted by the agency at site with prior approval of Engineer-in-Charge.

33. Paverblocks Nitco Prefab, Ultra KK, TERRAFIRMA, UNISTONE.

Equivalent material to be approved by the Chief Engineer-in-charge.





CHAPTER 4

GENERAL SCOPE OF WORK





CHAPTER 4 : GENERAL SCOPE OF WORK 4.1 BROAD SCOPE

This tender documents pertain to construction of Elevated Road over Barapulla Nallah from Jawahar Lal Nehru Stadium to Aurobindo Marg as phase II part of total Project. In Phase I, the elevated road from Sarai Kale Khan to Jawahar Lal Nehru Stadium has already been completed. Phase III will be covering the stretch from Sarai Kale Khan to Mayur Vihar. The work broadly comprises of the following:-

4.1.1 To ensure signal free movement between East Delhi and South Delhi, Barapulla

corridor has been planned by Govt. of Delhi. In phase I of the project, the stretch from Sarai Kale Khan to Jawahar Lal Nehru stadium has been completed and opened to traffic. In phase II, it is planned to cover the corridor from Jawahar Lal Nehru Stadium to Aurobindo Marg.

The pre-cast segmental construction technology (Span to Span method of construction technology) shall be adopted with three/four span continuous, with straight/curved box girders with deck width around 10 m. The segments shall be match cast and erected at site is the proposed broad sequence of construction. The general span will be in the range of 32 to 35m, however the length & nos. of spans in a continuous unit will vary depending on site constraints. The same will be well planned in earlier stage of work based on the utilities plan & other site constraint.. Though at most of the locations in superstructure, it is Pre-cast segmental construction, however, if due to site constraints, Pre-cast construction is not feasible then cast in situ construction at such locations shall be adopted.

The whole superstructure shall be supported on a system of bearings on single pier, provided in central verge. The outer pre-cast surface of the crash barrier and reinforced earth wall will have texture finish with the use of form liner. Reinforced earth wall shall be provided in the closed portion of loops, Elevated road, flyovers and ramps. The scope of the work broadly includes construction of (i) Pile Foundation as per approved drawings (ii) Piers of required shape and height. Piers will have flutings / grooves / logos

as per the approved designs and shall be casted in single lift.





(iii) Casting of superstructure with precast segmental technology, cantilever construction, Precast Pretensioned I beams and cast-in-situ solid slab superstructure etc. as per approved construction drawing.

(iv) Expansion Joints (v) Wearing Course, drainage spouts and Crash barriers with form liner finish (vi) Reinforced Earth Wall with precast facia panel with form liner finish and

galvanized steel strip reinforcement. (vii) Earth filling and road crust as per specifications

4.1.2 Other Structures

4.1.2.1 Embankment– The earth filling inside the RE wall shall be granular in nature

and as per the specification. 4.1.2.2 Road Works – Flexible pavements consisting of Granular Sub Base, Wet Mix

Macadam and Bituminous course is proposed over sub grade as per design. 4.1.2.3 Miscellaneous Works - Includes construction of storm water drains, drainage

pipes footpath, kerb stone, street lighting, signages and railing etc. 4.1.4 This is an item rate tender and work is to be carried out based on design and

drawing finalised by PWD. For some items like Reinforced Earth Wall, launching Truss / Girders, Bearings, Expansion Joints, pre-stressing and temporary works etc., it has been specifically mentioned that the contractor shall submit design/drawing of specialised agency for the approval and acceptance by PWD before execution. This is deemed to be included in the quoted rates of the contractor and nothing extra shall be paid on this account. The detailed scope of work for each item and schedule of quantity is given in Volume 3 of Financial Bid Documents. Volume 4 of the Financial Bid Documents includes General arrangement drawings as well as other drawings to guide the contractor for the scope of work.

The nomenclature of the item given in Volume 3 of tender documents gives, in general the work content but is not exhaustive i.e. does not mention all the incidental works required for complete execution of works. There are several incidental items, which are not mentioned in the Scope of Work of each item but will be necessary to complete the item in all respects. All the incidental works which are not covered in the scope of the work of the said items, but are necessary to complete the item shall be deemed to have been included in the rates quoted by the tenderer in the Schedule of Quantities. No adjustment of rates shall be made for any variation in quantum of incidental works with respect to drawing and/or instruction of Engineer-in-Charge as deviation in any such





element of the work which is incidental to main items of work and are necessary to complete the item in all respects. Unless otherwise provided, work like centering, shuttering, concrete admixtures, grouting, HDPE ducts for prestressing, anchorages(permanent & future provision) reinforcement couplers etc. are not payable separately and the quoted rates of relevant RCC / PCC items shall be deemed to take into account all such works.

The rates quoted by the contractor shall broadly include preliminary works like setting and maintenance of permanent bench marks, reference points, central line of the carriageway setting out of approaches centerline, pier locations& its orientation. It shall also include making adjustment in the layout if required as per site conditions and as directed by the Engineer-in-Charge. The lay out shall be got approved from the Engineer-in-Charge before starting actual work. Existing levels of the area under the scope of work shall also be recorded. All ancillary and incidental facilities required for execution of the work e.g. labour camps, stores, laboratory for testing equipments, offices for contractors, work shop facilities, watch and ward, temporary structures for plants and machinery, erection equipments, water storage structure, tube wells, electric/telephone installation and charges, liaison work, protection work during execution not included in the main items, any other item/activity contained in the tender documents which is necessary for execution of work in the opinion of the Engineer-in-Charge, shall be deemed to be included in the quoted rates of the contractor.. For all the RCC works, chamfering or rounding etc. may be required to be provided, for architectural purposes, in lieu of sharp edges. The Contractor shall provide such shapes by making necessary provisions in the shuttering for which no separate payment shall be made. At the same time, no reduction in volume of concrete due to providing such shape shall be made.

4.2 Protection of Work The contractor shall provide proper protection for carrying out the work in

weather condition which may adversely affect the works with the approval of Engineer-in-charge. Permanent works under construction and materials for such works shall be protected from exposure to weather conditions which may adversely affect the quality and performance of the permanent works and the materials. The compliance of these provisions are deemed to be included in the quoted amount and nothing extra shall be paid on this account.

Financial Bid Vol. II (Specifications) 133 Barapulla Elevated Corridor : Phase II

A.E.(P) E.E.(P) Correction ............NIL........ Deletion ….............NIL........ Insertion ……........ NIL........

FINANCIAL BID

VOLUME -2

(SPECIFICATIONS)



INDEX


B. FINANCIAL BID







CHAPTER 5

SITE CONDITIONS



CHAPTER – 5

SITE CONDITIONS

5.1 Site conditions given hereunder and elsewhere are given as guidelines and

contractor shall satisfy himself regarding all aspects of site conditions and no

claim will be entertained on the plea that the information supplied by the

department is erroneous or insufficient or at variance with site condition.

5.2 LOCATION

The project comprises of construction of elevated road over Barapulla Nallah

starting from Jawaharlal Nehru Stadium to Aurobindo Marg and other

connecting loops at Sarai Kale Khan, Aurobindo Marg and on intermediate

locations as per the tender drawings. The alignment also crosses Railway

Track.

The approach to the all the sites of work shall be made and maintained by the

contractor at his own cost. The tenderer has to plan most of their construction

activities carefully as only limited space will be available for construction

activities.

The yard for batching plant, precast elements, stores, godowns etc shall be

established by the contractor at the site approved by Engineer–in–charge.

The land will be provided by PWD. Suitable location and scheme for

establishment of this yard shall be submitted by the contractor to Engineer-in-

charge for approval. The contractor shall make all suitable arrangements for

establishment of working yard at / near site including earth filling (if required)

to raise the ground level, protection works to avoid flooding of yard during

monsoon, construction of approach roads to / inside the yard, barricading and

all incidental works required for operation of casting yard / working yard /

batching plants and nothing extra shall be payable for making all these

arrangements. No claim for lead shall be entertained from yard to the site.

The land for casting and working yard, batching plants etc. has to be

arranged by the contractor. However, if the same is arranged by the

department and the contractor wishes to utilize it, the same shall be

handed over to the contractor on ‘as is where is basis’, which can be in

one piece or more than one piece, depending on availability of land. In

such a situation, a rent @ Rs. 55,550/- (Fifty five thousand five hundred

and fifty only) per acre per month shall be recovered from the

contractor. The contractor shall use this land for works related to this

contract only and not for his any other contracts / works. Only the T&P,

laboratories and material related to this contract shall be stored at this land(s).

The area made available to the contractor must be cleaned and handed over



in the original condition to the department as soon as the intended use is

complete and / or before the recording of completion certificate by the PWD

whichever is earlier.

5.3 BENCH MARK

The contractor has to establish the correct positions of bench marks precisely

on site with respect to the arrangement shown in the drawings or as per the

direction of the Engineer-in-charge and maintain the same till end of project.

5.4 VARIATION IN WATER TABLE

No extra payment will be admissible on account of any variations in the water

levels including sub – soil level at the site of work from those given in the

tender documents.

5.5 SITE CONSTRAINTS

The work has to be executed without disrupting the traffic especially at

Aurobindo Marg and Ring Road at Sarai Kale Khan. The contractor will have

to carefully plan his sequence of operations so that the traffic moves

unhindered at all times. The traffic diversion plan evolved by the contractor for

execution of the work at all locations will require approval of Delhi Traffic

Police and of the PWD. Modifications suggested by the Traffic Police and also

by the Department (PWD) shall be implemented by the contractor during

execution of the work.

Diversion of traffic as required for construction activities shall be arranged by

the contractor to the satisfaction of Engineer-in-Charge / Delhi Traffic Police.

However for diversion of traffic, if additional road / pavement is required to be

constructed, the same shall be decided by the Engineer-in-Charge. There are

certain services running along the existing carriageway and service road /

footpath etc. There may also be certain services fouling with the alignment of

proposed bridges and approaches. The contractor shall verify these services at

site and identify additional services, if any, well in advance by coordinating with

local authorities / agencies or by making trial pits and if required these shall be

removed / shifted by the contractor in consultation with the service provider

agency. Payment for this shall be made as per terms and conditions of the

contract. No claim for delay or otherwise due to above reasons shall be

entertained on this account.



5.6 CLIMATIC CONDITIONS

The climate in this region is extreme with three major seasons - winter,

summer and rainy. The winter season lasts from October to March, summer

season from April to June and rainy season from July to September. This is

only for guidance and there may be variations. In the rainy season the

supplementary drain will carry the rain fall of the entire catchment area and

HFL is marked on the existing old bridge by the flood control department.

5.7 HOUSING, WATER SUPPLY, DRAINAGE AND ELECTRICITY

No accommodation is available at the site of work. The contractor has to

make his own arrangements for electric connection, housing, stores and field

offices, accommodations for his labour and other employees etc. including

drainage arrangements. Contractor should visit the site and see in what

manner he is able to arrange the above. Arrangement of water for drinking

purpose in addition to the water required for construction work is also to be

made by the contractor. For electric connection, the contractor shall obtain

necessary connection as per requirement from BSES (concerned

organization) and the contractor shall be authorized to use the same for

execution of work. The department shall provide necessary help for obtaining

electric connection.

In case of flooding of site on account of rising of water in the supplementary

drain or for any other cause, or any other damage whatsoever, no claim

financially or otherwise shall be entertained, notwithstanding any other

provisions elsewhere in the tender documents.

5.8 DEWATERING

Any dewatering required on account of heavy rains or water from any other source shall be carried out by the contractor at his own cost and no claim on this account will be entertained by PWD.

5.9 GROUND WATER TABLE, SOIL CONDITIONS AND SOIL INVESTIGATION

It shall be deemed that the contractor has satisfied himself as to the nature and location of the work, general and local conditions and particularly those pertaining to transport, handling, availability and storage of materials, availability of labour, weather conditions at site and general ground/sub soil conditions and the contractor has to quote his rates accordingly. The department will bear no responsibility for the lack of such knowledge and also the consequences thereof to the contractor. The information and site data shown in the drawings and mentioned in the tender documents are furnished for general information and guidance only. The Engineer-in-Charge



in no case shall be held responsible for the accuracy thereof or/and deductions, interpretations or conclusions drawn there from by the contractor and no claim shall be entertained whatsoever if the site conditions/information is different or otherwise incorrect. It will be presumed that the contractor has satisfied himself for all possible contingencies, situations, bottlenecks and acts of coordination which may be required between the different agencies. The contractor(s) shall study the soil investigation report for the site, available in the office of the Engineer-in-Charge and satisfy himself about complete characteristics of soil and other parameters at site. However, no claim on the alleged inadequacy or incorrectness of the soil data supplied by the department shall be entertained. The contractor, if he feel necessary and with the approval of Engineer-in-Charge, may also be required to carry out necessary confirmatory soil investigation at all pier locations or at required location of piers, through required no. of bore holes at each location. The subsoil investigation will be got carried out through a firm of repute to be approved by Engineer-in-Charge. The cost of soil investigation will be paid to the contractor as per the item of Schedule of Quantities. The contractor will also get the confirmatory soil investigation report vetted from the structural/Proof consultant, already appointed by PWD, and nothing extra shall be paid on this account.



CHAPTER 6

MATERIALS SPECIFICATIONS



CHAPTER – 6

6. MATERIALS AND TESTING

6.1 GENERAL :

This Chapter covers the specifications of only the main and important materials to be used in various items of the work. For the materials whose specifications are not covered in this chapter, the contractor shall follow the relevant specifications in the accepted order of preference given under special conditions of the contract. All materials shall be of best available quality and shall be in conformity with the specifications laid down in the contract document.

6.1.1 SOURCE OF MATERIALS

It shall be the responsibility of the contractor to procure all the materials required for construction and completion of the contract. The contractor shall indicate in writing the source of materials well in advance to the Engineer-in-Charge, after the award of the work and before commencing the work. If the material from any source is found to be unacceptable at any time, it shall be rejected by the Engineer-in-Charge and the contractor shall forthwith remove the material immediately from the site as directed by the Engineer-in-Charge.

6.1.2 QUALITY

All materials used in the works shall be of the best quality of their respective kinds as specified herein, obtained from sources and suppliers approved by the Engineer-in-Charge and shall comply strictly with the tests prescribed hereafter, or where tests are not laid down in the specifications, with the requirements of the latest issues of the relevant Standards/Codes in the accepted order of preference given under special conditions of contract. i Sampling and Testing: All materials used in the works shall be subjected to

inspection and test in addition to test certificates. Samples of all materials proposed to be used in the permanent works shall be submitted to the Engineer-in-Charge at least 30 days in advance for approval before actual materials are brought to the site for construction/execution.

Samples approved by the Engineer-in-Charge after necessary tests are to be kept and labeled in boxes suitable for storage. Materials or workmanship not corresponding in character and quality with approved samples will be rejected by the Engineer-in-Charge. Samples required for approval and testing must be supplied sufficiently in advance to allow for testing and approval, due allowance being made for the



fact that if the first samples are rejected further samples may be required. Delay to the works arising from the late submission of samples will not be acceptable as a reason for delay in completion of the works. Materials shall be tested before leaving the manufacturer’s premises, quarry or resource, wherever possible. Materials shall also be tested on the site and they may be rejected if not found suitable or in accordance with the specification, notwithstanding the results of the tests at the manufacturer’s premises or elsewhere or test certificates or any approval given earlier. The contractor shall supply material required for testing free of charge and make necessary arrangement for transportation of test samples to laboratory. The cost of tests that are not required to be tested in the field lab to be set up by the contractor shall be borne by the contractor The cost for all tests conducted in the field lab set up by the contractor or at Manufacturer’s premises or test conducted at the beginning of work or change of source shall be borne by the contractor.

ii Dispatch of materials: Materials shall not be dispatched from the manufacturer’s works to the site without written authority from the Engineer-in-Charge.

iii Test certificates: All manufacturer’s certificates of test, proof sheets, etc.

showing that the materials have been tested in accordance with the requirement of this specification and of the appropriate Codes/ Standard are to be supplied free of cost to the Engineer-in-Charge.

iv Rejection : Any materials that have not been found to conform to the

specifications will be rejected forthwith and shall be removed from the site by the Contractor at his own cost within one week or as instructed by the Engineer-in-Charge. The Engineer-in-Charge shall have power to cause the Contractors to purchase and use such materials from any particular source, as may in his opinion be necessary for the proper execution of the work.

6.1.3 STORAGE OF MATERIALS

Materials shall be kept in the joint custody of the contractor & the representative of the Engineer-in-charge. Department shall not provide any storages. Should the place where material is stored by the Contractor be required by the Engineer-in-Charge for any other purpose in connection with this work, the Contractor shall forthwith remove the material from that place at his own cost and clear the place for the use of the Employer.

Materials required for the work whether brought by the contractor or supplied by the department shall be stored by the contractor only at places; in standard profiles and in the manner approved by the Engineer-in-Charge. Storage and safe custody



of materials shall be the responsibility of the contractor. The contractor shall make sure that the materials shall be brought in, at a time, in adequate quantities to suffice for the whole work or for at least a month's work. The storage of materials shall be in accordance with IS 4082 “Recommendation on stacking and storage or construction materials on site” and as per IS 7969 “Safety code for handling and storage of building materials”.

The contractor shall construct suitable godowns at the site of work for storing the materials safe against damage due to sun, rain, dampness, fire, theft etc. He shall also employ necessary watch and ward establishment for this purpose and no extra claim whatsoever shall be entertained on this account.

The materials which are likely to get deteriorated shall be stored under covered sheds with waterproof roofs constructed on consolidated elevated platform with adequate seepage control measures as per direction and satisfaction of Engineer-in-charge. The quoted rates for various items shall be deemed to have included the cost of storage. The storage space shall be open for inspection as and when required by the Engineer-in-charge or his authorized representative.

The procedure for storing and stacking the important materials which the contractor must adhere to during the currency of contract work shall be as specified and/or as directed by the Engineer-in-Charge.

6.1.4 EXPLOSIVE AND INFLAMMABLE MATERIALS

If explosives or inflammable materials are to be used for execution of the works, the

contractor shall at his expense obtain such licenses as may be required for storing and using explosive and/or inflammable materials. Contractor shall at his own cost locate, construct and maintain magazines if such are required for storage in accordance with the requirements of the appropriate rules in force for their use and safety.

6.1.5 MATERIALS FOUND AT SITE OF WORK

Materials (other than unserviceable materials) obtained from dismantling and excavation of the site shall remain the property of the department and shall be disposed of as the Engineer-in-charge may direct. All fossils, coins, articles of value or antiquity and structures or other remains or things of geological or archaeological interest discovered on the site shall be the absolute property of the department and the contractor shall take reasonable precautions to prevent his workmen or any other person from removing or damaging any such articles or valuables and shall immediately upon discovery thereof and before removal, acquaint Engineer-in-Charge and obtain his directions as to the disposal of the same at the expense of department.



6.2 CEMENT

1. Type of Cement: Cement to be used in the works shall be any of the following

as mentioned in nomenclature of items and/ or as approved by Engineer-in-charge.

I. Ordinary Portland cement, 43 Grade conforming to IS:8112

II. Ordinary Portland cement, 53 Grade conforming to IS:12269

III. Portland slag cement conforming to IS:455 and conforming to strength

requirement of IS:8112

2. Supply of Cement: Cement shall be procured from approved manufacturer of

cement having a production capacity of one million tonne per annum or more and holding license to use ISI certification mark for their product. The list of approved manufacturers is mentioned elsewhere in the Tender Document. Supply of cement shall be taken in 50 kg bags bearing manufacturer’s name and ISI marking. Samples of cement arranged by the contractor shall be taken by the Engineer-in-Charge and got tested in accordance with provisions of relevant BIS codes. In case test results indicate that the cement arranged by the contractor or RMC supplier does not conform to the relevant BIS codes, the same shall stand rejected and shall be removed by the contractor or RMC supplier, as the case may be, at his own cost within a week’s time of written order from the Engineer-in-Charge to do so.

To the extent possible, complete lot of cement of each type shall be obtained

from one constant pre-approved source throughout the contract. Cement of different types shall not be mixed together. Different grade/brands of cement, or the same grade/brand of cement from different sources, shall not be used without express consent and prior approval of the Engineer-in-Charge.

3. Batch and MTC : Every batch of cement will be accompanied with a

Manufacturer’s Test Certificate and subsequent tests will be conducted as per the QAP

4. Packing: Packed cement shall be delivered to the site in original sealed bags

which shall be labeled with the weight, name of manufacturer, brand, type, week of manufacture and ISI mark. Cement received in torn bags shall not be used. Contractor may obtain cement in bulk and store it in suitable silos of adequate capacity. Each type of cement shall be stored in a separate silo and it shall be ensured, that cements of different quality are not mixed up.



5. Delivery: All cement shall be fresh when delivered and at ambient atmospheric

temperature. The cement shall be brought at site in bulk supply of approximately 50 tonnes or more as decided by the Engineer-in-Charge.

6. Storage: Cement Godown of adequate capacity conforming to CPWD

specifications shall be constructed by the contractor at site of work for which no extra payment shall be made. The contractor shall be responsible for the watch and ward and safety of the cement godown. The contractor shall facilitate the inspection of the cement godown by the Engineer-in-charge or his authorised representative at any time. Cement brought to site shall not be removed from site without written permission of Engineer-in-charge.

Separate godowns shall have to be provided for different grades / types of cement. Each godown shall display the grade / type of cement stored in it prominently. The testing of cement shall be carried out in advance. At least 15 days quantity shall be available at all times during the construction period in the godown

7. Uniformity: In fair faced elements, the cement used in the concrete for any

complete element shall be from a single consignment. All cement for exposed concrete shall be from the same approved source and uniform in colour.

8. Consumption: The actual receipt and consumption of cement of each type on

the work shall be regulated and proper accounts maintained. The theoretical consumption of cement shall be worked out before the payment of each Running Bills. The cement register as per direction of Engineer –in –Charge for issue and receipt of cement shall be maintained by the contractor under the control of authorised representative of Engineer-in-charge.

6.3 COARSE AGGREGATES

Coarse aggregate shall consist of naturally occurring crushed stones, crushed gravel, natural gravel or a suitable combination thereof. Coarse aggregate obtained from crushed or broken stone shall be angular, hard, strong, dense, durable, clean and free from adherent coating, injurious amounts of disintegrated pieces, alkali, vegetable matter, soft, friable, thin plate, elongated or flaky pieces and any deleterious material. The presence of flaky and elongated pieces shall be avoided. Coarse aggregate having positive alkali-silica reaction shall not be used. All coarse aggregates shall conform IS:383 and tests for conformity shall be carried out as per IS:2386, part-I to part- VIII The maximum value for flakiness index shall not exceed 35%. The maximum quantity of deleterious material shall not exceed the limit specified in Table I of IS:383.



The nominal maximum size of aggregate to be used in R.C.C and PSC work shall be 20 mm.

In order to obtain optimum workability, single sized aggregates of nominal size 20mm, 10mm, 4.75mm and 2.36mm will be blended in such a way that the grading curve for all aggregates will be a smooth curve from size 0.15mm to 25mm falling within the established envelop grading curve. Contractor shall establish envelop grading curve for each grade of concrete for given maximum size of aggregates and get it approved by Engineer-in-Charge before finalising the mix design. However, the grading of aggregate shall be controlled by obtaining the coarse aggregate in different sizes and blending them in correct proportions as and when required. The contractor shall satisfy himself that the material proposed to be used for construction complies with the requirements of IS: 383 and shall submit the entire information indicated in Appendix ‘A’ of IS: 383 for approval of the Engineer-in-charge. In case the aggregate tested do not comply with any requirement of the specifications, the source for the same shall be rejected. No further samples from the rejected source shall normally be considered for approval.

The aggregate shall be stored in such a way as to prevent mixing with foreign materials. Different sizes of coarse aggregate shall be stored in paved area in separate stock piles sufficiently distant from each other in order to prevent intermixing of the materials at the edges of the stock piles.

6.4 FINE AGGREGATE

Fine aggregate shall consist of clean, hard, strong and durable pieces of crushed stone, crushed gravel, or a suitable combination of natural sand, crushed stone or gravel. They shall not contain dust, lumps, soft or flaky, materials, mica or other deleterious materials in such quantities as to reduce the strength and durability of the concrete, or to attack the embedded steel. Motorized sand washing machines should be used to remove impurities from sand. Fine aggregate having positive alkali-silica reaction shall not be used. All fine aggregates shall conform to IS: 383 and tests for conformity shall be carried out as per IS: 2386, (Parts I to VIII). The contractor shall submit the entire information indicated in Appendix A of IS:383 for approval of Engineer-in-charge. In case the aggregate tested do not comply with any requirement of the specifications, the source for the same shall be rejected. No further samples from the rejected source shall normally be considered for approval The fine aggregate shall conform to Zone II or Zone III of IS: 383 as per requirement of trial mix design (or any combination of the two as approved by Engineer-in-Charge; the decision of Engineer-in- Charge in this respect shall be



final). The quality, tests and acceptance criteria for fine aggregates shall be same as per IS:383.The silt content of fine aggregate used for trial mix shall be recorded and silt content in the fine aggregate shall neither exceed 6% nor 1% more than that of the fine aggregate used in the trial mix.. Regarding storage of fine aggregate, provisions as specified for coarse aggregate shall apply.

6.5 WATER

Water used for mixing and curing shall be clear and free from injurious impurities like oils, acids, alkalis, salts, sugar, organic material or other substances that may be deleterious to concrete or steel. The maximum permissible limits for physical and chemical impurities shall be as per Quality Control requirements of this tender document. The PH value of water shall not be less than six. Potable water is generally considered satisfactory for mixing concrete. As a guide, the following concentrations represent the maximum permissible values. (a) To neutralize 100 ml sample of water, using phenolphthalein as an indicator, it

should not require more than 5 ml of 0.02 normal NaOH. The details of test are given in 8.1 of IS:3025 (Part 22).

(b) To neturalise 100 ml sample of water, using mixed indicator, it should not require more than 25 ml of 0.02 normal H2S04. The details of test shall be as given in Clause 8 of IS:3025 (Part 23).

(c) Permissible limit for solids shall be as under.

Tested as per Permissible limit (max.)

Organic IS:3025 (Pt. 18) 200 mg/lit.

Inorganic IS:3025 (Pt. 18) 3000 mg/lit.

Sulphates (as SO3) IS:3025 (Pt. 24) 400 mg/lit.

Cholorides (as Cl) IS:3025 (Pt. 32) 2000 mg/lit. for concrete work not containing embedded steel and 500 mg/lit. for pre-stressed / reinforced concrete work.

Suspended matter IS:3025 (Pt. 17) 2000 mg/lit.

Water found satisfactory for mixing is also suitable for curing concrete; however water used for curing shall not produce any objectionable stain or unsightly deposit on the concrete surface. The presence of toxic acid or iron compounds is objectionable.



6.6 ADMIXTURES

The admixtures, if used shall comply with the requirement of IS: 9103. Admixtures shall not impair durability of concrete nor combine with constituents to form harmful compounds nor risk the corrosion of reinforcement. The contractor shall provide the following details concerning each Admixture proposed to be used, after obtaining the same from the manufacturer, for the prior approval of the Engineer-in-charge along with a copy of the Manufacturer’s Test Certificate of not earlier than 6 months. (a) Normal dosage and detrimental effects, if any, of under dosage and over

dosage. (b) The chemical names of the main ingredients in the admixtures. (c) The chloride content, if any, expressed as a percentage by the weight of the

admixture. (d) Values of dry material contents, ash content and relative density of the

admixture which can be used for Uniformity Tests. (e) Whether or not the admixture leads to the entrainment of air when used as per

the manufacturer’s recommended dosage, and if so to what extent. (f) Where two or more admixtures are proposed to be used in any one mix,

confirmation as to their compatibility. (g) There would be no increase in risk of corrosion of the reinforcement or other

embedment as a result of using the admixture. The suitability of all admixtures shall be verified by trial mixes of concrete with 0.5% & 1% of admixtures to ascertain compatibility between a particular cement and a particular admixture at no additional cost and as per direction of Engineer-in-Charge The workability, compressive strength and slump loss of concrete with and without the use of admixture shall be established during the trial mixes before use of admixture The minimum cement content specified shall not be reduced on account of the use of the Admixtures. Cost of all admixtures shall be borne by the contractor and deemed to have been included in his offer.

Admixture in addition to conformity to the requirement IS: 9103 shall satisfy the following conditions. (a) “Plasticisers” and “Super-Plasticisers” shall meet the requirements indicated

for “Water reducing Admixture”.

(b) Except where resistance to freezing and thawing and to disruptive action of deicing salt is necessary, the air content of freshly mixed concrete in accordance with the pressure method given in IS:1199 shall not be more than 2 per cent higher than that of the corresponding control mix and in any case not more than 3 per cent of the test mix.



(c) The chloride content of the admixture shall not exceed 0.2 per cent when tested in accordance with IS:6925. In addition, the maximum permissible limit of chloride content of all the constituents in concrete expressed as chloride-ion shall not exceed 0.10 percent for PSC and 0.20 percent for RCC by mass of cement used.

(d) Uniformity tests on the admixtures are essential to compare qualitatively the

composition of different samples taken from batch to batch or from the same batch at different times.

The tests that shall be performed along with permissible variations in the same are indicated below:

- Dry Material Content : to be within 3 per cent and 5 per cent of liquid and

solid admixtures respectively of the value stated by the manufacturer. - Ash content: to be within 1 per cent of the value stated by the

manufacturer.

Relative Density (for liquid admixtures) to be within 2 per cent of the value stated by the manufacturer.

(e) All tests relating to the concrete admixtures shall be conducted periodically at

an independent laboratory and compared with the data given by the manufacturer.

6.7 SILICA FUME

Silica Fume may be delivered as in Natural state, in Densified state or as Slurry. The requirements shall apply to dry silica fume or the dry powder part of the slurry before mixing the slurry. It should be procured from a proven and reliable manufacturer / supplier to the satisfaction of Engineer-in-Charge The minimum cement content as specified in tender document shall not be reduced on account of the use of silica fume.

Silica fume conforming to IS-15388 shall be used as part replacement of cement provided uniform blending with cement is ensured. Silica fume shall normally be used in proportion of 5 to 10 percent of the cement content of a mix.

When silica fume is used in powder form, the contractor shall take all precautions against potential health hazards during handling of the material. Chilled water and/ or ice shall be used in the concrete mix depending on the ambient temperature, dimensions of the concrete element, rate of pouring and design mix constituents. Special profuse curing arrangements shall be made for dissipation of the heat of hydration. The water curing shall be continued for a period of 21 days. The concrete design mix and arrangement for mixing, transportation, and curing of concrete shall subject to the approval of the Engineer-in-Charge.



6.8 STEEL REINFORCEMENT :

6.8.1 Type of Steel Reinforcement : Contractor shall be allowed to use only TMT bars

of grade Fe 500D conforming to IS:1786.

6.8.2 Supply of Steel Reinforcement: The contractor shall procure steel reinforcement

bars conforming to relevant specifications from main producers listed in this

document and no re-rolled steel shall be permitted. The contractor shall have to

obtain and furnish test certificates to the Engineer-in-Charge in respect of all

supplies of steel brought by him to the site of work. Samples shall also be taken and

got tested by the Engineer-in-Charge as per provisions contained in this regard in

approved Quality Assured Plan. In case the test results indicate that the steel

arranged by the contractor does not conform to BIS codes, the same shall stand

rejected and shall be removed from the site of work by the contractor at his cost

within a week’s time from written orders from the Engineer-in-Charge to do so.

In case of non-availability of steel from primary producers, the NIT approving authority may permit use of TMT reinforcement bars procured from secondary producers subject to the following

(a) The secondary producers must have valid BIS license to produce HSD bars conforming to IS 1786 : 2008. In addition to BIS license, the secondary producer must have valid license from either of the firms Tempcore, Thermex, Evcon Turbo & Turbo Quench to produce TMT Bars.

(b) The TMT bars procured from secondary producers shall conform to the specifications as laid by Tempcore, Thermex, Evcon Turbo & Turbo Quench as the case may be.

(c) TMT bars procured either from primary producers or secondary producers, the specifications shall meet the provisions of IS 1786 : 2008 pertaining to Fe 500D grade of steel as specified in the tender.

(d) The contractor shall have to obtain and furnish test certificates to the Engineer-in-charge in respect of all supplies of steel brought by him to the site of work.

(e) Contractor may be permitted to use TMT reinforcement bars procured from secondary producers, if TMT reinforcement produced by primary producers is not available in the market, subject to rate of providing & laying TMT reinforcement bars, as quoted by the contractor in the tender, reduced by Rs.12.87/- per kg. ( Which includes Contractor’s Profit and Over Heads as applicable). Also, the base price of TMT reinforcement bars as stipulated under schedule F be reduced by Rs. 9264/- per M.T.

The steel reinforcement shall be brought to the site in bulk supply of 9 MT or more for each dia. as decided by the Engineer-in-Charge. The contractor shall produce original



challan voucher for purchase of steel reinforcement from approved manufacturer as a proof of having purchased steel reinforcement from approved manufacturer. For checking nominal mass, tensile strength, bend test, re-bend test etc. specimens of sufficient length shall be cut from each size of the bar at random, and at frequency not less than that specified below:

Size of bar For consignment below 100 tonnes

For consignment above 100 tonnes

Under 10 mm dia bars One sample for each 25 tonnes or part thereof

One sample for each 40 tonnes or part there of

10 mm to 16 mm dia bars



Over 16 mm dia bars One sample for each 45 tonnes or part there of


The contractor shall supply free of charge the steel required for testing including its transportation to testing laboratories. The cost of tests shall be borne by the contractor.

6.8.3 Storage : The steel reinforcement shall be stored by the contractor at site of work

about 30 cm above the ground surface in such a way as to prevent distortion and

corrosion and nothing extra shall be paid on this account. Bars of different sizes and

lengths shall be stored separately and properly to facilitate easy counting and

checking. The reinforcement bars shall be given a cement and inhibitor wash as

soon as they reach the site and before stacking to prevent scale and rust at no extra

cost to the department. The procedure for applying cement and inhibitor wash shall

be as follows:-

a. Cleaning of steel reinforcement by wire brush for dust and sand blasting rust. b. Apply one coat of cement slurry (1 kg cement and 600c.c. inhibitor solution

Patent No. 109784/67) by dipping or brushing. Allow it to dry for 24 hours in shade. The preparation and application of the solution shall be as per Manufacturer’s instructions and got approved by the Engineer-in-charge.

c. The second coat of cement slurry (1 kg cement and 600 c.c. inhibitor solution shall be applied on reinforcement bar after cutting and bending but before placing in position.

Any reinforcement which is certified as corroded by the Engineer-in-charge shall be removed from the site.

6.8.4 Bending and Fixing: All reinforcement work shall be executed in conformity with

the drawings supplied and instructions given by the Engineer-in-Charge and shall

generally be carried out in accordance with the relevant Indian Standard

Specifications IS: 2502- Bending and Fixing of Bars for Concrete Reinforcement.



Every bar shall be inspected before assembling on the works and any defective,

brittle, excessively rusted or burnt bars or bars with crack ends shall be removed.

All bars will be carefully and accurately bent by approved means in accordance

with IS: 2502, and relevant drawings. It shall be ensured that depth of crank is

correct as per the bar cutting and bending schedule. Bent bars are not to be

straightened for use in any manner that will injure the material.

6.8.5 Consumption: Reinforcement shall be measured in length of different diameters

as actually (not more than as specified in the drawings or authorised by engineer-

in-charge) used in the work nearest to a centimetre. The actual issue and

consumption of steel on work shall be regulated and proper account maintained as

provided in clause 10 of “General conditions of contract for CPWD works 2010,

amended upto last day of the month prior to month of submission of tender”. The

theoretical consumption of steel shall be worked out as per procedure prescribed

in clause 42 of the contract and shall be governed by conditions laid therein. No

payment for excess consumption of steel shall be allowed. However, for

consumption lesser beyond the permissible theoretical variation recovery shall be

made in accordance with conditions of contract without prejudice to action for

acceptance of work/item at reduced rate or rejection as the case may be.

The theoretical consumption of steel shall be worked out for measurement of

payment. Steel brought to site and steel remaining unused shall not be removed from

site without the written permission of the Engineer-in-Charge. The standard sectional

weights are as given below.

Dia. of Bar

(mm) 6 8 10 12 16 18 20 22 25 28 32 36 40

Weight

(Kg/m) 0.222 0.395 0.617 0.888 1.58 2.00 2.47 2.98 3.85 4.83 6.31 7.99 9.85

i) Records of actual sectional weights shall be kept dia wise and lot wise. The average sectional weight for each diameter shall be arrived at from samples from each lot of steel received at site. The decision of the Engineer-in-Charge shall be final for the procedure to be followed for determining the average sectional weight of each lot. Quantity of each diameter of steel received at site of work each day will constitute one single lot for the purpose. The weight of steel by conversion of length of various sizes of bars based on the actual weighted average sectional weight shall be termed as Derived Actual Weight.

(a) If the Derived Weight as in sub-para (i) above is lesser than the standard weight as in the table above then the derived actual weight shall be taken for payment.



(b) If the derived actual weight in sub-para (i) above is found more than the standard weight, then the standard weight as given in table above shall be taken for payment. In such case nothing extra shall be paid for the difference between the derived actual weight and the standard weight.

6.8.6 The steel brought to site and the steel remaining unused shall not be removed

from site without the written permission of the Engineer-in-charge.

6.8.7 Bar Bending Schedule : Prior to starting bar bending work, the Contractor shall

prepare bar bending schedule from the structural drawings supplied to him and get

the same approved from the Engineer-in-Charge in conformity with IS: 2502. Any

discrepancies and inaccuracies found by the Contractor in the drawings shall be

immediately reported to the Engineer-in-Charge whose interpretation and decision

there to, shall be accepted. No work shall be commenced without the Engineer-in-

Charge’s approval of the bar bending schedule.

6.8.8 Lapping: As far as possible, bars of the maximum length available shall be used.

Laps shown on drawings or otherwise specified by the Engineer-in-Charge will be

based on the use by the Contractor of bars of maximum length. Payment for

reinforcement shall be made only for reinforcement shown in such drawings and

approved bar bending schedule. The laps, chairs and spacers shall not be

measured for payment separately. The contractor shall quote his rate considering

the component of wastage, transportation, laps, chairs and spacers etc. Use of

couplers/grips may be permitted without any extra cost to PWD.

6.8.9 Welding: Welding of reinforcement shall generally be not accepted. Welding of

reinforcing bars (including tack welding for whatever reason), other than that

specified elsewhere to make provision for earthing, shall only be carried out when

approved by the Engineer in Charge. Wherever specified, all lap and butt welding

of bars shall be carried in accordance with IS:2571 using the appropriate welding

materials and methods and carried out by qualified and experienced welders. The

extreme non twisted end portion shall be cut off before welding. Electrodes with

rutile coating should be used. Bars shall be free from rust at the joints to be

welded. Slag produced in welding after alternative run should be chipped and

removed by brush. Electrode should not be lighted by touching the hot bar. The

welding procedure shall be approved by the Engineer-in-Charge and tests shall be

made to prove the soundness of the welded connection. Some pier bars will be

required to be welded with cross bars in diaphragm zone. Cost of the same is

deemed to be included in the cost of reinforcement.



6.8.10 Placement and Positioning: All reinforcement shall be placed and maintained in

the positions shown on the drawings. The Contractor shall provide approved types

of supports for maintaining the bars in position and ensuring required spacing and

correct cover of concrete to the reinforcement as specified on the drawings. Cover

blocks of required shape and size, M.S. Chairs and spacer bars shall be used to

ensure accurate positioning of reinforcement. Cover blocks shall be cast well in

advance and shall consist of approved proprietary pre-packaged free flowing

mortars (Conbextra HF of Fosroc or equivalent). They shall be circular in shape for

side cover and square for bottom cover. Alternatively, plastic cover blocks

conforming to approved international codes of practice shall be used. No extra

payment shall be made for cover blocks and spacers.18 SWG mild steel annealed

wire shall be used for binding reinforcement. The cost of cover block and 18 SWG

mild steel annealed wire shall be deemed to have been included in the rates.

6.8.11 Projecting Reinforcement: Reinforcement left projecting from newly placed

concrete shall be supported in such a way that there is no sag or risk of damage to

the newly placed concrete. The projecting bars, which are likely to be exposed for a

long time shall be protected by a coat of cement and inhibitor wash. These shall be

thoroughly cleaned and wire brushed before depositing fresh concrete around it. No

reinforcement bar shall remain exposed or projecting out of the finished concrete

surface. These shall be removed or treated in a manner as directed by

Engineer-in-Charge. The unwanted projected reinforcement bars shall be cut below

the finished surface and the cut end painted with cement slurry. Thereafter the

surface shall be repaired to match the colour, texture or pattern of adjoining concrete

to the satisfaction of Engineer-in-Charge.

6.8.12 Mechanical couplers and anchors: Mechanical couplers or anchors will have to

be used where called for in the design. Satisfactory test certificates for soundness of

material, bearing capacity and elongation for both static load and fatigue stress shall

be provided. For requirements regarding fatigue strength of couplers DS 411

applies. Full traceability of couplers and anchors for all stages of the production

process is required. Mechanical couplers will be required for extension of some pier

bars in superstructure. No separate payment shall be made for mechanical

couplers/ anchors / grips as the same is deemed to be included in the quoted rate of

reinforcement.



6.9 PRESTRESSING STEEL

Uncoated stress relieved low relaxation seven ply strands conforming to IS:14268 shall only be used for prestressing works. Data in respect of modulus of elasticity, relaxation loss at 1000 hrs. minimum ultimate tensile strength, stress-strain curve etc. shall necessarily be obtained from manufacturers. Prestressing steel shall be subjected to acceptance tests prior to actual use on the works (guidance may be taken from BS: 4447). The modulus of elasticity value, as per acceptance tests, shall conform to the design value which shall be within a range not more than 5 per cent between the maximum and minimum. The contractor shall procure the strands conforming to relevant specifications from main producers listed in this document. The contractor shall have to obtain and furnish test certificates to the Engineer-in-Charge in respect of all supplies of strands brought by him to the site of work. Samples shall also be taken and got tested by the Engineer-in-Charge as per the provisions in this regard contained in relevant Codes/Standards and/or approved Quality Assurance Plan/Manual. In case the test results indicate that the material arranged by the contractor does not conform to BIS codes, the same shall stand rejected and shall be removed from the site of work by the contractor at his cost within a week’s time from written orders from the Engineer-in-Charge to do so.

The steel delivered on site is to be free of defects such as scratches, cracks or splits and be free from oil, grease, lead, graphite and any other foreign material or coating.

All high tensile steel for prestressing work shall be stored about 30 cm above the ground in a suitably covered and closed space to protect it from dampness. It shall also be invariably wrapped in gunny cloth or tar paper or any other suitable materials, as per approval of Engineer-in-Charge. Even if it is to be stored in an area at the site for short time during transit, it shall be suitably covered. Protection during storage and re-packing or application of washable protective coating to the H.T. steel shall be given by the contractor at no cost to the department if the packing of H.T. strand during unloading and storage/handling in the stores gets damaged. Stock piling of HT steel on the work site will not be allowed any time, especially before and during the monsoon. Engineer-in-Charge or his authorised representative shall always have an easy access to the store-yard for inspecting the H.T. strands and satisfy him regarding the conditions thereof. The storage may require removable roof to facilitate easy removal. Any arrangement regarding storage suggested by Engineer-in-charge shall scrupulously be followed by the contractor. During monsoon days, HT strands shall be kept in air-tight store. The actual procurement and consumption of steel on work shall be regulated and proper accounts maintained. The theoretical consumption of H T Strands shall be



worked out for measurement of payment. Strands brought to site and steel remaining unused shall not be removed from site without the written permission of the Engineer-in-Charge. Mass of strands only up to the anchorage wedges left after stressing and cutting of the cables shall be measured for payment

6.10 HDPE SHEATHING

1. Type of Sheathing: All prestressing sheathing ducts shall be in the form of

corrugated HDPE ducts conforming to IRC:18-2000. The ducts shall be corrugated on both sides. The material for the ducts shall be high-density polyethylene with more than 2 percent carbon black to provide resistance to

ultra-violet degradation. The thickness of the wall shall be 2.0 0.3mm as manufactured and minimum 1.5mm after loss in the compression test, for duct size upto 160mm OD. Compatibility of HDPE duct with anchorages shall be ensured by contractor.

2. Properties of Sheathing: The sheathing will have the following properties.

Density : 0.954 g/cm3 at 23°C Tensile Strength) : 21 N/mm2 Shore Hardness D (BS EN ISO 2039-1) :

3sec,value : 60 -15sec,value : 58 Yield Stress : 18.0 N/mm2

Notch impact strength at 23°C : 10 kJ/m2 at -40°C : 4 kJ/m2

Coefficient of Thermal Expansion for 20°C-80°C : 1.50 x 10-4 / °C

3. Joining of Ducts: The joints of all sheathing shall be water tight and conform to the provisions contained in IRC:18. Special attention must be paid to the junctions at the anchorages end, where the sheathing must tightly fit in to the protruding trumpet end of anchorage and there after sealed to make it water tight preferably with adhesive water-proof tape as per approved manufecturer. These ducts shall be joined by adopting any one or more of the following methods, as convenient to suit the individual requirements of the location, subject to the satisfactory pressure tests, before adoption.

i Screwed together with male and female threads ii Joining with thick walled HDPE shrink couplers with glue. This can also be

used for connection with trumpet, etc iii Welding with Electro-fusion couplers.

The joints shall be able to withstand an internal pressure of 0.5 bar for 5 minutes as per water loss test procedure given in IRC:18-2000

4. Initial Acceptance Criteria : Material and formulation of sheathing ducts shall

conform to test and acceptance criteria of Appendix 1B of IRC:18-2000. The



initial acceptance tests such as bond test, compression test are required to be performed as acceptance criteria for system. In addition to above, friction test as given in FIB bulletin No-7 are also required to be performed as an acceptance criteria.

5. Routine Tests : The routine test such as workability test, transverse load rating

test, tension load test and water loss test shall be applicable for both post threading and pre – threading system of cables. Loads to be imparted on the 120mm ID sheathing during transverse load rating test and tension load test shall be extrapolated from values given for smaller dia sheathing. At least 3 samples for one lot of supply (not exceeding 3000 metre length) shall be tested.

6. Precautions in Laying : Following precautions shall be observed while laying

and joining sheathing:

i Sharp Bends or sudden variation in sections shall be avoided. Vent holes shall be provided at the crests of curved sheathing and also on either sides of the crest at interval not exceeding 20 m in the portion of the duct having an upward convex profile.

ii There must be sufficient concrete between the parallel ducts to prevent the

chances of leakage of grout from one duct into another. If the distance between crossing ducts is too small, it is recommended that a metal strip be placed between the ducts. If the parallel ducts are closer than twice the diameter (centre to centre), they shall be grouted simultaneously.

iii The ducts must be watertight at the coupling between two sheathing

elements. The water tightness of duct must be checked after laying the duct in position.

iv All necessary precautions shall be taken to avoid ingress of cement slurry

into the ducts during concreting. v Before concreting, ducts shall be inspected for flaws, such as

misalignments, dents, splits or holes and all defects must be repaired. Immediately after concreting and till final set of concrete, the cables should be pulled back and forth to ensure that they remain free within the duct.

6.11 BRIDGE / STILTED DECK WATERPROOFING

6.11.1 Type of Waterproofing Membrane : Bridge / Stilted deck should be overlaid with

4mm thick bituminous waterproofing membrane as specified below and as per

manufacturer's recommendations.



6.11.2 Properties and Test Methods : The properties and test method of the same are

listed below:-

S. No. PROPERTIES TYPICAL VALUES TEST METHOD

1. Membrane Thickness

+ 5% 4 mm ASTM D751

2. Reinforcement Base Fibre glass Polyester Mat

3. Softening point (R + B) of coating mixture

110°C-130°C ASTM D36

4. Penetration (DOW) of coating mixture

20 - 30 dmm ASTM D5

5. Tensile strength Longitudinal 800 N/5cm UEAtc- ASTMD

146 Transversal 600 N/5cm CGSB-37-GP-56M 6. Elongation Longitudinal 45% UEAtc-ASTMD 146 Transversal 54% CGSB-37-GP-56M 7. Tear Resistance Longitudinal 190N UEAtc Transversal 180N 8. Load Stain Product Longitudinal 37500 Transversal 28620 CGSB-37-GP-56M 9. Lap Joint Strength

Longitudinal > 800 N\5cm UEAtc Transversal >600 N\5cm CGSB-37-GP-56M 10. Puncture Resistance Static L4 (Not

perforated at 25 kg)

UEAtc

Dynamic L4 UEAtc 11. Water Vapour

Permeability Absolutely impermeable

ASTM E96

12. Water Absorption- PBS Less than 0.15% ASTM D570 13. Creeping of the

membrane applied on a 600 sloped surface at a Test Temperature of 100°C during 120 hour

No creping UEAtc

14. Flexibility at low temperature (-10°C)

No cracking UEAtc



15. Impermeability of the membrane to water

Absolutely impermeable

UEAtc

16. Resistance to Thermal Ageing

No signs of deterioration after the test

UEAtc

17. Resistance to Ageing due to UV- Radiation

No signs of deterioration after the test

ASTM G53

18. Adhesion strength of the membrane fully bonded to a concrete deck, previously treated with Derma-primer

0.8 kg/ cm2 UEAtc

6.11.3 Providing and Installation : The scope of work shall include providing and

installation of the membrane over the complete deck (except crash barrier and

handrail locations) with necessary overlaps (minimum in area) and suitably upturned

on crash barrier/handrails. The membrane to be installed after application of suitable

primer-cum-adhesive coat and in the presence of authorised representative of the

supplier.

Before taking up the actual execution, mock-up trials shall be performed to ensure proper installation procedures are being followed. The rate quoted shall be inclusive of all the requirements detailed above. The measurement shall be made in sqm for the deck area actually covered with membrane. The overlap/upturned shall not be considered for the purpose of the payment.

6.12 INSERTS AND EMBEDMENTS

Various steel inserts and embedments are required under the contract to be fabricated, positioned and secured firmly into place inside the formwork prior to concrete being poured. There may also be requirements of jointing, threading, bolting and welding inserts and embedments of different concrete and structural steel elements in order to establish structural continuity and connection. Great care shall be exercised by the contractor in executing all aspects of the work related to inserts and embedments, including tolerances, primers, etc. so that the final assembly of the concrete elements can meet satisfactorily the re-quirements intended in the structure. In general, the concrete structures shall be protected from adverse effects related to corrosion of embedded and partially embedded items. The materials and systems applied shall be approved by the Engineer-in-Charge.



6.13 PRESTRESSING SYSTEMS

All prestressing items shall be delivered to site clearly marked for identification. Full traceability is required from delivery to the final location in the structures. During transport and storage of tendons and their sheathing, they shall be protected against corrosion, physical damage, contamination and deformation etc.

6.13.1 Prestressing Anchorage and couplers:

1. General : Only original anchorages and couplers appropriate for the particular system may be used. Test certificates shall be provided of the suitability of the anchorages and couplers with tendons stressed to failure.

2.Testing : The testing shall include, inter alia, fatigue tests. The shape of anchorages and couplers shall permit complete filling up with injection grout.

3.Grouting : The necessary number of vents and drains shall be incorporated in accordance with the detailed design for carrying out the tensioning and injection in one or more stages. Fixed couplers shall allow for free choice between injection before or after tensioning the subsequently attached tendon.

4.Traceability : Full traceability of anchorages and couplers for all stages of the production process is required.

6.13.2 Equipment and Anchorage :

Multistrand and multicone prestressing jacks shall only be used for post tensioning work. The prestressing equipments such as hydraulic pumps for jacks, grout mixing tanks and agitators, grout pumps etc. shall all be electrically operated. Such equipments before they are brought to site, shall be tested and calibrated duly certified by the original manufacturer. For other accessories like anchorage cones (guides), bearing plates, anchorage, grips and barrels etc, the contractor should first submit the specification and acceptance criteria for all such materials proposed to be used in the work immediately after the award of work for approval of Engineer in Charge. They should also submit a quality assurance plan for such materials from the stage of drawing of raw materials up to the finishing stage to ensure a proper process control.

6.14 POT-CUM-PTFE BEARINGS / ELASTOMERIC BEARINGS

POT – cum – PTFE Bearings/ Elastomeric Bearings have to be suitably designed for the service as well as construction stage loading and movement. These designs shall be performed by the supplier selected by the Contractor and shall be duly approved by the Department. The Contractor shall purchase the bearings



from the approved supplier as mentioned in LIST OF APPROVED MANUFACTURERS/ SUPPLIERS given in special condition of contract.. IRC: 83 (Relevant Part) shall form the basis of bearing design. All the anchor sleeves, bolts, plates etc. shall be hot dip galvanized @ 300 gm/m2. The contractor shall submit a detailed methodology for the installation of bearings for the approval of the Engineer-in-charge. The supplier of bearings shall also furnish maintenance manual for bearings. The supplier of the bearing shall be associated during installation of the bearings and the supplier shall give an undertaking certifying that the bearings have been installed as per specifications. An amount of 10% of the actual cost of BOQ item will be retained as security deposit in the form of standard bank guarantee for 15 years. This is in addition to the security deposit under clause 1A of GCC2010. The contractor shall be responsible for rectifying defects noticed within Fifteen years from the date of completion of the work and the additional security deposit relating to Bearings shall be refunded after the expiry of this period. All the bearings shall carry at least 15 years warranty in a prescribed format in Annexure - G. The bearings shall be replaced free of cost by the contractor, if any defects are observed during this period, failing which the same shall be got done from the other agency at the risk and cost of the contractor.

6.15 EXPANSION JOINTS

Expansion joints shall be obtained from the manufacturers as mentioned in LIST OF APPROVED MANUFACTURERS/ SUPPLIERS given in special condition of contract. The expansion joint shall cater for expected movement and rotation of the structure at the joints and providing smooth riding surface. It shall also be easy for inspection, maintenance and replacement. The expansion joint shall be robust, durable, water tight and able to safely withstand all the imposed loads including the impact load from live load and other sources. An amount of 10% of the actual cost of BOQ item will be retained as security deposit in the form of standard bank guarantee for 15 years. This is in addition to the security deposit under clause 1A of GCC2010. The contractor shall be responsible for rectifying defects noticed within Fifteen years from the date of completion of the work and the additional security deposit relating to Expansion Joints shall be refunded after the expiry of this period’ The expansion joints shall conform to and be installed as section 2600 of MORTH Specification and duly supplemented by manufacturer's recommendations. IRC: SP69 – 2005 shall also be followed on guidelines for expansion joints.



All the expansion joints shall carry at least 15 years warranty in a prescribed

format in the Annexure F. The expansion joints shall be repaired / replaced free of cost by the contractor to the satisfaction of the Engineer-in-charge, if any defects are observed during this period.

6.16 MISCELLANEOUS WORKS :

6.16.1 Epoxy

1. Type of Epoxy Bonding Agent: Epoxy bonding agents for match cast joints of segments shall be thermosetting 100 percent solid compositions that do not contain solvent or any non-reactive organic ingredient except for pigments required for coloring. Epoxy bonding agents shall be of two components, resin and hardener. The two components shall be distinctly pigmented, so that mixing produces a third color similar to the concrete in the segments to be joined.

Epoxy bonding agents shall be insensitive to damp conditions during application and after curing, shall exhibit high bonding strength to cured concrete, good water resistivity, low creep characteristics and tensile strength greater than the concrete. In addition, the epoxy bonding agents shall function as a lubricant during the joining of the match cast segments, as a filler to accurately match the surface of the segments being joined and as a durable water tight bond at the joint.

2. Package of Material : Epoxy bonding agent shall be packaged in proportioned,

labelled, ready-to-use containers. The quantity of resins and hardeners in respective containers should be exactly required for application in one segment so that the balance material is not wasted. Epoxy bonding agents shall be formulated to provide application temperature ranges that will permit erection of match cast segments at substrate temperatures from 5oC to 45oC. If two surfaces to be bonded have different substrate temperatures, the adhesive applicable at the lower temperature shall be used.

6.16.2 Bitumen

1. Bitumen of grade as specified conforming to relevant BIS code shall be used for the work. The Contractor shall procure bitumen of required grade from the manufacturers of repute as mentioned in tender document or any other manufacturer holding license to use ISI certification for their product as approved by the Engineer-in-Charge.

2. Bitumen of specified grade shall be brought to plant site in one lot for theoretical

requirement up to 50 tonnes and in lots of 50 tonnes or more for theoretical requirement of more than 50 tonnes. The day to day receipt and issue accounts of bitumen shall be maintained by the Contractor or his authorized agent and



daily signed by the authorised representative of Engineer-in-Charge on the following proforma.

PROFORMA FOR THE BITUMEN REGISTER RECEIPT

Date of Receipt

Qty. Received

Progressive Total

Date of Issue

Qty. Issued

Total Issue

Balance in hand

Cont. initial

1 2 3 4 5 6 7 8

Initial of Departmental officer JE’s initials

Item of Work of which issued

Approx. Qty. of Work done on each day

Theoretical requirement for work

Remarks

AE/AEE Ex. Eng.

9 10 11 12 13 14

3. When bitumen is issued/brought in drums, the same shall be stacked in fenced

enclosures, to be provided by the Contractor, at his own cost, as directed by the Engineer-in-Charge. The Contractor shall be responsible for the watch & ward and safety of bitumen. The Contractor shall facilitate the inspection of bitumen stockyard by the Engineer-in-Charge or his representative at any time.

4. Materials shall be kept in the joint custody of the Contractor and the

representative of the Engineer-in-Charge. The empty containers shall not be removed from the site of work till the relevant item of work has been completed and permission obtained from the Engineer-in-Charge. No heating of bitumen in drums for any purpose whatsoever shall be allowed.

5. Sampling and Testing – The Contractor shall have to obtain and furnish test

certificates issued by the manufacturer to the Engineer-in-Charge in respect of bitumen procured by him. The samples shall be collected by the Engineer-in-charge from the every lot and got tested as per provisions of relevant IS codes/MORTH/CPWD Specifications from the laboratories approved by him.

In case, the test result indicate that the bitumen procured by the Contractor does not conform to the relevant BIS codes/ Specifications, the same lot shall stand rejected and shall be removed from the site of work by the Contractor at his own cost within a week’s time of written order from Engineer-in-Charge to do so.

6. The bitumen content in bituminous mix shall be checked by conducting the bitumen extraction test conforming to IRC:SP 11 at regular interval during the progress of work and the actual consumption of bitumen shall be worked out



based on such test results. The theoretical consumption shall be worked out based on the job mix formula and the actual consumption based on extraction test as well as MAS account. If actual consumption is found less than theoretical one, The work found shall be considered as sub-standard work and hence shall be liable for rejection. However, nothing extra shall be paid if actual consumption so worked out is higher than theoretical consumption. This is without prejudice to action under other relevant clause of the agreement.

Bitumen brought to site/Hot Mix Plant and bitumen remaining unused after completion of work shall not be removed from site without permission of the Engineer-in-Charge.

6.16.3 C.C. Kerb Stones

Procurement Pre-cast C.C. kerb stones conforming to M-25 grade of concrete shall be of different size and shape to be provided at different locations and shall be procured only from reputed manufacturer approved by Engineer-in-Charge or pre casted at casting yard using proper moulds and methodology, if agreed by Engineer-in-Charge.

6.16.4 Thermoplastic Paint

The Thermoplastic paint material shall conform to relevant specifications &

standards as described in Particular Specifications and shall be procured from

approved manufacturer as given in para 3.60 of Special Conditions of Contract.

Documents to be submitted by the contractor for approval by the Engineer-in-Charge. (i) The catalogue / brochure containing manufacturer’s name and address with

trade mark, brand name and test certificates from CRRI / BIS or approved

institution for the thermoplastic paint proposed to be used in the work.

(ii) List of the roads, highways and expressways where the thermoplastic paint

have been provided by the principal manufacturer / applicant during the last

five years and the performance reports from the concerned authorities

/owners.

(iii) List of in house testing facilities available with the applicant of thermoplastic

paint and the principal manufacturer of thermoplastic paint.

(iv) List of the independent laboratories where testing facilities similar to in

house testing facilities are available.

(v) List of the independent laboratories where the manufacturers have been

sending samples for quality assurance tests and copies of the test reports

duly linked with the applicable standards.



(vi) An undertaking to the effect that the contractor will necessarily deploy

Automatic paint applicator machine on the work.

In case of procurement of thermoplastic paint from the foreign based manufacturers, the following documents shall have to be submitted by the Indian Associates (Marketing agents) before material is allowed to be used in the work: (i) Order placed on the foreign-based manufacturers.

(ii) Performa invoice received from the foreign-based manufacturers.

(iii) Letter of credit established for release of payment to the foreign-based

manufacturers.

(iv) Bill of loading, invoice, packing list and all other related shipping documents.

(v) Proof of payment of custom duty.

(vi) Catalogue / brochures published by the manufacturer for the product.

Full quantity of material required as per theoretical consumption shall be deposited by the contractor with the Engineer-in-Charge of the work before commencement of the work. Procurement shall be from maximum of two batches from the manufacturer. If the material is procured from more than two batches, the cost of additional tests shall be borne by the contractor. All the material shall be kept in joint custody of the contractor and the representative of the Engineer-in-Charge.

Batch wise Test report with satisfactory results for the each supply of thermoplastic material & glass beads duly tested from National Test House, Alipur or equivalent shall be produced by the contractor. However Engineer-in-Charge shall be at liberty to get the materials tested and from any testing laboratory at his sole discretion. Test result thus obtained shall be binding upon the contractor for acceptance. However nothing extra shall be paid to contractor for cost of material tested.

Consumption of paint shall be regulated by preparing a theoretical consumption statement with each Running Account / Final Bill for which rate of consumption of paint shall be 50.00 kg. Per 10 Sqm. comprising of glass beads @ 30% by weight of paint. A variation of (-) 5%, however, shall be allowed. If actual consumption is found below the permissible limit and upto (-) 10% variation, a recovery @ Rs.140/- per Kg. shall be made from the contractor and beyond (-) 10% variation, work shall out rightly be rejected and for excess consumption, if any, nothing extra shall be paid.

Unless otherwise specified, nothing extra shall be payable for compliance of the aforesaid conditions.



6.16.5 Other Materials

All other materials not specifically mentioned but are to be used on work shall be of best quality and shall conform to relevant IRC / BIS codes/BS codes/MORTH/CPWD specifications. Wherever no specific code of practice of IRC/BIS is applicable, the decision of the Engineer-in-charge shall be final and binding regarding specification to be adopted for any particular material.



CHAPTER 7

CHAPTER 7 PARTICULAR SPECIFICATIONS

FOR CIVIL WORKS



CHAPTER –7

7. PARTICULAR SPECIFICATIONS FOR CIVIL WORKS

7.1 GENERAL

All the works unless otherwise specified hereinafter or permitted by

Engineer-in-Charge shall be done in accordance with the latest editions of MORTH

Specifications, CPWD Specifications, IRC codes, with up to date correction slips &

relevant BIS Codes as applicable, issued up to the date of issue of Tender. In case

of any inconsistency among different Codes / Specifications, the order of

precedence given in Chapter-3 (Special Conditions of Contract) will govern.

Unless otherwise expressly stated to the contrary either in Schedule of Quantities

or elsewhere in this Tender, the method of measurements and other guide-lines as

generally laid down in the MoRT&H Specifications and CPWD specifications will

be applicable as per the order of precedence given in Chapter-3. The work shall be

executed and measured as per metric units given in the Schedule of Quantities,

drawings etc. (FPS units where indicated are for guidance only). Except where

distinguished by BOQ, the rates apply to all heights, depths, sizes, shapes and

locations. Absence of terms such as providing, supplying, laying, installing, fixing

etc in the descriptions does not even remotely suggest that the Contractor is

absolved of such providing, supplying etc unless an explicit stipulation is made in

this contract. In the absence of any definite provisions on any particular issue in the

above mentioned specifications, the design and construction shall be in conformity

with the Sound Engineering Practice and in all such matters the decision of the

Engineer-in-Charge shall be final and binding on the contractor and nothing shall be

paid extra on such account. The Owner shall bear no costs of materials, labour,

equipment, duties, taxes, royalties etc.

The Work shall be carried out in accordance with the "Good for Construction"

drawings as would be issued to the Contractor by the Engineer-in-Charge duly

signed and stamped by him. The Contractor shall be conscious not to take any

drawings, designs, specifications, etc. not bearing Engineer's signature and stamp.

Similarly the Contractor shall be conscious not to take instructions given by any

other Authority except the instructions given by the Engineer-in-Charge in writing.

The specifications may have been divided into different sections / sub-heads for

convenience only. They do not restrict any cross-references. The Contractor shall

take into account inter-relations between various parts of works/trades. No claim

shall be entertained on the basis of compartmental interpretations.



7.2 Sustainability of Environment

This section of the Specification sets out limitations on the Contractor’s activities

specifically intended to protect the environment for a sustainable construction.

The Contractor shall take all necessary measures and precautions and otherwise

ensure that the execution of the works and all associated operations on site or off-

site are carried out in conformity with statutory and regulatory environmental

requirements including those prescribed elsewhere in this document.

The Contractor shall take all measures and precautions to avoid any nuisance or

disturbance arising from the execution of the Works. This shall wherever possible

be achieved by suppression of the nuisance at source rather than abatement of

the nuisance once generated.

In the event of any spoil, debris, waste or any deleterious substance from the Site

being deposited on any adjacent land, the Contractor shall immediately remove all

such material and restore the affected area to its original state to the satisfaction of

the Engineer.

7.2.1 Water Pollution

The Contractor shall prevent any interference with the supply to or abstraction

from, and prevent any pollution of water resources (including underground

percolating water) as a result of the execution of the Works.

Areas where water is regularly or repetitively used for dust suppression purposes

shall be laid to fall to specially-constructed settlement tanks to permit

sedimentation or particulate matter. After settlement, the water may be re-used for

dust suppression and rinsing.

All water and other liquid waste products arising on the Site shall be collected and

disposed of at a location on or off the Site and in a manner that shall not cause

either nuisance or pollution.

The Contractor shall not discharge or deposit any matter arising from the execution

of the Works into any waters except with the permission of the Engineer and the

regulatory authorities concerned.

The Contractor shall at all times ensure that all existing stream courses and drains

within, and adjacent to, the site are kept safe and free from any debris and any

materials arising from the Works.

The Contractor shall protect all watercourses, waterways, ditches, canals, drains,

lakes and the like dike from pollution as a result of the execution of the Works.



7.2.2 Air Pollution

The Contractor shall devise and arrange methods of working to minimize dust,

gaseous or other air-borne emissions and carry out the Works in such a manner as

to minimize adverse impacts on air quality.

Contractor shall utilize effective water sprays during delivery manufacture,

processing and handling of materials when dust is likely to be carried, and to

dampen stored materials during dry and windy weather. Stockpiles and friable

materials shall be covered with clean tarpaulins, with application of sprayed water

during dry and windy weather. Stockpiles of material or debris shall be dampened

prior to their movement, except where this is contrary to the Specification.

Any vehicle with an open load-carrying area used for transporting potentially dust

producing material shall have properly fitting side and tail boards. Materials having

the potential to produce dust shall not be loaded to a level higher than the side and

tail boards, and shall be covered with a clean tarpaulin in good condition. The

tarpaulin shall be properly secured and extend at least 300 mm over the edges of

the side and tail boards.

In the event that the Contractor is permitted to use gravel or earth roads for

haulage, he shall provide suitable measures for dust palliation, if these are, in the

opinion of the Engineer, necessary. Such measures may include spraying the road

surface with water at regular intervals.

7.2.3 Noise Pollution

The Contractor shall consider noise as an environmental constraint in his planning

and execution of the Works.

The Contractor shall take all necessary measures so that the operation of all

mechanical equipment and construction processes on and off the site shall not

cause any unnecessary or excessive noise, taking into account applicable

environment requirements. The Contractor shall use all necessary measures and

shall maintain all plant and silencing equipment in good condition so as to

minimize the noise emission during construction works.

7.2.4 Land Pollution

The Contractor shall control the disposal of all forms of waste generated by the

construction operations and in all associated activities. No uncontrolled deposition

or dumping shall be permitted. Wastes to be so controlled shall include, but shall

not be limited to, all forms of fuel and engine oils, all types of bitumen, cement,



surplus aggregates, gravels, bituminous mixtures etc. The Contractor shall make

specific provision for the proper disposal of these and any other waste products,

conforming to local regulations and acceptable to the Engineer.

7.2.5 Social Factors

The Contractor shall plan and provide for remedial measures to be implemented in

the event of occurrence of emergencies such as spillages of oil or bitumen or

chemicals.

The Contractor shall provide the Engineer with a statement of the measures he

intends to implement in the event of such an emergency which shall include a

statement of how he intends to provide personnel adequately trained to implement

such measures.

No separate payment shall be made in respect of above compliance by the

Contractor with the provisions of this Section of the Specification. The Contractor

shall be deemed to have made allowance for such compliance with these

provisions in the preparation of his lump sum price and the prices for items of work

included in the Bills of Quantities and full compensation for such compliance will be

deemed to be covered by them.

7.3 Site maintenance and Provisions by Contractor

The Contractor shall provide and maintain at site throughout the period of works

the following at his own cost and without extra charge, Except for the items

specified in the Bill of Quantities the cost being held to be included in the Contract

Rates:

(i) General works such as setting out, site clearance before setting out and on

completion of works. All weather approach roads to the site office should

also be constructed and maintained in good condition.

(ii) All labour, materials, plant, equipment and temporary works, Over head

charges as well as general liabilities, obligations, insurance and risks arising

out of GCC, required completing and maintaining the works to the

satisfaction of the Engineer-in-Charge.

(iii) Adequate lighting for night work, and also whenever and wherever required

by the Engineer-in-Charge.

(iv) Temporary fences, guards, lights and protective work necessary for

protection of workmen, supervisors, engineers, general public and any other

persons permitted access to the site. Contractor shall provide proper

signage as directed. All fences, barricade shall be painted with colour



shades as specified by the Engineer-in-Charge. The barricading should be

as per drawing to ensure visual obstruction of work from public view. The

barricading for the contractor’s yard will not be payable. Only the approved

barricading as per drawing or as per instructions of Engineer-in-Charge

shall be payable.

(v) All equipment, instruments, labour and materials required by the Engineer-

in-Charge for checking alignment, levels, slopes and evenness of surfaces

measurements and quality etc.

(vi) Design mixes and testing them as per relevant clauses of specifications

giving proportion of ingredients, sources of aggregates and binder along

with accompanying trial mixes. Test results to be submitted to the Engineer-

in-Charge for his approval before adoption on works.

(vii) Cost of preparation and compliance with provision of a Quality Assurance

control programme.

(viii) Cost of safe guarding the environment as mentioned under section 9.1.1.

(ix) A testing laboratory as specified by the Engineer-in-Charge equipped with

all the equipment / apparatus required to carry out field tests and all site lab

tests (2A) as per Annexure-C, materials and competent trained staff

required for carrying out tests, as specified elsewhere in the tender

document.

7.4 DRAWINGS AND DIMENSIONS

Figured dimensions on drawings shall only be followed and drawings to a large

scale shall take precedence over those to a smaller scale. Special dimensions or

directions in the specifications shall supersede all others. All dimensions shall be

checked on site prior to execution.

The dimensions where stated do not allow for waste, laps, joints, etc. but the

Contractor shall provide at his own cost sufficient labour and materials to cover

such waste, couplers, laps, joints, etc.

The levels, measurements and other information concerning the existing site as

shown on the drawings are believed to be correct, but the contractor should verify

them for himself and also examine the nature of the ground as no claim or

allowance whatsoever will be entertained on account of any errors or omissions in

the levels or the description of the ground levels or strata turning out different from

what was expected or shown on the drawings.



7.5 SETTING OUT OF WORKS

The Contractor shall set out the works indicated in the Conditions of Contract. The

Contractor shall provide suitable stones with flat tops and build the same in

concrete for temporary bench marks. All the pegs for setting out the Works and

fixing the levels required for the execution thereof shall, if desired by the Engineer-

in-Charge, likewise be built in masonry at such places and in such a manner as the

Engineer-in-Charge may direct. The Contractor shall carefully protect and preserve

all bench marks and other marks used in setting out the works. The contractor will

make overall layout of complete work and get it checked from Engineer-in-Charge.

The cost of all operations of setting out including construction of bench marks is

deemed to be included in the quoted rates as per Bill of Quantities.

All the survey work except leveling shall be carried out using total stations with 3

second accuracy. The leveling work shall be carried out using Auto level.

The triangulations point to be given in the detailed drawings or by Engineer-in-

Charge before start of work shall be maintained during execution and handed over

back to Engineer-in-Charge after completion of work.

7.5.1 Codes and Standards

A list of relevant IRC Codes, other publication of IRC and Recommended Codes of

Practice is given in Annexure-B, which is not exhaustive but informative only. The

contractor shall make available at site all relevant Codes of practice as applicable.

Any additional standard specifications or criteria for design and construction of

roads and bridges that may have been published by the IRC and in practice up to

the date of issue of tender shall also be taken into account. In the absence of any

definite provisions on any particular issue in the above mentioned specifications,

the design and construction shall be in conformity with the Sound Engineering

Practice and in all such matters the decision of the Engineer- in- Charge shall be

final and binding on the contractor and nothing extra shall be paid on such

account. For order of precedence, please refer to clause 3.1 of Chapter-3 (Special

Conditions of Contract)

7.6 LOAD TESTING ON COMPLETED STRUCTURES

During the period of construction or within the defect liability period the Engineer-

in-Charge may at his discretion order the load testing of any completed structure or

any part thereof if he has reasonable doubts about the adequacy of the strength of

such structure for any of the following reasons:



(i) Results of compressive strength on concrete test cubes falling below the

specified strength.

(ii) Premature removal of formwork.

(iii) Inadequate curing of concrete.

(iv) Over loading during the construction of the structure or part thereof.

(v) Carrying out concreting of any portion without prior approval of the

Engineer-in-Charge.

(vi) Honey combed or damaged concrete which in the opinion of the Engineer-

in-Charge is particularly weak and will affect the stability of the structure to

carry the design load, more so in important or critical areas of the structure.

(vii) Any other circumstances attributable to alleged negligence of the contractor

which in the opinion of the Engineer-in-Charge may result in the structure or

any part thereof being of less than the expected strength.

All the loading tests shall be carried out by the contractor strictly in accordance

with the instructions of the Engineer-in-Charge, IS: 456 and as indicated

hereunder. Such tests shall be carried out only after expiry of minimum 28 days or

such longer period as directed by the Engineer-in-Charge.

7.6.1 Methodology

The structure shall be subjected to a super-imposed load equal to 1.0 times the

specified superimposed load assumed in the design. This load shall be maintained

for a period of 24 hours before removal. During the test, struts strong enough to

take the whole load shall be placed in position leaving a gap under the members

as directed. The deflection due to the superimposed load shall be recorded by

sufficient number of approved deflectometers capable of reading up to 1/500 of 1

cm and located suitably under the structure as directed by the Engineer-in-Charge.

The structure shall be deemed to have passed the test if the maximum deflection

at the end of 24 hours of loading does not exceed the deflection given by the

following expressions

D = 0.001 L2/25 T

Where,

D = max deflection due to imposed load only

L = span of the member under load test (the shorter span in case of slabs).

The span is the distance between centers of the supports or the clear distance

between the supports plus the depth of the member, whichever is smaller. In case



of cantilever, this shall be taken as twice the distance from the support to the end

and deflection shall be adjusted for movement of the support.

T = depth of member.

If within 24 hours of the removal of the superimposed load, the structure does not

recover at least 75% of the deflection under the superimposed load, the test

loading shall be repeated after a lapse of 72 hours. If the recovery after the second

test is less than 80% of the maximum deflection shown during the second test, the

structure shall be considered to have failed to pass the test and shall be deemed

to be unacceptable.

In such cases the portion of the work concerned shall be taken down or cut out

and reconstructed to comply with the specifications. Other remedial measures may

be taken to make the structure secure at the discretion of the Engineer-in-Charge.

However such remedial measures shall be carried out to the complete satisfaction

of the Engineer-in-Charge.

7.6.2 Cost of Testing

All costs involved in carrying out the tests (except integrity test for piles) and other

incidental expense thereto shall be borne by the contractor regardless of the result

of the tests. The contractor shall take down or cut out and reconstruct the defective

work or shall make the remedial measures instructed at his own cost including

consultancy charges for suggestion of remedial measures.

7.6.3 Other Tests

In addition to the above load tests, non-destructive test methods such as core test

and ultrasonic pulse velocity test shall be carried out by the contractor at his own

expense if so desired by the Engineer-in-Charge. Such tests shall be carried out

by an agency approved by the Engineer-in-Charge and shall be done using only

recommended testing equipment. The acceptance criteria for these tests shall be

as specified by the testing agency or good engineering practice and as approved

by the Engineer.

7.7 CEMENT CONCRETE

These specifications shall be read in conjunction with MORTH Specifications and other relevant specifications described in Special Conditions of Contract.



7.7.1 Grade of Concrete

7.7.2 Only design mix concrete shall be used in the works for structural members. The

grades of concrete for various components shall be as given in the respective

items in the schedule of quantities and in the approved construction drawings. The

contractor shall submit mix design for each grade of concrete and get it approved

from the Engineer-in-charge one month in advance of commencement of item of

work. The first concrete mix design / laboratory tests, with admixture (if to be used

by contractor at his own cost) and without admixture will be carried out by the

contractor, at his own cost, from the laboratory approved by the Engineer-in-

Charge. In this regard, IRC:SP 94-2011 can be used as the guideline for choosing

a laboratory. However, any laboratory chosen is subjected to approval of the

Engineer-in-Charge.

7.7.3 Trial Mixes

The trial mixes shall be designed to have target mean strengths as specified in IRC:112. The trial mix shall be prepared with approved aggregates, cement, admixture and water for each grade of mix design. The Engineer-in-Charge shall be at liberty to inspect the operations and the quality of materials being used by the Contractor for trial mixes. The trial mixes, which do not conform to the specifications, shall be rejected by Engineer-in-charge. Trial mixes: Trial mixes shall be prepared using samples of approved materials for all grades of concrete.

The concreting plant and means of transportation employed to make the trial mixes and to transport them to representative distances shall be similar to the corresponding plant and transport to be used in the works. A clean dry mixer shall be used and the first batches shall be discarded. Test cubes shall be taken for trial mixes as follows. For each mix, set of six cubes shall be made form each of three consecutive batches. Three cubes from each set of six shall be tested at an age of 28 days and three at an earlier age approved by the Engineer-in-charge. The cubes shall be made, cured, stored, transported and tested in compression in accordance with the specification.

The average strength of the nine cubes at 28 days shall exceed the specified characteristic strength by the current margin minus 3.5 MPa. Nothing extra shall be paid on this account.



Additional trial mixes: Additional trial mixes and tests, shall be carried out during production before substantial changes are made in the material or in the proportions of the materials to be used, except when adjustments to the mix proportions are carried out in accordance with 302.9.2.1 of IRC:21-2000

7.7.4 Sampling, Testing and Acceptance Criteria

7.7.4.1 Sampling and Testing Samples from fresh concrete shall be taken as per IS:1199 and cubes shall be

made, cured and tested at 28 days in accordance with IS:516. Sampling Procedure

A random sampling procedure shall be adopted to ensure that each concrete batch shall have a reasonable chance of being tested i.e. the sampling should be spread over the entire period of concreting and cover all mixing units. The point and time of sampling shall be at delivery into the construction, unless otherwise agreed to.

Frequency

The minimum frequency of sampling of concrete of each grade shall be in accordance with the following Table:

QUANTITY OF CONCRETE IN WORK (m3) NO. OF SAMPLES

1 – 5 6 - 15 16 – 30 31 – 50 51 and above

1 2 3 4 4 plus one additional sample for each additional 50 m3 or part thereof

At least one sample shall be taken from each shift of work. A sample consists of minimum of 3 cubes of 150mm x 150mm x 150mm size. Test Specimen and Sample Strength Three test specimens shall be made from each sample for testing at 28 days. Additional cubes may be required for various purposes such as to determine the strength of concrete at 7 days or for any other purpose. The test strength of the sample shall be the average of the strength of three

specimens. The individual variation should not be more than 15% of the average.



7.7.4.2 Acceptance Criteria

Compressive Strength When both the following conditions are met, the concrete complies with the specified compressive strength:

The mean strength determined from any group of four consecutive samples should exceed the specified characteristic compressive strength by at least 3 MPa.

Strength of any sample is not less than the specified characteristic compressive strength minus 3 MPa.

7.7.5 Workability

The concrete mix proportions chosen should be such that the concrete is of adequate workability for placing condition of the concrete to ensure proper compaction. Slump at the point of placing the concrete shall be at least 80 to 100mm for all concrete except for pile concrete for which minimum slump between 150mm and 200mm unless a larger slump is required for a particular structural member. Requirement of slump makes it imperative to use water-reducing admixture in order to limit the maximum water-cement ratio.

7.7.6 Water-Cement Ratio

Maximum water-cement ration shall be restricted to 0.4 for all RCC, PSC members and also for piles.

7.7.7 Cement Content

Minimum and Maximum cement content for structural members shall be restricted to 400 kg/cum of concrete and 550 kg/cum of concrete respectively for all RCC and PSC members. However, in the case of under water concrete for piles, bottom plug etc. 10% additional cement over and above that required by the mix design subject to minimum 400 kg/cum of concrete shall be used.

7.7.8 Chloride Content

Unless otherwise specified and agreed, the method of calculation and test shall be based upon the chloride-ion contents of all constituents and the composition of the concrete. The chloride-ion content of each of the constituent used in the calculation shall be one of the following:

a) the measured value b) the value declared by the manufacturer c) the maximum value where specified in the BIS for constituent as appropriate



The calculated chloride content of the chloride expressed as the percentage of

chloride-ion by mass of cement shall not exceed 0.1 for PSC and 0.2 for RCC and PCC.

7.7.9 Proportioning of Concrete

In proportioning concrete, the quantity of both cement and aggregates shall be determined by weight. The cement shall be weighed separately from the aggregates. All measuring equipment shall be maintained in a clean and serviceable condition. The amount of mixing water shall be adjusted to compensate for moisture content in both coarse and fine aggregates. The moisture content of aggregates shall be determined in accordance with IS:2386 (Part III). Suitable adjustments shall also be made in the weights of aggregates to allow for the variation in weight of aggregates due to variation in moisture content.

7.7.10 Production of Concrete

All concrete shall be produced at site through fully computerised weigh-batching plant of suitable capacity conforming to IS:4925 with the arrangements for automatic dispensing of admixture and having facility of giving print out indicating weight / details of all ingredient of concrete in each lot/ batch and variations from the approved design mix if any. Minimum 2 fully automatic batching and mixing plant having capacity not less than 30 cum/ hour shall be installed at site by the contractor. The batching and mixing plants shall be dedicated plant for this project. Contractor shall make his own arrangements for the necessary infrastructure for installation of batching plant and other machineries. However, if due to any reason, contractor wishes to supplement the concrete from Ready Mix Concrete (RMC) supplier, he is permitted to procure the same from the source approved by the Engineer-in-charge. In such a situation, all technical requirements such as cement type and minimum cement quantity, w/c ratio, slump, admixture etc shall be conveyed to RMC supplier by the contractor and contractor shall be wholly responsible for ensuring the property of concrete as required at site. The contractor may take some time to install his own batching plants at site and till the batching plants are installed, the contractor is permitted to procure concrete from approved Ready Mix Concrete (RMC) supplier for a period 3 months from date of start of work or the period as agreed by Engineer-in-Charge. Similarly, when the work is nearing completion and daily requirement of concrete is very less, if agreed by the Engineer-in-Charge, the contractor may be permitted to procure the concrete from approved Ready Mix Concrete (RMC) supplier. The batching and mixing plant shall be fully automatic of suitable capacity not less than 30cum./hour. Automatic batcher shall be charged by devices which when actuated by a single starter switch will automatically start the weighing operation of each material and stop automatically when the designated weight of each material is fed in the mixer. The batching plant shall have automatic arrangement for



dispensing the admixture and shall be capable of discharging water in more than one stage. A batching plant essentially shall consist of the following components: - Separate storage bins for different sizes of aggregates, silo for cement and

flyash; water storage tank. - Batching equipment - Mixers - Control Panels - Mechanical material feeding and elevating arrangements The compartments of storage bins for aggregates shall be approximately of equal size. The cement compartment shall be centrally located in the batching plant. It shall be water tight and provided with necessary air vent, aeration fittings for proper flow of cement & emergency cut off gate. The aggregate and sand shall be charged by power operated centrally revolving chute. The entire plant from mixer floor upward shall be enclosed and insulated. The batch bins shall be constructed so as to be self cleansing during draw-down. The batch bins shall in general conform to the requirements of IS:4925. The batching equipment shall be capable of determining and controlling the prescribed amounts of various constituent materials for concrete accurately i.e. water, cement, sand, individual size of coarse aggregates etc. The accuracy of measuring devices shall fall within the following limits.

The batching and mixing plant shall have the provision of adjusting the plus / minus quantity of various ingredients in the next batch so that there is no variation in quantity of ingredients from design mix in a lot consisting of 5 to 6 batches.

The mixer in the batching plant shall be so arranged that mixing action in the mixer can be observed from the operator’s station. The mixer shall be equipped with a mechanically or electrically operated timing, signalling and metering device which will indicate and assure completion of the required mixing period. The mixer shall have all other components as specified in IS: 4925.

Measurement of Cement: + 2% of the quantity of cement in each batch

Measurement of Water: + 3% of the quantity of water in each batch

Measurement of Aggregate: + 3% of the quantity of aggregate in each batch

Measurement of Admixture: + 3% of the quantity of admixture in each batch



7.7.11 Transportation, Placing and Compaction of Concrete

Mixed concrete from the RMC / Batching plant shall be transported to the point of placement by transit mixers and placed in position through concrete pumps and/or steel closed bottom buckets capable of carrying minimum 0.6 cum concrete. In case the concrete is proposed to be transported by transit mixer, the mixing speed shall not be less than 4 rev/min. of the drum nor greater than a speed resulting in a peripheral velocity of the drum 70 m/minutes at its largest diameter. The agitating speed of the agitator shall be not less than 2 rev/min nor more than 6 rev/min of the drum. The number of revolution of the mixing drum or blades at mixing speed shall be between 70 to 100 revolutions for a uniform mix, after all ingredients, have been charged into the drum. Unless tempering water is added, all rotation after 100 revolutions shall be at agitating speed of 2 to 6 rev/min and the number of such rotations shall not exceed 250. The general construction of transit mixer and other requirement shall conform to IS:5892.

In case concrete is to be transported by pumping, the conduit shall be primed by pumping a batch of mortar through the line to lubricate it. Once the pumping is started, it shall not be interrupted (if at all possible) as concrete standing idle in the line is liable to cause a plug. The operator shall ensure that some concrete is always there in the pump receiving hopper during operation. The lines shall always be maintained clean and shall be free of dents. at all stages. Special precaution shall be taken that surrounding temperature during concreting shall not exceed 30 degree centigrade Except where otherwise agreed to by the Engineer-in-Charge, concrete shall be deposited in horizontal layers to a compacted depth of not more than 450 mm. Unless agreed to by the Engineer- in-Charge, concrete shall not be dropped into place from a height exceeding 1.5m. In order to avoid such situations chutes, tremie pipe or closed bottom buckets shall be used. These shall be kept clean and used in such a way as to avoid segregation. Slope of the chute shall be so adjusted that concrete flows without the use of excessive quantity of water. The delivery end of chute shall be as close as possible to the point of deposit. the chute shall be thoroughly flushed with water before and after each working period and the water used for this purpose shall be discharged outside the formwork. The concrete shall be compacted by using immersion type vibrators. When the concrete is being continuously deposited to a uniform depth along a member, vibrator shall not be operated within one meter of free end of the advancing concrete. Every effort shall be made to keep the surface of the previously placed layer of concrete alive so that the succeeding layer can be amalgamated with it by the vibration process. In case the concrete in underlying layer has hardened to such an extent that it cannot be penetrated by the vibrator but is still fresh (that is, just after initial set), un-imposed bond shall be achieved between the top and underlying layer by first scarifying the lower layer before the new concrete is placed by systematically and thoroughly vibrating the new concrete. The points of



insertion of vibrator in the concrete shall be so spaced that the range of action overlap to some extent and the freshly filled concrete is sufficiently consolidated at all locations. The spacing between the dipping positions of vibrator shall be maintained uniformly throughout the surface of concrete so that concrete is uniformly vibrated. The vibrating head shall be regularly and uniformly inserted in the concrete so that it penetrates of its own accord and shall be withdrawn slowly whilst running so as to allow redistribution of concrete in its way and allow the concrete to flow back into the hole behind the vibrator. The vibrator head shall be kept in one position till the concrete within its influence is completely consolidated. Vibration shall be continued until the coarse aggregate particle have blended into the surface but have not disappeared. The contractor shall keep at least one additional vibrator in serviceable condition to be used in the event of breakdowns and maintenance problems. The vibrator head shall not be brought more than 200 mm near to the formwork as this may cause formation of water stagnations. The formwork shall be strong and great care shall be exercised in its assembly. It shall be designed to take up increased pressure of concrete and pressure variations caused in the neighbourhood of vibrating head, which may result in excessive local stress on the formwork. The joints of the formwork shall be made and maintained tight and close enough to prevent the squeezing out slurry or sucking in of air during vibration. The formwork to receive concrete shall be cleaned and made free from standing water, dust, etc. The contractor shall keep provision for screed and shutter vibrators at site. No concrete shall be placed in any part of the structure until the approval of Engineer-in-Charge has been obtained. If concreting is not started within 24 hours of the approval being given, it shall have to be obtained again from the Engineer-in-Charge. Concreting shall be done continuously over the area between construction joints. Fresh concrete shall not be placed against concrete which has been in position for more than 30 minutes unless a proper construction joint is formed. When concreting has to be resumed on a surface which has hardened, it shall be roughened, swept, clean, thoroughly wetted and covered with a 13 mm thick layer of mortar composed of cement and sand in the same ratio as in the concrete mix itself. The 13 mm layer of mortar shall be freshly mixed and placed immediately before placing of new concrete. Where concrete is not fully hardened, all latency shall be removed by scrubbing the wet surface with wire or bristle brushes. Care shall be taken to avoid dislodgement of particles of coarse aggregate. The surface shall then be thoroughly wetted, all free water removed and then coated with neat cement grout. Particular attention shall be given to corners and close spots.

7.7.12 Surface Finish

The exposed surface of concrete of all grades shall be shutter finished except where form liner is used. Concrete with surface defects larger than 1/6th of the



cover shall be rejected. Any special surface finish such as form liner finish of outer surface of crash barrier, shall be as per approved drawing or as directed by the Engineer-in-Charge. The quoted rates shall deemed to have included such elements and nothing extra shall be payable on this account. All members above ground or formation level shall have shutter finished surfaces. The contractor shall ensure that Piers are cast in a single pour without any construction joint. No tie bolt shall be permitted in piers. Cast-in-situ superstructure shall be casted in single pour between the expansion joints. Utmost care shall be taken by the contractor in erection of formwork for components cast in stages if any. Location of construction joints in between such stages shall be pre-decided and all such joints shall be treated in a manner approved by the Engineer-in-charge so as to match with the surrounding concrete without leaving any visual aberration or bad patches and/or bands. The contractor shall be deemed to have included the cost of such operation in his quoted rates and no claim whatsoever shall be entertained at a later date. The form finished concrete surfaces shall be free from honeycomb, blemishes, holes, surface defects, surface undulation etc. In no case such defects shall exceed 200 mm in any direction for individual spots or the continued area of such defects shall not exceed 0.2% of the entire area of related surface. Any variation beyond this limit shall be considered as a substandard work and shall be liable for rejection. The Engineer-in-Charge shall have the option to accept the so formed concrete at a reduced rate for defects exceeding this limit provided it is structurally adequate and due matching of defective patches is done by the contractor to the entire satisfaction of the Engineer-in-Charge. Special care shall be taken to ensure that no stains are left on the formed concrete either from formwork or exposed reinforcement bars. Such stains shall be removed by the contractor at no extra cost so as to match with adjoining concrete surfaces to the satisfaction of the Engineer-in-Charge.

7.7.13 Additional Specifications for Concrete M60 or Above

Mineral admixture in the form of micro-silica or condensed silica fume shall be permitted in the design mix. It shall comply with ASTM C 1240-03a “Standard Specifications for Silica Fume used in Cementitous Mixtures”. (i) It should be procured from proven and reliable manufacturer / supplier to

the satisfaction of the Engineer-in-Charge. (ii) Adequate and complete dispersal of the micro silica during the concrete

mixing shall be ensured. (iii) When micro-silica is used in powder form the contractor shall take all

precautions against potential health hazards during handling of the material. (iv) Chilled water and / or ice shall be used in the concrete mix depending on

the ambient temperature, dimensions of the concrete element, rate of pouring and design mix constituents.



(v) Special detailed curing arrangements shall be made for dissipation of the heat of hydration. The water curing shall be continued for a period of 21 days.

(vi) The concrete design mix and arrangement for mixing, transportation and curing of concrete shall be subject to the approval of the Engineer-in-Charge.

7.7.14 Curing of Concrete

Curing of concrete shall be complete and continuous using water that is free of harmful amounts of deleterious materials that may attack, stain or discolour the concrete. Immediately after compaction and completion of any surface finishes, the concrete shall be protected from evaporation of moisture by means of polyethylene sheets, wet hessian or other material kept soaked by spraying. As soon as the concrete has attained a degree of hardening sufficient to withstand surface damage, moist curing shall be implemented and maintained for a period of at least 14 days after casting. Method of curing and their duration shall be such that the concrete will have satisfactory durability and strength and members will suffer a minimum distortion, be free from excessive efflorescence and will not cause undue cracking in the works by its shrinkage. The top surface of the slabs and other horizontal surfaces shall be cured by impounding water in cement mortar bunds. Steeply sloping and vertical formed surfaces shall be kept completely and continuously moist prior to and during the striking of formwork by applying water to the top surfaces and allowing it to pass down between the formwork and the concrete. After removal of form, moist curing to be done by wrapping hessian cloth, etc. and keeping it moist by suitable means. Approved non-wax base curing compounds can be applied on vertical and inclined surfaces, after 7 days of moist curing, where permitted by the Engineer-in-Charge at no extra cost. However it is required to be proved that using curing compound the concrete shall not have less strength than concrete cured by water curing. It shall not leave any discolouration on the structural concrete. Such approved compounds shall be applied to all exposed surfaces of the concrete. Steam curing with approved methodology can be adopted if required, for precast segments. No additional payment will be made for adopting steam curing.

7.7.15 Concreting of Narrow Members

Wherever the concreting of narrow member as in case of piers/ column (as adjudged by Engineer-in-Charge) is required to be carried out within shutters of considerable depth, temporary openings in the sides of the shutters shall, if so desired by the Engineer-in- charge, be provided to facilitate the pouring and



consolidating of concrete. Before any concreting is commenced, shutters and centering shall be carefully examined and the space to be occupied by the concrete be thoroughly cleaned out. The concrete in such members shall be compacted with suitable shutter vibrators as appropriate.

7.7.16 Protection of Concrete below ground level Concrete placed below the ground shall be protected from falling earth during and after placing. Concrete placed in ground containing deleterious substances shall be kept free from contact with such ground and with water draining there from during placing and for a period of seven days or as otherwise instructed thereafter. Approved means shall be taken to protect immature concrete from damage by debris, excessive loading, abrasion, vibrations, deleterious ground water, mixing with earth or other materials, and other influences that may impair the strength and durability of the concrete.

7.7.17 Construction Joints

Before the concrete is fully hardened, all latency shall be removed by scrubbing the wet surface with wire or bristle brushes. Care shall be taken to avoid dislodgement of particles of coarse aggregate. The surface shall then be thoroughly wetted, all free water removed and then coated with neat cement grout. Particular attention shall be given to corners and close spots. Construction joints in all concrete work shall be made as directed by the Engineer-in-Charge. Where vertical joints are required, these shall be shuttered as directed and not allowed to take the natural slope of the concrete. Before fresh concrete is placed against a vertical joint, the old concrete shall be chipped, cleaned and moistened. When a horizontal construction joint is formed, provision shall be made for interlocking with the succeeding layer by the embedment of saturated wooden blocks or wooden strips beveled on four sides to facilitate their removal. Prior to the next pour the wooden pieces shall be loosened and removed in such a manner as to avoid injury to the concrete. After about 8 to 12 hours of concreting, contact surface shall be hacked to expose the aggregate surface and remove laitance. Immediately thereafter clean the surface using compressed air to remove all the dirt. The surface shall then be compressed cleaned to remove all dirt. Before applying fresh concrete, the contact surface shall be wetted for at least 6 hours. After the surface has dried, a coat of cement slurry shall be applied uniformly using a brush over the old concrete just before placing the fresh concrete. The fresh concrete shall be placed immediately after applying the cement coats. The fresh concrete shall be thoroughly vibrated near the construction joint so that the mortar from the new concrete flows between the large aggregate and develop proper bond with old concrete. The construction joint shall ensure proper bond and leak proof joint.



If use of metal, rubber or plastic water stops is specified, this shall be cast into joints. Measures shall be taken by the Contractor to ensure that no displacement or distortion of water stops takes place during placing of concrete. The construction joints shall ensure proper bond and leak proof joint.

7.7.18 Defects in Concrete A. Cracks

If external cracks developed in concrete construction are more than 0.2 mm and in the opinion of the Engineer-in-Charge, these are detrimental to the strength of the construction, the Contractor at his own expense will conduct ‘Loading Tests’ on the structure in the manner as specified elsewhere in this document. If under such test loads the cracks develop further, the Contractor shall dismantle the construction, carry away the debris, replace the construction and carry out all consequential work thereto.

If any cracks develop in the concrete construction are not more than 0.2 mm or in the opinion of the Engineer-in-Charge, the cracks are not detrimental to the stability of the construction, the Contractor at his own expense shall grout the cracks with neat cement grout or with other composition as directed by Engineer-in-Charge and also at his own expense and risk shall make good to the satisfaction of the Engineer-in-Charge all other works such as plaster, moulding, surface finish, which in the opinion of the Engineer-in-Charge have suffered damage either in appearance or stability owing to such cracks. The Engineer-in-Charge's decision as to the extent of the liability of the Contractor in the above matter shall be final and binding.

B. Honeycombing If any concrete be found honeycombed or in any way defective, such concrete shall be cut out partially or wholly by the Contractor as per the directions of the Engineer-in-charge and made good at his own risk and cost using pressure grouting or any other technique. If Engineer-in-Charge feels that repaired structure will not be having same strength or shape or uniformity with other exposed surface as original desired structure / original structure, the same shall be rejected by Engineer-in-Charge and required to be dismantled and disposed by contractor at his own cost as instructed by Engineer-in-Charge. Decision of the Engineer-in-Charge shall be final binding in this regard. On no account shall concrete surfaces be patched or covered up or damaged concrete rectified or replaced until the Engineer-in-Charge or his representative has inspected the works and issued written instructions for rectification. Failure to observe this procedure will render that portion of the works liable to rejection. Contractor shall submit methodology for rectification of defects for approval. Proprietary products for concrete repair shall be used.



7.7.19 Additional Specifications for Precast Concrete A. Handling and Storage

The precast units shall be stored as directed by the Engineer-in-Charge. The area intended for the storage of precast units should be surfaced in such a way that no unequal settlement can occur.

To prevent deformation of slender units, they should be provided with supports at fairly close intervals and should also be safeguarded against tilting. Lifting and handling positions should conform to the Engineer-in-Charge's directions and drawings. In addition, location and orientation marks should be put on the members, as and where necessary. During erection the precast units should be protected against damage caused by local crushing and chafing effects of lifting and transport equipment.

B. Temporary Supports and Connections

Temporary supports provided during erection should take into account all construction loads likely to be encountered during the completion of joints between any combination of precast and in-situ concrete structural elements. The supports should be arranged in a manner that will permit the proper finishing and curing of any in-situ concreting and grouting associated with the precast member being supported when the gaps of joints have to be filled with concrete or mortar. They should first be cleaned and faces of the joints should be wetted. The mixing, placing and compacting of cement and mortar should be done with special care. Mortar of a dry consistency should be in the proportion of 1:1½ (1 part of cement to 1½ parts of sand) and should be placed in stages and packed hard from both sides of the joint.

C. Tolerances

The following tolerances apply to finished precast products at the time of placement in the structure. The forms must be constructed to give a casting well within these limits : i Overall dimensions of members should not vary more than + 6mm per 3m

length with a maximum variation of + 20mm. ii Cross-sectional dimensions should not vary more than the following :

+ 3mm for sections less than 150mm thick + 4mm for sections over 150mm & less than 450mm + 6mm for sections over 450mm to 1000mm + 10mm for sections over 1000mm

iii Deviation from straight line in long sections should not be more than + 6mm up to 3m, + 10mm for 3m to 6m, + 12mm for 6m to 12m.

iv For tolerances on precast segments for girders refer separate section



7.8 PILE FOUNDATIONS

The bored cast-in-situ reinforced concrete piles conforming to relevant IRC/IS Codes shall be provided. The Contractor is advised to go through the sub-soil investigation report kept in the office of Executive Engineer-123, PWD for reference purpose. The information provided in the sub-soil investigation report is for the guidance and indicative only. The Contractor shall assess all other necessary information at his own cost.

7.8.1 Length

The average basic length of the piles mentioned in the drawings is tentative. The final length of the pile shall be decided by the contractor with the approval of the Engineer-in-charge on the basis of resistance actually observed during initial load test at site. It will be the responsibility of the contractor to ensure by subsequent routine load tests that the installed length of piles is able to carry the specified safe load and the resulting deflections shall be within permissible load test.

The contractor should study the bore log data (which may be seen in the Office of the Engineer-in-Charge) and satisfy himself regarding the sub soil and adequacy of designed length of piles. In case of failure of any pile in routine load test, the additional remedial measures shall be borne by the contractor and no claim shall be entertained on his account.

7.8.2 Methodology, Programme and Records

The Contractor shall submit full details of his proposed piling plant, and detailed method statements for carrying out the Works to the Engineer-in-Charge for approval prior to the commencement of piling work by at least two weeks. The method statement should include all details of casings and concreting methods in respect of bored cast in situ concrete piles. The method adopted shall be chosen giving due consideration to the subsoil data, ground water conditions and to the other relevant conditions at site as well as to the presence of adjacent structures. Piles shall be constructed in a sequence approved by the Engineer-in-Charge. During boring, the Contractor shall, where required by the Engineer-in-Charge, take soil, rock or ground water samples and transport them to an approved testing laboratory or carry out soil tests as directed. The Contractor shall not commence any piling until the plant and methods which he proposes to use have been approved by the Engineer-in-Charge but such approval shall not relieve the Contractor from any of his obligations and responsibilities under the Contract. If for any reason the Contractor wishes to make any change in the plant and methods of working which have been approved by the Engineer-in-Charge, he shall not make any such change without having first obtained the Engineer-in-Charge approval thereof. The Contractor shall intimate the Engineer-in-Charge, in writing, each day’s programme of piling in advance by one day and shall give adequate information of his intention to work outside normal hours and at weekends, whenever required.



The Contractor shall keep complete records of all data required by the Engineer-in-Charge covering the fabrication, driving and installation of each pile and shall submit two copies of these records in pre-approved format to the Engineer-in-Charge within 24 hours of the execution of any pile.

7.8.3 Reinforcement

The reinforcement shall be pre-fabricated in one length, hoisted & lowered by a crane. The quantity of reinforcement to be provided at each cross section shall be in accordance with the prescribed/approved drawings and shall be got approved by the Engineer-in-charge beforehand and should also comply with the stipulations laid down for "steel reinforcement". The minimum cover to the reinforcement shall be 75mm and minimum clear spacing between main bars shall be 100mm. Only circular concrete cover blocks threaded on to the helix shall be used for ensuring the specified cover. Joints in main longitudinal bars will be permitted only where, in the opinion of the Engineer-in-Charge, each bar cannot be supplied in one complete length. Where permitted, joints shall be provided at permitted spacing, designed to develop the full strength of the bar across the joint, provided with adequate extra links or stirrups and staggered in position from those of adjacent longitudinal bars, all with the approval of the Engineer-in-Charge. All main longitudinal bars shall be tack weld at lapping if any. The last one circle of helical stirrups at each end shall be welded to main longitudinal bars. Any extra tack welding required for handling and lowering of cage in borehole shall be done by the contractor at no extra cost. The reinforcement cage shall be maintained in position during the casting. If the bore hole trench excavation is done deeper than the designed or the specified depth, the pile has got to be done for such depth but payment will be restricted to the specified depth only. It shall be ensured that before lowering the reinforcement cage the excavation is done to the required depth so that there is no short fall in the penetration of the pile below the desired bottom level of excavation.

7.8.4 Boring Boring shall be done using hydraulic drilling rigs suiting to different kinds of strata encountered. As a general guideline, size of cutting tool shall in no case be less than the diameter of the pile minus 75mm. However the size of cutting tool shall be chosen by contractor depending on the type of substrata and equipment employed by contractor so that executable pile shall not have diameter less than nominal diameter of pile as specified in drawing. The contractor shall also ensure that there is no reduction in poured concrete quantities. These calculations shall be based on consumption of concrete poured in bore (as recorded in pour log) and actual concrete required in bore on theoretical basis i.e. based on nominal diameter of pile and actual bore hole length (based on actual sounding of founding level). Deficiency in quantity of poured concrete in pile by more than 5 % quantities will make it liable for rejection. In general piling shall be done by using hydraulic rig with temporary liner of minimum 5 metre depth from ground level to protect loose



soil falling in bore hole as directed by Engineer-in-Charge. No extra payment shall be made to the contractor for using temporary liner, over the item of piling as in BOQ. However if Permanent liner is to be provided, extra for using permanent liner in place of temporary liner shall be paid as per agreement item. A. Drilling Mud The bentonite used for preparing the solution shall be of approved quality and shall have the required properties as per IS:9556 so as to hold the excavated side of the borehole firmly without any collapse or erosion. The specific gravity of the solution will be as approved and the contractor shall provide the necessary laboratory facilities at site for checking the quality of the bentonite earth and the specific gravity of the solution during the course of the work. The work shall be carried out in such a way that the area is kept clean and tidy without causing any nuisance due to over flow or spilling of bentonite slurry or any other material all over the place. The working area shall be suitability fenced if required by the Engineer-in-Charge. A certificate shall be obtained by the contractor from the approved supplier of the bentonite powder showing properties of the consignment delivered to site. This certificate shall be made available to the Engineer-in-Charge. The bentonite powder shall be mixed thoroughly with clean fresh water. The percentage of bentonite used to make the slurry shall be such as to maintain the stability of the borehole. Control tests shall be carried out on the bentonite & bentonite slurry using suitable apparatus to determine the specified parameters as stated below: i Mud Density < 1.05 gm/cc ii Marsh Cone Viscosity between 30 and 40 seconds iii The pH value between 9.5 and 12 iv Particles with size more than 75µ < 1% v The liquid limit of bentonite > 400%. vi Bentonite shall be saturated for 24 hours and then used. Tests to determine density, viscosity & pH etc. shall be carried out initially until a consistent working pattern has been established, taking into account the mixing process, any blending of freshly mixed bentonite slurry and previously used bentonite slurry and any process which may be employed to remove impurities from previously used bentonite slurry. Where bentonite slurry is re-used and possibly blended with freshly mixed slurry or has chemical additions made to preserve its properties, there will be a need for routine checking throughout the work, particularly in regard to the tests for density and viscosity.



The frequency of testing may initially need to be on each pile basis where bentonite slurry becomes heavily contaminated during its first use and may in other cases (e.g. mainly in clayey soil) be on a daily basis where contamination is slight. Frequency will be decided by the Engineer-in-Charge in the light of the test results obtained. In those cases where a mechanical process is employed to remove contaminating solids from the slurry, the frequency of testing depends on the circumstances and the equipment employed. The contractor shall indicate to the Engineer-in-Charge prior to the commencement of the work, that he intends to employ such a method and tests should be carried as for re-used and blended slurries.

B. Bentonite Slurry in Bore Hole prior to Placing Concrete Prior to placing concrete in any bore hole, the contractor shall ensure heavily contaminated bentonite slurry which could impair the free flow of concrete from the tremie pipe, has not accumulated in the bottom of bore hole. If it occurs, the proposed method of checking this situation is to be stated by the contractor and is to be got approved from the Engineer-in-Charge prior to commencement of work. If the bentonite slurry is found to exhibit properties outside the agreed appropriate range, then it shall be modified or replaced till the required agreed condition is achieved. Flushing shall be done with fresh bentonite slurry after lowering of reinforcement cage and tremie before starting of concreting.

NOTE : One method of identifying contaminated bentonite slurry is to take a sample of the slurry from near the bottom of the borehole excavation (say about 0.2 m above the base of the borehole) and to carry out a density test on this using mud balance. Where this method is employed, the density determined should not be greater than 1.25 g/ml to enable satisfactory concrete placing. During construction, the level of bentonite slurry in the borehole shall be maintained within the depth of the temporary casing, and at a level not less than 1.5m above the level of external standing ground water. Where saline or chemically contaminated ground water occurs, special measures shall be taken as required by the Engineer-in-Charge to modify the bentonite slurry.

The modification required depends on the nature of the contamination. In Saline conditions it is frequently necessary to ensure that the bentonite is fully hydrated in fresh water before supplying it to the borehole.

All reasonable steps shall be taken to prevent spillage of bentonite slurry on the site away from the immediate vicinity of the borehole. Discarded bentonite slurry, which has been pumped from the borehole, is to be removed promptly from the site. The contractor shall ensure proper disposal of bentonite and the associated water especially from the point of view of environmental hazard. He shall obtain



necessary permission of the concerned statutory bodies before disposing off the bentonite.

In order to avoid collapse of upper soft soil into the borehole, temporary liner of thickness not less than 6mm shall be provided upto 5m. from the existing ground level. The liner shall be provided by hydraulically/mechanically operated mechanism. After concreting of borehole, the liner shall be extracted.

C. Cleaning of Borehole Bottom When borehole is stabilised by casing and drilling mud or by maintaining water head using temporary/permanent casing, the bottom of the hole shall be cleaned very carefully by reverse circulation. Alternative method shall be employed only with the prior permission of Engineer-in-Charge in writing before concreting work is taken up. Cleaning / flushing methodology shall be submitted and got approved by the Engineer-in-Charge prior to commencement of piling. Generally, to lift the spoil at founding level before concreting, borehole hole shall be agitated by jetting with fresh drilling mud at a relatively higher pressure than that used during boring, or air through tremie pipe. The specific gravity of the mud suspension in the vicinity of the bottom of borehole shall be determined by using a suitable slurry sampler. Concreting shall not be taken up when the specific gravity of bottom slurry is more than 1.20. Consistency of the drilling mud suspension shall be controlled throughout the boring as well as concreting operation in order to keep the sides of the hole stabilized as well as to avoid concrete mixed up with the thicker suspension of the mud.

7.8.5 Tremie Method for Concreting The concrete for piles underwater or in drilling mud shall be placed with a tremie pipe. The tremie pipe shall not be less than 200mm diameter for 20mm aggregate. It is essential that the water level within the pile bore be in equilibrium before commencement of concreting. The concrete levels in the tremie shall be checked for every half a metre in order to note the difference, if any, between the theoretical quantity that should have been placed and actual quantity that has gone in. This serves to locate the position of over cut during pouring. The dia. of tremie pipe shall be 200mm minimum and the funnel should be capable of holding 0.4 cum of concrete. The following rules shall strictly be observed prior to and during the tremie method: i The concrete shall be coherently rich in cement and having slump in the range

of 150 to 200mm. Suitable precautions shall be taken for prevention of segregation. Internal vibrators shall not be used unless the Contractor is satisfied that segregation will not result because of vibration and unless the method of use has been approved by the Engineer-in-Charge.

ii The first charge of concrete shall be placed in the hopper over a sliding plate at

the bottom of the hopper. The charge should be adequate in volume to ensure



flushing action to prevent mixing of water or drilling mud and concrete. Alternatively floating plugs of approved specification may be used before the first charge of concrete.

iii The tremie pipe shall always penetrate deep enough into the concrete with an

adequate margin of safety against accidental withdrawal. The tremie pipe shall not be withdrawn until the completion of concreting. At all times a sufficient quantity of concrete shall be maintained within the pipe to ensure that the pressure from it exceeds that from the seepage water. Spot measurements shall be taken at suitable intervals to check that the tremie pipe has an adequate penetration into previous concrete.

iv The joint between the hopper and tremie pipe as well as the joints in the tremie

pipe shall be water tight in order to avoid mixing of borehole fluid with the concrete.

v The tremie shall essentially be water tight All tremie tubes shall be scrupulously

cleaned after every use. A. Prolonged Delays In Concreting

Prolonged delays in the commencement of concreting after the completion of the boring shall not be permitted. The time interval between the completion of boring and placing of concrete shall not exceed 6 hour. The concreting of a pile must be completed in one continuous operation. In case of long piles of large diameter, large size mixers or more mixers shall be used so that the entire concreting operation is completed in not more than two hours. In case, under the unavoidable circumstances, the operation has to suspend for a period of 2 hours (maximum), the tremie shall not be taken out of concrete. Instead, it shall be raised and lowered slowly from time to time which would prevent the concrete around the tremie from setting. Concreting should be resumed by introducing a little richer concrete (5% additional cement) with a higher slump for easy displacement of the partly set concrete.

If the concreting cannot be resumed before final set of the concrete already placed, the pile so cast may be liable for rejection. Acceptance with modifications shall be at the sole discretion of the Engineer-in-Charge provided contractor is able to prove to the satisfaction of the Engineer-in-Charge that the modifications suggested by him are acceptable. Nothing extra shall be paid on this account. Similarly, contractor shall be liable to carry out all remedial measures at no extra cost to the Department. In case of withdrawal of tremie out of the concrete either accidentally or to remove a choke, the tremie may be reintroduced in the following manner to prevent impregnation of latence or scum lying on the top of the concrete already discharged in the borehole. The tremie shall gently be lowered on the old concrete with a very little penetration initially followed by a vermiculite plug introduced in the tremie. A



fresh concrete of slump between 150mm and 200mm shall be filled in the tremie which shall push the plug forward and shall emerge out of the tremie displacing latence/scum out of its way. When tremie is buried by about 60 to 100cm, the concreting may be resumed.

7.8.6 Cut Off Level ( Col)

Cut off level of piles shall be indicated in working drawings or as indicated by Engineer-in-Charge. The top of concrete in pile shall be brought above the cut off level to remove all laitance & weak concrete and to ensure good concrete at cut off level. Pile is required to be finished to a height of one meter above the designed cut-off level. The top of concrete in a pile shall be brought above the cut-off level since the top concrete is loose and is weak because of contamination with water/drilling mud. This ensures good concrete at the cut-off level. As general guidelines, for cut off level up to 1.5m below working level, the concrete shall be cast of 1000mm above COL. Higher allowance may be necessary depending on the length of the pile, as directed by the Engineer-in-Charge, when concrete is placed by tremie method, to permit overflow of concrete for visual inspection or to a minimum of 1 meter above cut off level. In the circumstance where COL is below ground water level, the need to maintain a pressure should be observed & accordingly length of extra concrete above COL shall be determined by the Contractor and approval of Engineer-in-Charge obtained. No extra payment over and above the quoted rate for the pile shall be allowed for such spoils. Any defective concrete in the head of the completed pile shall be cut away and made good with new concrete. When a casing is being extracted a sufficient quantity of concrete shall be maintained within the bore to ensure the pressure from external ground water and soil is adequately exceeded by the pressure of concrete. Otherwise necking of the pile may result. No concreting shall be placed in the bore once the bottom of the casing has been lifted above the top of concrete. After each pile has been cast any empty bore shall be protected and carefully backfilled as soon as possible with approved materials. Complete boring and concreting records shall be submitted to the Engineer-in-Charge for each pile. The records shall include the duration of concreting, tremie lengths (individual and cumulative), tremie pipe lengths removed, theoretical sounding, actual sounding, actual lengths of pile concreted and the volume of concrete placed, cut off level, founding levels etc, For piles with temporary casings records of sequence of casing withdrawal and levels of concrete before and after withdrawal shall also be included in the reports.



7.8.7 Testing of Piles i The load tests shall be in accordance with the Indian Standard Code of

Practice for Design and Construction of Pile Foundations IS 2911 (Part IV) Load Tests on Piles. For initial load test, test load will be 2.5 times the theoretical designed capacity of pile. For initial load, test arrangement shall also cater for additional 25% above test load and nothing extra will be paid on this account. Permissible stresses in test arrangement (steel truss or plate girder) to cater for test load plus additional 25% load shall be within permissible stresses as per IS:800 (as for permanent structure). For test frame, steel of Grade –B conforming to IS:2062 shall be used.

ii Engineer-in-Charge will decide the locations and nos of initial load tests to be

performed in different zones depending on variation in substrata but minimum two initial load tests are required to be done for different types of strata. The contractor shall undertake test piles required for initial pile load test in the initial stages of work using the same methodology and equipment’s which will be subsequently used for working piles. These tests shall be undertaken well in advance of working pile. No working pile would be allowed to undertaken till satisfactory initial pile load tests have completed. Non-granting of permission for pile/ pile cap by Engineer-in-Charge in such respect will not be considered as reason for delay or any claim thereof. The test arrangement to be employed shall be of nature which is quick to install and remove and easily transferable. Sufficient nos. of test arrangement will be required to be mobilized by contractor so as to conduct required nos. of initial load tests simultaneously. Vertical cyclic loading tests shall be carried out where specially needed and specified for separation of skin friction and point bearing components of the load carrying capacity of the piles.

iii Routine tests shall be performed on working piles to determine/ check the load

carrying capacity and settlements of the pile foundations. The piles for Routine Load Test shall be selected by the Engineer-in-Charge. The Routine load tests shall be in accordance with the Indian Standard Code of Practice for Design and Construction of Pile Foundations i.e. IS 2911 (Part IV) Load Tests on Piles. Number of routine load test shall not be less than 2% of total nos. of piles subject to minimum two routine load tests.

iv The Contractor shall give the Engineer-in-Charge at least 48 hours notice of the

commencement of construction of these piles which are to be subjected to Initial Tests. The load tests shall not normally be conducted unless the concrete is at least 28 days old.

v All testing shall be done under the direction of experienced personnel

conversant with the equipment and the testing procedure. Before the commencement of the tests, all the particulars regarding the test pile including boring data and concrete cube strengths shall be made available at site and shall form a part of the test report.



vi On completion of each load test the Contractor shall submit a report of the load test which shall include the following information.

a. Description of soil conditions, ground water table, actual boring and

installation records, concrete cube test results. b. Method of load application c. Load settlement readings during loading and unloading d. Time load-settlement curve e. All other observation relevant to the test being conducted

vii The Dynamic Integrity test using pile driving analyser or approved equivalent for pile integrity shall be performed on all the working piles. The top of the pile shall be made accessible, chipped off up to hard concrete, levelled by trimming it back as far as practicable. The reinforcing bars of the piles tested shall be bent sideways. The test shall be performed after removal of bad/ weak concrete at top so that the wave propagation is steady through hard concrete. The test shall be carried out at minimum 3 locations on each pile in such a way that the entire cross section of the pile is evenly covered. The test shall be conducted with a minimum age of concrete of 3 days. A specialist approved agency shall be employed for the test and the tests shall generally be as per recommendations of the agency unless directed by the Engineer-in-Charge. A complete report indicating the graphical display of wave propagation under each flow shall be submitted along with interpretation of results showing discontinuities, cross-sectional changes or material changes if any. The results are to be co-related with Site data.

viii Nothing extra is payable for conducting any type of tests i.e. initial load test, routine load tests, integrity tests on pile as the quoted rates of the contractor deems to include cost of these tests.

7.8.8 Defective Piles

The Engineer-in-Charge reserves the right to reject any pile which in his opinion has not been constructed in accordance with the specifications. The Contractor will not be paid for rejected piles. The increase in cost of the pile caps, tie beams and other measures adopted for strengthening as a result of rejection of defective piles shall be borne by the Contractor.

7.8.9 Criteria for Defining Rocky Strata The contractor shall keep a note of penetration depth versus time from the beginning of the drilling operation. Once the boring reaches the top of the weathered rock, the penetration rate will drop, there will be an increase in the slope of depth versus time plot. If there is no change in the rate of penetration then the contractor will change the bottom tool of piling rig for drilling in rock or provide appropriate machine suitable for drilling in rock. The top of the weathered rock beyond which socketing would start shall be determined from the sample collected from rock drilling. The pile shall be terminated after the specified socketing length is reached. Under the condition that the pile cannot be taken to



be prescribed termination level owing to encountering hard rock then the following criteria should be adopted. i. Once the hard rock is reached the slope of the penetration depth versus time

plot will increase further and tend to be near vertical. ii. Continue drilling until the slope is near vertical.

7.8.10 Pile Anchoring In rocks the pile shall be taken down to rock strata devoid of any likely extension of erosion and properly socketed as required (minimum one diameter of the piles) by the design. Nothing extra shall be paid on this account.

7.8.11 Penalty on Mishandling of Bentonite Mishandling of bentonite (like splashing of bentonite outside specified width of barricading or non-cleaning of tyres of dumpers and transit mixers before leaving the piling site thereby making the road dirty etc.) is strictly prohibited. Noncompliance of same shall attract a penalty as mentioned elsewhere in tender document.

7.9 REINFORCED SOIL STRUCTURES

7.9.1 General

The work of Reinforced Earth Structures shall consist of precast concrete facing, galvanized High adherence ribbed carbon steel strip reinforcement, Geo grid reinforcement and backfill material in accordance with the following specifications by a specialised agency as appointed by the contractor with the approval of Engineer-in-Charge. The work shall be executed in conformity with the lines, levels, grades, design and dimensions shown on the drawings submitted by that specialised agency with the prior approval of the Engineer-in-Charge. The contractor, through the specialised agency, shall submit all the design calculations and drawings, at least two weeks in advance, to the Engineer-in-Charge for approval.

7.9.2 Codes And Standards

The work shall generally be done in conformity to the MORTH Specifications for Road and Bridge Works : 4th Revision (2001), Section 3100 and Sub-sections thereto. The detailed design and drawings submitted by the contractor through the specialised agency engaged for the purpose shall be in accordance with (i) MORTH specifications (ii) BS: 8006:1995 “Strengthened/ Reinforced Soils and Other Fills” meeting the ultimate and serviceability limit state requirements and as per French Standard AFNOR NFP 94-220 or (iii) AASHTO/US Federal Highway Administration (FHWA) design guidelines. In case BS: 8006 is used for design, reference should be



made to other codes of practices listed above for a seismic design. Specifications of specialised agency shall also be incorporated wherever relevant.

7.9.3 Precast Concrete Facia Panels

7.9.3.1 General

Precast concrete facing elements shall conform to the details and dimensions shown on the drawings provided by the specialised agency and approved by the Engineer-in-Charge. The area of single precast facia panel in elevation (after placing in position) shall not be less than 1.50 m2 (height not less than 900mm, except for top panels, which may vary in height depending upon slope/ gradient) with a minimum thickness of 180mm. Concrete shall conform to the requirements given in this tender document. Precast concrete facing panels in M-35 grade concrete shall be finished with form liner finish as approved by the Engineer-in-charge.

7.9.3.2 Casting

The elements shall be cast on a flat area. Tie-strips connecting pins, PVC pipes and lifting anchors shall be set in place to the dimensions and tolerances shown on the shop drawings provided by the specialised agency and tie-strips guides shall be set on the rear face, prior to casting. The concrete in each unit shall be placed without interruption and shall be consolidated by the use of a vibrator supplemented by hand-tamping as may be necessary to force the concrete into the corners of the forms and prevent formation of stone pockets or cleavage planes. Release agent of the approved manufacture shall be used throughout the casting operation. Air entraining, retarding or accelerating agents or other additives containing chloride shall not be used without approval of Engineer-in-Charge. Coping beam Shall be provided at the top. Thermocol (polystyrene foam) shall be provided in between the top panel of RE wall/Coping beam and nib of crash barrier.

7.9.3.3 Curing

The precast elements shall be cured for a sufficient length of time (at least 14 days) so that the concrete develops require compressive strength.

7.9.3.4 Removal Of Forms

The forms shall remain in place until they can be removed without damaging the elements.



7.9.3.5 Scribing

The date of manufacture shall be clearly scribed on the rear face of each unit. 7.9.3.6 Concrete Finish

The front (exposed) face of the panels, shall have form liner finish as per drawing. The rear face shall have the finish of unformed surface.

7.9.3.7 Tolerances All elements shall be cast within the following tolerances

i All dimension : within 5mm

ii Evenness of the front face : 5mm over 1500mm

iii Thickness : 5mm

iv Difference of two Diagonal dimension : 5mm 7.9.3.8 Handling Storage and Transporting

All elements shall be handled, stored and transported in such manner as to eliminate the danger of chipping, cracks, fracture and excessive bending stresses. Panels in storage shall be supported on firm blocking located adjacent to tie strips to avoid bending.

7.9.3.9 Acceptability and Placement

Acceptability of the precast elements shall be determined on the basis of compression tests, as specified and visual inspection. The age of concrete of precast facia elements shall not be less than 14 days at the time of placement in position and shall have achieved minimum 75 % of 28 days strength.

7.9.3.10 Levelling Pad

Leveling pad made of M15 grade concrete shall be provided under the walls. The pad shall be cured for at least 24 hours prior to placing of panels. Regular check shall be conducted for verticality of wall after every layer of placement of panels by plumb.

7.9.3.11 Rejection

Elements shall be subjected to rejection in case of failure to meet any of the requirements specified above. In addition, defects that indicate imperfect moulding, or defects indicating honeycombed or open textured concrete, shall be sufficient cause for rejection.



7.9.4 Hot Dip Galvanised Soil Reinforcing Strips And Fasteners

A. Reinforcing Strips

The soil reinforcement shall be in the form of High Adherence hot rolled steel strip with transverse ridges and shall be galvanized. The soil reinforcements shall conform to the specifications of the manufacturer and shall be subject to the approval of Engineer-in-Charge prior to supply of the material at the site. The steel strips with minimum tensile, bearing and shear strength of 490N/mm2 having a silicon content of not less than 0.20% and not more than 0.40% complying with the requirements of BS EN 10025:1993 (or equivalent IS) except elongation which should be a minimum of 18 % after galvanization shall be used. After fabrication, the High Adherence Strips and panel lugs are hot-dip galvanized to BS EN ISO 1461:1999 and BS 729:1971 requirements, except that the average zinc coating weight for any individual test area is not less than 1000gm/m2.

B. Panel Lugs

The panel lugs shall be manufactured from hot-rolled steel strip. The panel lug steel strip should have minimum tensile, bearing and shear strength of 490 N/mm2 , having a silicon content of not less than 0.20% and not more than 0.40%, complying with the requirement of BS EN 10025:1993 (or equivalent IS). Reinforcing and tie strips shall be cut to the lengths and tolerances shown on approved drawings. Holes for bolts shall be made in the locations shown. They shall be carefully inspected to ensure they are true to size and free from defects that may impair their strength or durability.

C. Bolts And Nuts

Bolts and nuts shall be hexagonal in shape and high strength screw conforming to European norms E25100 CLASS 10.9 or equivalent IS. They shall be 12mm in diameter 40mm in length hot dip galvanized in conformity with ASTM A153 or equivalent IS. The average zinc coating shall not be less than 500gm/m2.

7.9.5 Panel Joint Treatment

The facia unit joint filler shall be as per the recommendations of the manufacturer and shall be durable resistant to the effect of air pollution and water. Joints between discrete panels shall be covered with non-woven fabric strips with a minimum overlap of 2” on the panel surface.The non-woven geotextile shall be pasted using glue to avoid any chance of slippage during installation. Bearing pads for horizontal joints between panels shall be made of elastomer with



vulcanized EPDM. The joint width shall be selected at the design stage and indicated on the drawings.

7.9.6 Drainage

A 600 mm wide filter media/separation layer consisting of mixture of 10mm down coarse aggregates (65%) and 0.425mm up medium coarse sand (35%) and a layer of geotextile shall be placed behind the panels. The Reinforced Soil backfill is considered a self-draining media, having sufficient permeability to relieve hydrostatic pressures. Sub surface drainage system consisting of perforated PVC pipe of min dia 150mm wrapped in filter fabric shall be placed near the ground level and connected to a nearby storm water drain.

7.9.7 Reinforced Soil Backfill

The backfill material shall conform to Clause 3103 0f MORTH Specifications or as approved by the Engineer-in-Charge . The filling material from the precast concrete facing to the end of the soil reinforcement galvanized steel strips) shall be referred as ‘reinforced fill’ while the filling material beyond the soil reinforcement shall be referred as ‘retained fill’. Backfill materials used in the Reinforced Soil volume shall be reasonably free from organic or otherwise deleterious materials. For retained fill specification as given for low height embankment shall be followed. Backfill material shall conform to the following mechanical and electrochemical requirements.

Water of minimum resistivity exceeding 700 cm shall be used for compaction and compaction of backfill material shall be min 95% (97% for top 50 cm) of modified Proctor Density for fill materials.

7.9.8 Execution Of Work

A representative of the specialised agency shall always be present on site during the entire casting and erection phases to ensure that the quality of the works performed by the Contractor is in accordance to the specifications. The representative shall also assist the contractor whenever required during the entire construction period of reinforced soil wall. All expenses relating to his presence on site shall be borne by the Contractor. Procedure for the execution of the work is given in the following paras. A. Excavation

Excavation shall be in accordance with the relevant section of these specifications and in conformity to the construction stages shown on the drawings.



B. Foundation Preparation

The foundation for Reinforced Soil Structures shall be graded level for a width equal to or exceeding the length of reinforcing elements or as shown on the drawings. Prior to wall construction, if felt necessary by the Engineer-in-charge, the foundation shall be compacted with a smooth wheel vibratory roller. Any foundation soils found to be unsuitable shall be removed and replaced with suitable soil.

C. Erection

Pre-cast concrete facia shall be placed with the aid of light crane. Panels shall be placed in successive horizontal lifts in the sequence shown on the drawings as backfill placement proceeds. As fill materials is placed behind a panel, the panels shall be maintained in position by means of temporary wooden wedges placed in the joint at the junction of the two adjacent top rows of panels during construction. External bracing may also be needed for the initial lift. However, bracings shall be placed in an area not more than 1.50 meter wide beyond the outer face of panels. Vertical tolerances (plumbness) and horizontal alignment tolerance shall not exceed 25mm when measured along a 3 meters straight edge. The maximum allowable offset in any panel joint shall be 15mm from the vertical plane of the panel.

D. Backfill Placement And Compaction

Backfill placement shall follow closely the erection of each lift of facia panels. At each reinforcing level, backfill should be roughly leveled before placing the soil reinforcement. The galvanized steel strips shall be placed normal to the face of the wall or as shown on the drawings. The program for filling shall be such that no construction machinery runs directly on the reinforcement. Drainage outlets at the bottom level joints of panels with provision of non-woven geo-textile backing shall be provided along the facia for drainage layer. The retained fill shall have drainage bay, 600mm wide, with 19.5mm to 9.1mm well graded crushed aggregate with infill of coarse sand to allow free draining of the reinforced fill & retained fill. All construction plant having a mass exceeding 1000kg shall be kept at least 1.5m from the inner face of the wall. In this area (upto 1.5m from the inner face of the wall) the compaction shall be done with a vibratory plate compactor of maximum weight 1000kg. Compaction by any other method shall only be permitted with the prior approval of the Engineer-in-Charge. During construction the retained material beyond the reinforcement shall be maintained at the same level as reinforced fill.



The compacted layer shall not be more than 300mm, to achieve the compaction of minimum 95 percent of modified proctor density when measured as per IS: 2720 (Part 8). The contractor shall decrease the thickness if that is necessary to obtain the specified density. Temporary formwork shall be used to support the pre-cast concrete facing as per specified details given in the drawings. The forms, scaffolding, and props shall be sufficient in numbers to allow executing the job within the specified time schedule. At the end of each day’s operations, the Contractor shall shape the last level of backfill as to permit runoff of rainwater away from the wall face.

7.9.9 Quality Control For Backfill And Reinforcing Elements

A suggested QAP for Reinforced Soil Walls’ construction is as given below: a. Tests related to steel

i. Tensile strength testing, one for every lot ii. Test for galvanization, one for every lot iii. Determination of interface friction by pull out test, maximum once in a

project, if the values used in design are not as per the codes of practices, otherwise at owner’s cost

b. Tests related to selected backfill

i. At source approval and on any change of approved source: 1. Grain size analysis 2. peak 3. Maximum dry density with heavy compaction 4. Electrochemical properties of soil

ii. During construction for every 10,000 cum or minimum one test 1. Grain size analysis 2. peak 3. Maximum dry density with heavy compaction 4. Electrochemical properties of soil 5. Density of each compacted layer (>95% of MDD). One test for every 250

sqm.

iii. During construction for each compacted layer 1. Grain size analysis 2. Maximum dry density with heavy compaction 3. Density of each compacted layer (>95% of MDD)

7.9.10 Measurement

The measurement shall be in terms of completed area of M35 grade concrete precast facing panels in square meter. The unit rate shall include the supply of the precast facia panels, all specialist fitments and accessories, placing and attaching galvanized steel strips, all sealant and fixings, filter media behind



precast facing panels and at the base of the filling as per drawing, submission of detailed design and construction drawings (prepared by the manufacture of the soil reinforcement), supervision to site works and all labour, equipment, tools and incidentals to complete the work.

7.9.11 Backfill Materials

The backfill material shall conform to the specifications of the manufacturer and

got approved by the Engineer-in-charge prior to placement in position. The filling

material from the precast concrete facing to the end of the soil reinforcement

(galvanized steel strips) shall be referred as ‘reinforced fill’ while the filling material

beyond the soil reinforcement shall be referred as ‘random fill’. Backfill material

used in reinforced soil volume shall be reasonably free from organic or otherwise

deleterious material and shall confirm to necessary mechanical requirements. The

backfill soil shall also meet all chemical and electro-chemical properties required

for carbon steel strips reinforcement. The soil used as ‘reinforced fill’ shall conform

to the following specifications:

The filling material for reinforced soil structure shall have an angle of internal

friction between the compacted fill and the reinforcing element of not less than 25o,

measured in accordance with IS: 13326 (Part 1). The soil shall be predominantly

coarse grained and not more than 10 percent of particles shall pass 75 micron

sieve. The uniformity coefficient (CU), of the backfill material shall be greater than

2.5. The soil should have properties such that the salts in the soil should not react

chemically or electrically with the reinforcing elements in an adverse manner.

7.10 BEARINGS

7.10.1 POT cum PTFE Bearings

The work of POT bearings will include design of bearings based on the load parameters given in the drawings and as directed by Engineer-in-charge, getting the design approved by Engineer-in-charge, their fabrication, supplying and fixing in position in accordance with details shown on drawings. Design of bearings will also include the design of all components individually. The work is to be carried out meeting the required Specifications, codes and standards quoted therein and as directed by Engineer-in-Charge. The installation of bearings shall be carried out under the supervision of the manufacturer of the bearings. The Contractor shall provide a warranty for 15 years (Annx.- G) and the bearings shall be repaired or replaced free of cost by the Contractor, in case any defect is observed during this period. Decision of the Engineer-in-charge regarding replacement / repair of bearing shall be final and binding. An amount of 10% of the actual cost of BOQ item will be retained as security deposit in the form of standard bank guarantee for 15 years. This is in addition to the security deposit under clause 1A of GCC2010



The contractor shall be responsible for rectifying defects noticed within Fifteen years from the date of completion of the work and the additional security deposit relating to Bearings shall be refunded after the expiry of this period’ It shall be ensured that the bottoms of the segments to be received on the bearings are plane at the location of these bearings and care shall be taken that the bearings are not displaced while casting the segments. Detailed methodology for fabrication and fixing shall be submitted for the approval to the Engineer-in-charge and the work will be carried out as strictly as per the approved method statement. a) Material Specifications of Pot Bearings All the components of Pot Bearings will meet the following standards: (i) The material such as PTFE lubrication, confined elastomer, stainless steel

& internal seal shall conform to requirement of IRC: 83 Part-III. (ii) The POT base, saddle & top plate shall be of cast steel conforming to IS:

1030 Gr 280-520 W. The anchor bolts shall conform to IS: 1364. (iii) All welding shall conform to IS: 816 & IS: 9595 with electrode as per IS:

814. (iv) Painting on non-working surface of bearing shall be as per IRC: 83 Part-III. (v) The mating surface of Piston and cylinder shall be hardened to 350 BHN

(Min). (vi) Guides of sliding POT bearing shall be monolithic to parent component. (vii) All the part of bearing such as anchor sleeves, anchor bolts, plates etc

embedded in concrete shall be hot dip galvanized @ 300gm/m2.

b) Modifications to the Requirements of IRC: 83 Part – III All the design requirements for Pot bearing as specified in IRC: 83 Part-III has to be fulfilled with following modifications. (i) No increase in permissible stresses in any steel component of Pot bearing

or bearing stress between concrete and bearing is permitted in seismic condition.

(ii) No increase in permissible bearing stress between concrete and bearing is permitted in seismic condition.

c) Anchor sleeve The anchor sleeves have to be designed taking account of difference in elasticity of steel of sleeve and concrete. The effect of shifting of center of rotation of sleeve should be also taken into account. d) Testing of Pot Bearing

Proof Load Test A test bearing shall be tested as defined in IRC-83 Part-III. The bearing will be visually examined both during the test and upon disassembly after the test. Bearings having any resultant visual defects, such as extruded or deformed elastomer or PTFE, damaged seals, or cracked steel, will not be accepted.



During the test, the steel bearing plate and steel piston shall maintain continuous and uniform contact and if any lift-off is observed, the bearings will not be accepted.

Sliding Coefficient of Friction For all guided and non-guided expansion type bearing, the sliding coefficients of friction shall be measured at the bearing's design capacity. The sliding coefficient of friction shall be calculated as the horizontal load required to maintain continuous sliding of one bearing, divided by the bearing's vertical design capacity. The test result will be evaluated as follows: (i) The measured sliding coefficients of friction shall not exceed 3%. (ii) The bearing will be visually examined both during and after the test. If any

resultant visual defects, such as bond failure, physical destruction, cold flow of PTFE to the point of de-bonding, or damaged components is found, the bearings will be rejected.

e) Sampling and Testing

Lot Size Sampling testing and acceptance consideration will be made on a lot basis. A lot shall be defined as those bearings presented for inspection at a specific time or date. A lot shall be further defined as the smallest number of bearings as determined by the following criteria. (i) A lot shall not exceed a single contract or project quantity (ii) A lot shall not exceed 25 bearings (iii) A lot shall consist of those bearing of the same type regardless of load

capacity. Bearing types shall be fixed or expansion bearings types. Guided and non-guided expansion bearing shall be considered a single type.

Sampling and Testing Requirements

The manufacture shall furnish the required number of samples to perform testing in accordance with Table Given below:-

Test Sample Required

Proof load Coefficient of Friction Physical Properties of

elastomeric rotational elements Physical properties of PTFE

sheet

One production bearing per lot One production bearing per lot One elastomeric element per lot One 10" x 15" sheet of PTFE material per project

A minimum of thirty (30) days shall be allowed for inspection, sampling and testing of production bearings and component materials. All exterior surfaces of sampled production bearings shall be smooth and free from irregularities or protrusions that



might interfere with testing procedures. The manufacturer will select, at random, the required sample bearing(s) from completed lots of bearings for testing by the manufacturer. He will complete the required testing and determine compliance with this specification before submitting the lot(s) for inspection, sampling, and acceptance consideration. The Engineer-in-Charge or his authorized representative shall select, at random, the required sample bearing(s) from completed lots of bearings. Necessary test certificates for all the raw materials shall be furnished by manufacturer. Test specified in IS: 1030 for cast steel shall be performed. Casting shall be ultrasonically got tested by approved testing agency. f) Fabrication Details The Contractor shall provide the Engineer-in-Charge with written notification thirty (30) days prior to the start of bearing fabrication. This notification shall include all of the information shown on the shop drawings which are required as explained in subsequent section. The finish of the mould used to produce the elastomeric rotational element shall conform to good machine shop practice. All steel surfaces exposed to the atmosphere, except stainless steel surfaces and metal surfaces to be welded, shall be shop painted in accordance with the Contract Plans. Prior to painting, the exposed steel surfaces shall be cleaned in accordance with the recommendations of the coating's manufacturer. Metal surfaces to be welded shall be given a coat of clear lacquer, or other protective coating approved by the Engineer-in-Charge, if the time of exposure before welding takes place is to exceed three months, the coating shall be removed at the time of welding. No painting will be done to these surfaces prior to the completion of welding.

Stainless steel sheet shall be attached to its steel substrate with an approved epoxy to ensure complete contact and then sealed with a continuous seal weld. The steel piston and the steel pot shall each be machined from a solid piece of cast steel. The outside diameter of the piston shall be no more than 1mm less than the inside diameter of the pot at the interface level of the piston and elastomeric rotational element. The sides of the piston shall be beveled to facilitate rotation. Except as noted all bearing surfaces of steel plates shall be finished or machined flat in accordance with tolerance written below: Tolerances: Manufacture tolerance shall be as per IRC: 83 Part-III. All these measurements will be taken using dial height gauges, Vernier Calipers, surface finish measurement instrument etc. which manufacturer has to arrange at the workshop. Every bearing shall have the Project identification number, lot number, and individual bearing



number indelibly marked with ink on a side that will be visible after erection. After assembly bearing components shall be held together with steel strapping, or other means, to prevent disassembly until the time of installation. Packaging shall be adequate to prevent damage from impact as well as from dust and moisture contamination during transportation and storage. g) Shop Drawings

Along with detailed design of different types of bearing, shop drawings shall be submitted .The shop drawings shall contain the following information, which is necessary for proper design and detailing of the bearings.

(i) Quantity, type (fixed, guided expansion, non-guided expansion), and location of all bearing units.

(ii) A table containing maximum and minimum vertical and horizontal loads, design rotation requirements, and magnitudes and directions of movements.

(iii) Allowable contact stresses, maximum dimensions, and anchorage requirements at the bearing interfaces; grades, bevels, and slopes at all bearings; and allowable coefficients or friction of all sliding surfaces.

(iv) The painting system to be used on the steel components to guard against corrosion.

(v) Any special consideration such as earthquake requirements, uplift details, or temporary attachments.

(vi) Installation scheme of pot bearing

7.10.2 Elastomeric Bearings

The terms “bearing” in this case refers to an elastomeric bearing consisting of one or more internal layers of elastomer bonded to internal steel laminates by the process of vulcanisation. The bearing shall cater for translation and / or rotation of the superstructure by elastic deformation. The work of elastomeric bearings will include design of bearings based on the load parameters given in the drawings and as directed by Engineer-in-charge, getting the design approved by Engineer-in-charge. The work of elastomeric bearings will include its manufacturing as per the details specified in drawings and as per section 2005 of MORT&H Specifications for Road and Bridge Works (Fourth Revision), supplying and installation in position in accordance with details shown on drawings. Design of bearings will also include the design of all components individually. An amount of 10% of the actual cost of BOQ item will be retained as security deposit in the form of standard bank guarantee for 15 years. This is in addition to the security deposit under clause 1A of GCC2010. The contractor shall be responsible for rectifying defects noticed within Fifteen years from the date of completion of the work and the additional security deposit relating to Bearings shall be refunded after the expiry of this period.



a) Raw Material

Chloroprene (CR) only shall be used in the manufacture of bearing. Grades of raw elastomer of proven use in elastomeric bearings, with low

crystallization rates and adequate shelf life (e.g. Neoprene WRT, Bayprene 110 Skyprene B- and Denka S-40V) shall be used.

No reclaimed rubber or vulcanized wastes or natural rubber shall be used.

The raw elastomer content of the compound shall not be lower than 60 per cent by its weight. The ash content shall not exceed 5 percent (as per tests conducted in accordance with ASTM D-297, sub-section 10).

EPDM and other similar candidate elastomers for bridge bearing use shall not be permitted.

b) Properties

The elastomer shall conform to the properties specified in Clause 4.3.1 of the IRICEN publication titled "Bearings for Railway Bridges" and those specified in Table 2000-1 of MORTH Specifications for Road and Bridge Works 2001 (Fourth Revision).

c) Fabrication and Tolerances

Fabrication and dimensional tolerances shall be governed by the specifications laid down in Clause 4.3.2 of the IRICEN publication & Clause 2005.2 of the MORTH specifications mentioned above.

d) Acceptance Specifications

For inspection and testing requirement Clause 4.4 of the above mentioned IRICEN publication shall be referred with modifications of lot size as mentioned below:

Sampling testing and acceptance consideration will be made on a lot basis. A lot shall be defined as those bearings presented for inspection at a specific time or date. A lot shall be further defined as the smallest number of bearings as determined by the following criteria. A lot shall not exceed a single contract or project quantity

A lot shall not exceed 50 bearings

A lot shall consist of those bearing of the same type regardless of load

capacity.

Accepting and testing requirements shall also conform to the specifications laid down in Clause 2005.3 of the referred MORTH specifications. In addition to tests mentioned above, all bearings shall be also weighed actually and compared with the theoretical weight. All bearings shall carry a warrantee of not less than 15 years in an approved format. The contractor shall be responsible for immediate repair or replacement of



the bearings in case of failure / distress to the satisfaction of the Owner at no extra cost to the Owner within the warrantee period. Criteria for Selection of bearing manufacturer shall conform to requirement of MoST letter No-RW/NH-34057(1) / 95-(S & R) dated 2nd November-2000. e) Design

The design of elastomeric bearings shall be as per IRC: 83 (Part II) – 1987. Alternatively, design can also be made with the guidelines laid down in the UIC 772 R or the latest version of Euronorm prEN1337-3 Part 3.

The design, drawings and detailed method statements for installation and replaceability of the bearings shall be checked and certified by approved independent agency before submitting to the Engineer-in-Charge for approval.

f) Storage and Handling

Each elastomeric bearing shall be clearly labelled or marked. The bearing shall be wrapped in a cover. They shall be packed in timber crates with suitable arrangement to prevent movement and to protect corners and edges.

Care shall be taken to avoid mechanical damage, contamination with oil, grease and dirt, undue exposure to sunlight and weather to the bearings during transport and handling prior to and during installation.

g) Installation

Installation procedure shall conform to the guidelines listed in Clause 4.5 of the IRICEN publication and Clause 2005.6 of the MORTH specifications. Cost of Non-shrink grout above and below the bearing is included in the cost of bearing.

h) Measurement

Measurement shall be made in cu.cm correct to two places of decimals. All linear dimensions required to arrive at volume of elastomer shall be measured correct to mm.

7.11 EXPANSION JOINTS

The work of Expansion Joint will include its based on the parameters given in the drawings and as directed by Engineer-in-charge, getting the design approved by Engineer-in-charge, their fabrication, supplying and fixing in position in accordance with details shown on drawings. The work is to be carried out meeting the required Specifications, codes and standards quoted herein and as directed by Engineer-in-Charge. The Contractor shall provide a warranty for 15 years (Annexure-H) and the Expansion joints shall be repaired or replaced free of cost by the Contractor, in case any defect is observed during this period. Decision of the Engineer-in-charge regarding replacement / repair of Expansion joints shall be final and binding. “An



amount of 10% of the actual cost of BOQ item will be retained as security deposit in the form of standard bank guarantee for 15 years. This is in addition to the security deposit under clause 1A of GCC2010 The contractor shall be responsible for rectifying defects noticed within Fifteen years from the date of completion of the work and the additional security deposit relating to Expansion Joints shall be refunded after the expiry of this period’ Relevant clause of IRC: SP: 69 – 2005 would be applicable. For other details regarding fabrication, fixing, sealing, etc. specifications are as follows:

7.11.1 Strip Seal Expansion Joint

Expansion joint type described here is the “strip seal” type. a) Components Strip seal expansion joint shall comprise the following items: (i) Edge Beam: This shall be either extruded or hot rolled steel section or cold rolled cellular steel section with suitable profile to mechanically lock the sealing element in place throughout the normal movement cycle. Further the configuration shall be such that the section has a minimum thickness of 10mm all along its cross section (flanges and web). Thickness of the lip holding the seal shall not be less than 6mm. The minimum height of the edge beam section shall be 80mm. The minimum cross sectional area of the edge beam shall be 1500mm2. (ii) Separator Beam: Separator beams / lamellas shall be there only in case of Modular Strip Seal type expansion joint. This shall be either extruded or hot rolled steel section or cold rolled cellular steel section with suitable profile to mechanically lock the sealing element in place throughout the normal movement cycle. Further the configuration shall be such that the section has a minimum thickness of 10mm all along its cross section (flanges and web). Thickness of the lip holding the seal shall not be less than 6mm. The minimum height of the separator beam section shall be 80mm. (iii) Anchorage: Edge beams shall be anchored to the deck by reinforcing bars or bolts or anchor plates cast in concrete or a combination of anchor plate and reinforcing bars. Anchor bars studs or bolts shall engage the main structural reinforcement of the deck and in case of anchor plates or loops, this shall be achieved by passing transverse bars through the loops or plates. The minimum thickness of anchor plate shall be 12mm. Total cross sectional area of bar on each side of the joint shall not be less than 1600 mm2 per meter length of the joint and the center to center spacing shall not exceed 250mm. The ultimate resistance of anchoress shall not be less than 600 KN/m in any direction.



(iv) Sealing Element: This shall be a preformed / extruded single strip of such a shape as to promote self – removal of foreign material during normal joint operation. The seal shall possess high tear strength and be insensitive to oil, gasoline and ozone. b) Materials for Components Suitability of material for different components of the expansion joints will be as detailed below: (i) The steel for edge beams shall conform to any of the steel grade

corresponding to RST 37-2 or 37-3 (DIN), ASTM A36 or A588, CAN/CSA Standard G40.21 Grade 300W or equivalent.

(ii) Anchorage steel shall conform to IS: 2062 or equivalent. (iii) All steel sections shall be protected against corrosion by hot dip galvanizing

or any other approved anticorrosive coating with a minimum thickness of 100 micron.

(iv) Chloroprene of strip seal element shall conform to Clause 915.1 of IRC: 83 (Part-II). The properties of chloroprene shall be as specified in Table – 1.

c) Fabrication (Pre-installation) Fabrication details for the expansion joints are given below: (i) The strip seal joint system and all its component parts including anchorages

shall be supplied by the manufacturer /system supplier. (ii) Sealing element is made of chloroprene and must be extruded section. The

working movement range of each sealing element shall be at 70mm. (iii) The width of the gap to cater for movement due to thermal effect, pre-stress,

shrinkage and creep, superstructure deformations (if any) and sub-structure deformations (if any) shall be determined and intimated to the manufacturer. Depending upon the temperature at which the joint is to be installed, the gap dimension shall be preset.

(iv) Each strip seal expansion joint system shall be fabricated as a single entity unless stage construction or excessive length prohibits monolithic fabrication. It shall fit the full width of the structure as indicated on the approved drawing. The system shall be pre-set by the manufacturer prior to transportation. Presetting shall be done in accordance with the joint opening indicated on the drawing.

(v) The finally assembled joint shall then be clamped and transported to the work site.

Table 1: Strip Seal Element Specification

PROPERTY

SPECIFIED VALUE

Hardness DIN 53505 ASTM D 2240 (Modified)

63 ± 5 Shore A 55 ± 5 Shore A



Tensile Strength DIN 53504 ASTM D 412

Min 11 MPa Min 13 .8Mpa

Elongation at fracture DIN 53504 ASTM D 412

Min 350 % Min 250 %

Tear Propagation Strength Longitudinal Transverse

Min 10 N/mm Min 10 N/mm

Shock elasticity Min 25 %

Abrasion Min 220 mm3

Residual Compressive Strain (22h/70°C/30% Strain)

Max 28 %

Aging in hot air (14days/70°C) Change in hardness Change in tensile strength Change in elongation at

fracture

Max + 7 Shore A Max –20 % -20 %

Ageing in Ozone (24h/50pphm/25°C/20% elongation)

No cracks

Swelling behaviour in oil (168h/25°C) ASTM Oil No. 1 Volume Change Change in hardness

Max + 5 % Max –10 Shore A

ASTM Oil No. 3 Volume Change Change in hardness Cold Hardening Point

Max + 25 % Max –20 Shore A Max –35°C

Only one set of specification viz. ASTM or DIN shall be followed depending on the source of supply. d) Handling and Storage Following precautions shall be followed for the handling and safe storage of the joints before putting them into the job at site. (i) For transportation and storage, auxiliary brackets shall be provided to hold

the joint assembly together. (ii) The manufacturer/supplier shall supply either directly to the Engineer-in-

Charge or to the Bridge Contractor all the materials of strip seal joints including sealants and all other accessories for the effective installation of the jointing.



(iii) Expansion joint material shall be handled with care. It shall be stored under

cover on suitable lumber padding.

e) Supply / Installation: Components of expansion joint such as edge beam and strip seal shall be imported from the specified manufacturer / collaborator with the prior approval of Engineer-in-charge. Contractor shall furnish a warranty on pre-approved format for trouble free performance for at least fifteen years and free rectification of defects / replacement, if any, during this period. The joints shall be installed by the manufacturer / supplier or their authorized representative who will ensure compliance to the manufacture’s instructions for installation. Taking the width of gap for movement of the joint into account, the dimensions of the recess in the decking shall be established in accordance with the drawings or design data of the manufacturer. The surfaces of the recess shall be thoroughly cleaned and all dirt and debris removed. The exposed reinforcement shall be suitably adjusted to permit unobstructed lowering of the joint into the recess. The recess shall be shuttered in such a way that dimensions in the joint drawing are maintained. The formwork shall be rigid and firm. Immediately prior to placing the joint, the presetting shall be inspected. Should the actual temperature of the structure be different from the temperature provided for presetting, correction of the presetting shall be done. After adjustment, the brackets shall be tightened again. The joint shall be lowered in a pre – determined position. Following placement of the joint in the prepared recess, the joint shall leveled and finally aligned and the anchorage steel on one side of the joint welded to the exposed reinforcement bars of the structure. Upon completion, the same procedure shall be followed for the other side of the joint. With the expansion joint finally held at both sides, the auxiliary brackets shall be released, allowing the joint to take up the movement of the structure. High quality concrete shall then be filled into the recess. The packing concrete must feature low shrinkage and have the same strength as that of the superstructure, but in any case not less than M40 grade. Good compaction and careful curing of concrete is particularly important. After the concrete has cured, the movable installation brackets and shuttering still in place shall be removed. The neoprene seal shall be field installed in continuous length spanning the entire roadway width. In order to ensure proper fit of seal and enhance the ease of installation dirt, spatter or standing water shall be removed from the steel cavity using a brush, scrapper or compressed air. The seal shall be installed without any damage to the seal by suitable hand method or machine tools.



The deck surfacing shall be finished flush with the top of the steel sections. The horizontal leg of the edge beam shall be cleaned beforehand. It is particularly important to ensure thorough and careful compaction of the surfacing in order to prevent any premature depression forming in it. f) Acceptance Criteria All joints will meet the following acceptance criteria before these are accepted for lowering and installation at the required location as per the drawings. (i) All steel elements shall be finished with corrosion protection system. (ii) For neoprene seal, the acceptance test shall conform to the requirements

stipulated in Table-1. The manufacturer / supplier shall produce a test certificate accordingly, conducted in a recognized laboratory, in India or abroad.

(iii) The manufacturer shall produce test certificates indicating that anchorage

system had been tested in recognized laboratory to determine optimum configuration of anchorage assembly under dynamic loading.

(iv) Prior to acceptance 25% of the completed and installed joints, subject to a

minimum of one joint, shall be subjected to water tightness test. Water shall be continuously pounded along the entire length for a minimum period of 4 hours for a depth of 25mm above the highest point of deck. The width of ponding shall be at least 50mm beyond the anchorage block of the joint on either side. The depth of water shall not fall below 25mm anytime during the test. A close inspection of the underside of the joint shall not reveal any leakage.

(v) As strip seal type of joint is specialized in nature, generally of the proprietary

type, the manufacturer shall be required to produce evidence of satisfactory performance of this type of joint.

g) Test and Standards of Acceptance: The materials shall be tested in accordance with these specifications and shall meet the prescribed criteria. The manufacturer / supplier shall furnish the requisite certificates from the recognized testing laboratory of India or abroad.

7.12 ADDITIONAL SPECIFICATIONS FOR PSC SEGMENTAL PRECAST

CONCRETE BOX GIRDER

A. General The superstructure for major portion of the stilted length shall be constructed by precast segmental construction with epoxy bonded joints. The pre-stressing cables will be internal to the concrete. The standard two/three/four span continuous superstructures shall be constructed "span by span" sequentially,



starting at one end of a continuous stretch and finishing at the other end in stages. The method of erection of segments shall be by means of overhead gantry (Launchers). The sequence of operation proposed shall be as follows. 1. Casting of segments and transported, erected and assembled with the

overhead launching girder. 2. Each segment is glued with epoxy and with temporary pre-stressing. 3. Longitudinal permanent pre-stressing is applied on Segments. 4. Overhead launching girder is shifted to the next span, for further launching

of segments.

Sufficient care shall be taken, (in the form of safety nets, quality control etc) while erection and stitching, since there will be movement of traffic at ground level.

B. Design Calculations For Construction Procedures

Design assumptions and calculations shall be submitted for temporary pre-stressing, false work, erection devices, formwork or other temporary construction which may be required to complete the work. Assumptions and Calculations shall also be submitted to substantiate the system and method of permanent and temporary pre-stressing proposed by the Contractor.

C. Method Statements

The Contractor shall submit the Method Statements which will include complete details and information concerning the method, materials, equipment and procedures he proposes to use. Method Statements shall be submitted sufficiently in advance of the start of superstructure field construction operations, so as to allow the Engineer-in-Charge adequate review period, which shall not be less than 30 days. The submittals shall invariably include step-by-step erection procedure. Method Statements shall also include all calculations, drawings and information as may be relevant.

7.12.1 Precast Segments

In general pre-cast segments shall be 3.0m in length. Segments shall be match cast. Where this is not possible or advisable for some reason, the segments will be of length between 0.5m and 3.0m. Hence, the mould/casting bed shall be adaptable to cast non-standard length of segment. Multiple Shear keys shall be provided at segmental joints at the webs as well as at top flange and soffit slab of the girder. The governing weight of the segments will vary depending upon carriageway width Specifications of Pre-cast segmental construction include all the specifications of concrete work given under section 7.6 and pre-stressing works given under section 7.10. Additional specifications related with pre-cast segments, its form work and launching girder are given in this section.



7.12.1.1 Casting, Handling, Transportation And Erection Of Precast Segments

A. General The Contractor shall submit detailed Method Statements for casting, handling, transportation and erection of pre-cast. The superstructure shall be erected by the method indicated in the tender, or by alternate method submitted by the Contractor, subject to the approval of the Engineer-in-Charge. The stressing system, cage of reinforcement and lifting details shall be successfully demonstrated on sample segment prior to casting any permanent segments.

All handling and erection plant and equipment shall be load tested prior to their use at site or when specifically asked for by the Engineer-in-Charge. Any additional material required to cater to any temporary condition including temporary pre-stressing shall be borne by contractor and nothing extra will be paid on this account.

Casting yard shall have the following minimum facilities

i. Casting beds as required. ii. All handling facilities for pre-cast elements. iii. Curing arrangements as required. iv. Stacking arrangements for pre-cast elements. v. Storing of materials. vi. Proper drainage and approach roads.

B. Casting Of Segments

Pre-cast segments shall be match cast at the casting yard and later transported to location and erected in position. Details for casting bed and hardware for adjustment shall be submitted by the Contractor for the Engineer-in-Charge's approval. Casting bed and forms shall be structurally adequate to support the segments without settlement or distortion. The casting bed shall be designed for the hardware needed to adjust and maintain grade and alignment. Special consideration shall be given to those parts of the forms that have to change in dimensions. To facilitate alignment or adjustment, special equipment such as wedges, screws or hydraulic jacks shall be provided. Fittings shall not interfere with stripping of forms. Grading of the forms and the deck of each segment shall take into consideration the relative position of the member in the structure. External vibrators shall supplement the internal vibration, if necessary, and be attached at locations that will ensure maximum consolidation. Casting of segments shall be done in a single pour.

After the first segment of each unit is cast, all succeeding segments shall be cast against previously cast segments to ensure complete bearing and proper alignment on all mating surfaces.



The anchorage system shall permit tendons to be inserted in the member after erection of segments and tensioned from one end or both end. Care shall be taken to ensure that deformations of match cast segments due to thermal gradients caused by the heat of hydration of the new cast concrete are negligible. These deformations shall be prevented by properly protecting both the match cast and new cast segments with curing blankets and plastic sheeting. Both the previous segment and the new segment will be maintained at the same temperature. Reinforcing steel shall be fabricated in cages and placed according to the shop drawings (based on execution drawings) made by contractor and approved by Engineer-in-charge. Any conflict or interference with the proper location of sheathing and / or reinforcement or block-outs shall be promptly resolved and corrections made as directed by the Engineer-in-Charge.

All segments shall be marked on the inside with a unique identification at the time of form removal. This identification shall be used to identify each segment on shop plans, post-tensioning details and calculations and any other document pertaining to the fabrication and erection of pre-cast concrete segments. Positive means of holding the sheathing in its correct position shall be provided in all cases and shall be indicated on the shop drawings submitted for approval. The sheathing shall be stiffened from the inside by rubber or plastic hoses or by inflatable rubber tubes.

C. Methods Of Casting

Match cast segments may be cast by the “long line” or “short line” method. The Contractor has to select the option carefully and provide appropriate type of formwork as well as casting and handling operations. The "short line" method requires much greater precision in the work as compared to the "long line" method. Hence short line method will be permitted only for length of flyover which is straight in plan alignment.

I. The "Long Line" Method

Match cast segments may be cast by the “long line” method. The principle of the long line method is the casting of the segments, in their correct relative position, on a long line casting bed which exactly reproduces the profile of the structure. A long line is easy to set up, whilst the geometry of the segments is easily controlled. The segments shall be cast by long line method for spans curved in plan. After stripping the forms it is not necessary to take away the segments immediately. Substantial space may be required for the long line. The theoretical length for casting alone is normally slightly more than the length of



the longest span of the structure. It must be constructed on a firm foundation which will not settle or deflect under the weight of the segments. In case the structure is curved, the long line must be designed to accommodate horizontal and vertical curvature as well as twists, if any, because the forms are mobile, equipment for casting, curing, etc has to move from place to place. Handling and Storage Suggested Deck Alignment on Vertical Curves

On Vertical Curves, deck will follow the path of straight line joining the two points on adjacent piers. On circular / transition horizontal curves, each segment of the deck will follow the profile of short chord line. The bottom and side form for segment to be cast are positioned to span between the stiff fixed end bulkhead and the previously match cast segment. The previously match cast segment shall be oriented w.r.t. segment to be cast and it should be ensured that fixed bulkhead always remain perpendicular to end face of formwork. Due to orientation of match cast segment, the length of segment towards inner side of curve will be less and towards outer side of curve will be more than segment length along centreline. The formwork to be used should have flexibility to adjust the segment length on both sides by adjusting the position of the match cast segment without any additional pieces and it shall be ensured that offset of match cast segment and segment to be cast is limited to value so calculated.

II. The Short Line Method

The segments are cast at the same place in stationary forms and against a neighboring element. After casting, the neighboring element is taken away and the last element is shifted to the place of the neighboring element, clearing the space to cast the next element. The space needed for the short line method is small in comparison to the long line method, approximately three times the length of a segment for one short line. The entire process is centralized. Horizontal and vertical curves and twisting of the structure are obtained by adjusting the position of the neighboring segment and through specified formwork. To obtain the desired structural configuration, the neighboring segments must be accurately positioned. Care must be taken that the formwork be sufficiently flexible to allow for adaptation at the joint with the accurately positioned matching segment.

D. Separation Of Match-Cast Segments

The Contractor shall provide equipment to be used for uniform separation of match cast segments without damage. The method as well as details of the equipment to be used for separating match cast segments shall be included in



the shop drawings. A bond breaking material shall be used in the form of wax only on the webs and soffit slab of the previously cast segment and a newly cast segment, as well as the end headers when required. The material shall not be injurious to the concrete and shall permit removal of a segment without adhesion of the concrete.

Any breakage in segment end face during separation /handling shall not be repaired, unless specifically accepted by the Engineer-in-Charge, in which case repairing at end face of segment shall be done with epoxy at the time of epoxy application. Segments with excessive breakage shall be rejected. Decision of the Engineer-in-Charge shall be final and binding in this regard.

E. Tolerance For Segment Casting And Placed In Position

Finished segment tolerances should not exceed the following: i Length of match-cast segment………. ± 10 mm/m, ± 25 mm max. ii Length of cast-in-place segment……… ± 12 mm iii Length of one span …………………… ± 50 mm iv Web Thickness.......................................± 10 mm v Depth of top and bottom slab…..………± 10 mm vi Overall top slab width…………………….± 5 mm/m, ± 25 mm max. vii Diaphragm thickness …………………….± 12 mm viii Grade of form edge and soffit…………....± 1 mm/m ix Tendon hole location……………………...± 3 mm x Position of shear keys…………………….± 6 mm xi Horizontal position of the pier segment…± 15mm of the alignment xii Vertical position of the pier segment ……± 15mm of the alignment

F. Handling And Storing Of Segments

The Contractor shall be responsible for the proper handling, lifting, storing, transporting and erection of all segments so that they may be placed in the structure without damage. Only HTS bar such as Macalloy or Dywidag shall be used for lifting/handling of segment at any stage of construction with due care for fatigue considerations (multiple re-use).

Segments shall be maintained in an upright position at all times and shall be stored, lifted and/or moved in a manner to prevent torsion and differential deformation and undue stress. Members shall be lifted, hoisted or stored with lifting devices approved on the shop drawings. The Contractor shall furnish calculations to establish that the stresses induced during any stages of construction shall not exceed 50% of the cube strength achieved at that stage, nor 40% of the specified 28 days cube strength. In addition, the following limitations shall be observed



i The segment shall not be lifted from the casting bed till the concrete reaches a minimum Cube strength of 25MPa.

ii The age of the concrete shall not be less than 14 days at the time of its erection provided it has achieved its specified 28 day strength.

Segment shall be stacked with three point support in curing tank / stacking yard. Curing shall be done using sprinkler system (assisted by steam curing in the initial stages if adopted) and it has to be ensured that all parts of segment are water cured during water curing period.

G. Cleaning, Transportation And Erection Of Segments

Before transportation of segment, mating surface shall be cleaned by water rinsing or sand blasting as approved by the Engineer-in-Charge.

When sand blasting is employed, surface shall be abraded to an extent that i Bond breaker such as wax applied during match casting is removed ii Laitance is removed so that small aggregates are just exposed iii Cleaned surface is neither polished nor excessively rough

I. Load Testing Of Launching Girder

Contractor shall conduct full scale load traveller test of all launching girder prior to using it for execution purpose. Such tests are required to be done for all the launching girders engaged for project, even if the similar design of launching is adopted elsewhere. Nothing extra will be payable for conducting such test and the rate shall be included in respective item.

J. Permanent Pre-stressing Of Segments

The permanent pre-stressing cables shall generally be of the type 19K15, as suited to 19 nos. strands of 15.2mm nominal dia. Intermediate numbers of strands may also be specified in the design, for which suitable anchorage heads shall be used. Post-tensioned cables shall be threaded-in-situ and tensioned from one end or both end depending on cable to cable. All aspects of pre-stressing including the system proper shall be subject to the approval of the Engineer-in-Charge. The corrugated sheathing shall be of HDPE. Maximum anchorage set- in shall be 6mm. Maximum friction ratios shall be 0.0020m-1 and 0.17 rad-1. Longitudinal permanent pre-stressing is applied for joining segments together.

7.12.1.2 Shop Drawings For Segments

The Contractor shall submit detailed shop drawings of all the segments for approval. The shop drawings shall be based on Execution Drawings issued by Engineer-in-Charge to the Contractor and shall include:



i Fully and accurately dimensioned views showing the geometry of segments

including all projections, recesses, notches, openings, block-outs, blister , ribs , ribs – box junction detail if any and where acceptable, as well as other pertinent details.

ii Details of any special reinforcing required for handling of segments or for other

purposes. Also all bar bending schedules shall be presented based on reinforcement schedules given in Execution Drawings issued by Engineer-in-Charge.

iii Sheathing supports, grout tubes, vents and drains shall be shown including size,

type and locations.

iv Details and locations of all other items to be embedded in the segments such as inserts, lifting devices and post-tensioning hardware shall be shown.

v Pre-stressing system details shall include sizes and properties of tendons,

anchorages, plates, assemblies and stressing procedure, and details and locations of additional reinforcement necessary to resist anchor block stresses.

vi Graphs, charts or tables showing the theoretical location of each segment to be

erected or placed shall be furnished to the Engineer-in-Charge for his use in checking the erection of the superstructure. Detailed procedures for making geometry corrections shall be described.

vii Details of grouting equipment, grout mix design and method of mixing and

placing grout shall be provided.

7.12.1.3 Forms For Precast Segmental Construction Forms for pre-cast segmental construction shall be metal form work only. Metal forms shall be reasonably free from rust, grease or other foreign materials. All forms shall be cleaned thoroughly prior to each casting operation. End headers shall be maintained to provide a smooth casting surface. All formed surfaces for casting members shall be constructed and maintained to provide segment tolerances given under clause no. 7.10.3.1 E. All side, bottom, inside and header forms for precast segmental construction shall be constructed of steel. Joints in external formwork shall be avoided as far as possible. Where sections of forms are for some reason to be joined on the exterior face of the segment, an offset in excess of 0.5mm for flat surfaces and 1 mm for corners and bends will not be permitted. Forms shall be of sufficient thickness, with an adequate external bracing and stiffeners, and shall be sufficiently anchored to withstand the forces due to placement and vibration of concrete. Internal bracing and holding devices in forms shall be limited to stay bolts in webs, which can be removed from the concrete surface to permit patching following form removal. Joints in the forms shall be



designed and maintained for mortar tightness. The grade and alignment of forms shall be checked each time they are set and shall be maintained during the casting of concrete. Shop drawings shall be submitted for all formwork. The segments during storing /curing shall always be supported as shown in tender drawings or as approved by Engineer-in-Charge only. In addition to the requirements of the Standard Specifications, the forms used for casting the concrete segments shall be capable of i Match casting for precast segmental construction. ii Producing the segments within the permitted tolerances iii Adjusting to changes in segment geometry as shown in Execution Drawings

issued by Engineer-in-Charge, or for correcting previous minor casting errors to prevent accumulation.

iv Adjusting the profile to take into account design camber values v Stripping without damage to the concrete. vi The form design shall provide a tight leak-proof jointing to the previous

segment. The bulkhead must be capable of connecting the sheathing in a manner to hold their position and prevent intrusion of grout.

The faces of all forms, other than end headers, shall be properly cleaned and treated with form oil or other bond breaking coating prior to placing concrete. Between adjacent match cast segments and headers bond breaking materials shall be provided as indicated elsewhere in these specifications. The oil or other materials used shall be of a consistency and composition to facilitate form removal. Materials, which stain or react with concrete, shall not be used. Care shall be exercised to facilitate formwork and segment removals without damage to the concrete. Forms shall not be removed until the concrete has attained adequate strength Care should be exercised in removing the forms to prevent spalling and chipping of the concrete.

7.12.1.4 Epoxy Bonding Of Joints

A. Storage And Handling Of Epoxy

Instructions furnished by the supplier for the safe storage, mixing and handling of the epoxy bonding agent shall be followed. The epoxy shall be thoroughly mixed until it is of uniform colour. Use of a proper sized mechanical mixer operating at not more than 600 RPM will be required. Contents of damaged or previously opened containers shall not be used. Surfaces to which the epoxy material is to be applied shall be at least 400F and shall be free from oil, laitance form release agent or any other material that would prevent epoxy from bonding to the concrete surface. All laitance and other contaminants shall be preferably removed by water rinsing, or, alternatively, by light sand-blasting. Wet surfaces shall be dried before applying epoxy bonding agents. The surface



shall be at least the equivalent of saturated surface dry (no visible water). B. Mixing Of Epoxy

Mixing shall not start until the segment is prepared for installation. Application of the mixed epoxy bonding agent shall be according to the manufacturer’s instructions using trowel rubber glove or brush on one or both surfaces to be joined. The coating shall be smooth and uniform and shall cover the entire surface with a minimum thickness of 1 to 2mm applied on both surfaces. Epoxy should not be placed within 20 mm of pre-stressing ducts to minimize flow into the ducts. A discernible bead line must be observed in all exposed contact areas after temporary post-tensioning. Erection operations shall be coordinated and conducted so as to complete the operations of applying the epoxy bonding agent to the segments erection assembling and temporary post-tensioning of the newly joined segment within 70% of the open time period of the bonding agent.

C. Application Of Epoxy

The Epoxy shall be spread with the help of a stubby brush to a thickness of about 1 mm each on both the joining surfaces. In order to prevent intrusion of epoxy in sheathing, an O-ring (10-20mm wide and 4mm thick) of polypropylene shall be provided on both mating surfaces. The purpose of the epoxy joint shall be i to serve as lubricant during segment positioning, ii to provide water proofing of the joints for durability in service conditions

and iii to provide a seal to avoid cross-over of grout during grouting of one cable

into other ducts.

The epoxy material shall be applied to all surfaces to be joined within the first half of the gel time as shown on the containers. The segments shall be joined within 45 minutes after the application of the first epoxy material placed and a minimum required temporary pre-stress over the cross section should be applied within 70 percent of the open time of the epoxy material. The joint shall be checked immediately after the erection to verify uniform joint width and proper fit. Excess epoxy from the joint shall be removed where accessible. All tendon ducts shall be swabbed immediately after stressing while the epoxy is still in the non-gelled condition to remove or smooth out any epoxy in the conduit and to seal any pockets or air bubble holes that have formed that joint.

If jointing is not completed with 70 percent of the open time, the operation shall be terminated and the epoxy bonding agent shall be completely removed to the maximum possible extent from the surfaces. The surface must be prepared again and fresh epoxy shall be applied to the surface before resuming jointing operations. As general instructions cannot cover all situations, specific recommendations and instructions shall be obtained in each case from the



Engineer-in-Charge. D. Testing Of Epoxy

The epoxy used for the bonding of segments shall be special purpose proprietary material with proven past record. Selection shall be subject to the approval of the Engineer-in-Charge. It shall meet the requirements of relevant provision of FIB (International Federation of Concrete, previously “FIP - International Federation of Prestressed Concrete”). For selection of epoxy, all tests which govern the properties of epoxy for its application and subsequently determine the durability of joint are required to be done in laboratory temperature controlled condition. Some tests for evaluating properties of epoxy are critical in the upper limit of specified application temperature range while other tests are critical for evaluating the properties in the lower limit of specified application temperature range. The tests shall be conducted in laboratories equipped to handle controlled temperature conditions. All tests shall conform to FIB requirements. Every batch of Epoxy procured at site shall be tested at the site laboratory at prevailing ambient temperature (except shear modulus, instantaneous and deferred modulus in compression and water absorption, heat resistance, shear strength and solubility in water) are required to be done to conform to the uniformity of standard of supplied product. In case the received batch is kept at site for a period of more than three months all tests are required to be re-done. With every erection, tests for pot life and open time are required to be done at site at prevailing ambient temperature. Nothing extra shall be payable for providing epoxy and all related operations.

E. Temporary Pre-stressing Of Epoxy Jointed Segments

The uniform compressive stress during the curing period may be applied by approved external temporary bar pre-stressing (such as Macalloy or Dywidag bar systems). A minimum compressive stress of 3 kg/cm2 shall be provided uniformly over the cross-section for the closure stress on the epoxied joint until the epoxy has set. This temporary compressive stress can be accomplished using short HTS bar connecting the adjoining segments. The bars shall be anchored on temporary steel frame in deck slab and soffit slab. All passing-through holes in deck slab and soffit slab shall be filled with free flow, high strength non-shrink cement grout. The curing period for application of the compressive stress, method of mixing and application of epoxy and all related aspects including surface preparation shall be as per approved manufacturer's specifications.

F. Testing Of Segments Interface Joined With Epoxy

Prior to grouting, all cables shall be tested with water pressure of 0.3 Mpa for



approximately 3 minutes, to investigate leakages and connectivity of ducts. Since the epoxied joint is of paramount importance to ensure long-term durability of pre-stressing cables, this field test shall be taken as indication of the Contractor's quality of work in general and effectiveness of the epoxy joint executed by him. All other aspects of grouting of cables shall be governed by MORTH Specifications. Temporary pre-stressing will be also required across the joint between cast-in-situ diaphragm and precast segment until permanent integration cables will not be stressed.

Nothing extra shall be payable for such temporary stress application including all related works. The rates will be deemed to be included in the respective item of BOQ.

7.12.1.5 Load Testing of Erected Span of Elevated Structure. This works involves construction of elevated road using precast segments erected on central pier. The contractor has to carry out load testing of atleast one completed span, as decided by Engineer-in-Charge, as per the methodology given in this tender document or as directed by Engineer-in-Charge. Nothing extra shall be paid on this account.

7.13 PRESTRESSED CONCRETE WORK (POST-TENSIONED) :

7.13.1 General

The contractor shall adopt any approved system of post-tensioned pre-stressing with the prior approval of the Engineer-in-Charge. The patented items such as pre-stressing jacks, anchorages, wedges block plates etc. shall be obtained from authorised manufacturers only as listed elsewhere in this document. All pre-stressing operations shall be carried out by trained personnel only under the control and supervision of a specialised pre-stressing agency with the prior permission of the Engineer-in-Charge All pre-stressing operations starting from fabrication of cables up to grouting shall be executed in the presence of responsible and qualified representative of the manufacturer of the pre-stressing system and pre-stressing equipment. At the end of the pre-stressing, the manufacturer shall ensure, monitor and certify their correctness.

7.13.2 Pre-stressing System, Codes And Standards

The pre-stressing work shall be carried out in accordance with the provisions of IRC:112 and these specifications or as approved by the Engineer-in-Charge. The pre-stressing accessories shall be subjected to an acceptance test prior to their actual use on the works, as per “FIP Recommendations for the Acceptance of Post-Tensioning System”, where corresponding IS Provisions do not exist.



Contractor shall ensure that different components of pre-stressing such as jacks, bearing plates, wedges, anchorages, strands and HDPE ducts are compatible to each other.

7.13.3 Concrete Work

The requirement of clauses relating to cement concrete shall be observed generally in case of pre-stressed concrete work so far as they are applicable as well as requirements mentioned hereinafter relating to pre-stressed work in particular.

7.13.4 Pre-stressing Operations For Post-Tensioning Work 7.13.4.1 Pre-stressing Hardware

A. Anchorages

Anchorages shall be procured from authorised manufacturers only and shall conform to BS:4447. Load transfer test and anchorage efficiency shall be conducted as defined in FIP-1993. Engineer-in-Charge or his representative will select at random, the required anchorage sample from completed lots for testing by the manufacturer. The concrete unit of required size/R/F will be made by contractor using same design mix of concrete which will be required for the load transfer test. The load transfer test shall be conducted at the strength of concrete at which stressing are proposed in the drawings.

All bearing surfaces of the anchorages shall be cleaned to the satisfaction of the Engineer-in-Charge prior to concreting and tensioning. The anchorages shall be recessed from the concrete surface as per drawings. Each anchorage device shall be set square to the line of action of the corresponding pre-stressing tendon and shall be positioned securely to prevent movement during concreting. No damaged anchorages shall be used. Anchor cones, blocks and plates shall be securely positioned and maintained during concreting such that the centre line of the duct passes axially through the anchorage assembly. Steel parts shall be protected from corrosion at all times. Threaded parts shall be protected by greased wrappings and tapped holes shall be protected by suitable plugs until used. The anchorage components shall be kept free from mortar and loose rust and any other deleterious coating. After concreting, any mortar or concrete which adheres to bearing or wedging surfaces, shall be removed immediately

B. Hydraulic Jacks

Hydraulic jacks shall be power-driven unless otherwise approved by the Engineer-in-Charge. The means of attachments of the pre-stressing steel to the jack or any other tensioning apparatus shall be safe and secure.

The tensioning equipment shall be such that it can apply controlled total force



gradually on the concrete without inducing dangerous secondary stresses in steel, anchorage or concrete and means shall be provided for direct measurement of the force by use of dynamo-meters or pressure gauges fitted in the hydraulic system itself to determine the pressure in the jacks. Facilities shall also be provided for the linear measurement of the extension of pre-stressing steel to the nearest mm and of any slip of the gripping devices at transfer.

All dynamo meters and pressure gauges including a master gauge shall be calibrated by an approved laboratory immediately prior to use and then at intervals not exceeding 3 months and the true force determined from the calibration curve. Pressure gauges shall be concentric scale type gauges accurate to within two per cent of their full capacity. The minimum nominal size of gauge shall be 100 mm. The gauge shall be so selected that when the tendon is stressed to 75 % of its breaking load, the gauge is reading between 50% and 80% of its full capacity. Suitable safety devices shall be fitted to protect pressure gauges against sudden release of pressure. Provision shall be made for the attachment of the master gauge to be used as a check whenever requested for by the Engineer-in-Charge.

C. High Tensile Strands

High tensile Strands shall be free from loose rust, oil, grease, tar, paint, mud or any other deleterious substance. Cleaning of the steel may be carried out by immersion in suitable solvent solutions, wire brushing or passing through a pressure box containing carborundum powder. However, the tendons shall not be brought to a polished condition.

High tensile strand shall be supplied in coils of sufficiently large diameter such that tendons shall retain their physical properties and shall be straight as it unwinds from the coil. Tendons of any type that are damaged, kinked or bent shall not be used. The packing of prestressing strand shall be removed only just prior to making of cable for placement. Suitable stands shall be provided to facilitate uncoiling of strands without damage to steel. Care shall be taken to avoid the possibility of steel coming into contact with the ground.

D. Sheathing

The sheathing and all joints shall be water tight. Any temporary opening in the sheathing shall be satisfactorily plugged and all joints between sheathing and any other part of the prestressing system shall be effectively sealed to prevent entry of mortar, dust, water or other deleterious matter. Sheathing shall be neatly fitted at joints without internal projection or reduction of diameter.



Enlarged portions of the sheathing at couplings or anchorages shall be of sufficient length to provide for the extension of the tendons.

7.13.4.2 Cable Profile And Threading The Strands

Pre-stressing steel shall be accurately located and maintained in position, both

vertically and horizontally, as per drawings, within a maximum tolerance of 5 mm. Tendons shall be so arranged that they have a smooth profile without sudden bends or kinks. Sheathing shall be placed in correct position and profile by providing suitable ladders and spacers. Such ladders may be provided at intervals of approximately 1.0 m. Sheathing shall be tied rigidly with such ladders/spacer bars so that they do not get disturbed during concreting. The sheathings or the duct formers being supported and fixed at intervals not exceeding 0.75 m by fixing steel chairs or spacer bars to secondary reinforcement in such a manner that the profiles of the cables is in no way disturbed by heavy and prolonged vibrations or by the pressure of wet concrete or by workmen or construction traffic as well as to minimise frictional effects during stressing operations. The positioning of pre-stressed cables shall be such as to facilitate easy placement and vibration of concrete in between the tendons. In viaduct constructed by pre-cast segmental construction, cables shall be threaded after application of temporary pre-stressing. In any cast-in-situ continuous unit, cables will be stressed as various segments are cast progressively. Such cables shall be threaded after concreting. During concreting operation of the segments, it shall be ensured that sheathing is not blocked by concrete / slurry. In such cases, a temporary flexible PVC tube of 90 mm O.D. shall be homed through sheathing which will provide adequate stiffness to sheathing during concreting and also prevent blockage of sheathing in case of possibility of leakage. The temporary PVC tube shall be pulled out before threading of the permanent cables. Stressing of cables shall be done strictly in accordance with stressing schedule as specified by the Engineer-in Charge. No deviation from the order of stressing specified shall be allowed.

A. TOLERANCES Permissible tolerances for positional deviation of Pre-stressing tendons in cast-in-situ construction shall be limited to the following

i Variation from the specified horizontal profile : 5 mm ii Variation from the specified vertical profile : 5 mm iii Variation from the specified position in member : 5 mm



Permissible tolerances for positional deviation of pre-stressing tendons in precast segmental construction shall be limited as defined elsewhere in the tender document.

7.13.4.3 Concrete Strength Prior To Pre-stressing It shall be ensured that in no case, the load is applied to the concrete before it attains the strength specified on the drawing or as stipulated by the pre-stressing system supplier, whichever is more. No post tensioning of the steel shall take place until the concrete has attained the specified strength as ascertained from tests on cubes cured and hardened under the same conditions as the concrete of the member. Sufficient cubes shall be cast so that if the stipulated strength is not achieved, further cubes will be available for such additional testing as may be required.

7.13.4.4 Pre-stressing Operations Tensioning force shall be applied in gradual and steady steps and carried out in such a manner that the applied tensions and elongations can be measured at all times. A small initial tension shall be applied to remove any slackness in the pre-stressing strands and to hold the jack in position without any support. The initial tension shall be taken as the starting point for measuring elongation i.e. a datum shall be established of wires for measuring elongation. This shall be obtained by plotting on graph a few readings of gauge pressure as abscissa and measured extensions as ordinates and extending the line joining these points to meet the vertical axis. The pressure gauge shall be periodically calibrated to ensure that they are recording pressures correctly. After pre-stressing steel has been anchored, the force exerted by the tensioning equipment shall be decreased gradually and steadily as to avoid shock to the pre-stressing steel or anchorage. The tensioning force applied to any tendon shall be determined by direct reading of the pressure gauges or dynamo-meters and by comparison of the measured elongation with the calculated elongation. The calculated elongation shall be invariably adjusted with respect to the modulus of elasticity of steel for the particular lot as given by the manufacturer. The required elongation and corresponding or appropriate pre-stressing force shall be as per the relevant drawings. The elongation is based on assumed frictional losses, should the specified elongation not be obtained with the specified force then the force shall be modified as directed by the Engineer-in-Charge. The pre-stressing force should be applied from one end or both the ends as specified in the drawings. Measurement of the force shall be by an accurate gauge indicating the force of the hydraulic jack and also by the elongation of the steel after allowing for any initial slip in the wedge or jaws of the grips. When stressing from one end only, the slip at the end remote from the jack shall be accurately measured and an appropriate allowance made in the measured extension at the jacking end.



The sequence of stressing, applied tensions and elongations shall be in accordance with the approved drawing or as directed by the Engineer-in-Charge. Each wire, pair or wires, cables, strand or bar shall be attached in such a manner as to ensure that the elongation is uniform throughout its length, should any tensioned steel or anchorage break or be damaged, it should be replaced if so ordered Throughout all tensioning operations, a spare jack capable of maintaining the designated load should be available. All tensioning shall be carried out in the order specified or approved. 1. Elongation In Strands And Pre-stressing Force The difference between calculated and observed tension and elongation during pre-stressing operations shall be regulated as follows: I. If the calculated elongation is reached before the specified gauge pressure is

obtained, continue tensioning till attaining the specified gauge pressure, provided the elongation does not exceed 1.05 times the calculated elongation. If 1.05 times the calculated elongation is reached before the specified gauge pressure is attained, stop stressing and inform the Engineer-in-Charge.

II. If the calculated elongation has not been reached at the specified gauge

pressure, continue tensioning by intervals of 5kg/sq. cm until the calculated elongation is reached provided the gauge pressure does not exceed 1.05 times the specified gauge pressure.

III. If the elongation at 1.05 times the Specified gauge pressure is less than 0.95

times the calculated elongation, the following measures must be taken, in succession, to determine the cause of this lack of discrepancy

i. Check the correct functioning of the jack, pump and leads. De-stress the

cable. Slide it in its duct to check that it is not blocked by mortar which has entered through holes in the sheath. Re-stress the cable, if free of any blockage or obstruction.

ii. Re -establish the modulus of elasticity of steel for the particular lot from an

approved laboratory. Contractor may suggest other remedial measure for approval of the Engineer-in-Charge.

IV. If the required elongation is still not obtained, contact the designer and till

further instructions, further finishing operations as cutting or sealing, should not be undertaken without the approval of the Engineer-in-Charge.



7.13.4.5 Safety Precautions Utmost safety precautions shall be taken before, during or after stressing to prevent accidents. Stout timber shields armoured with steel shall be placed in line with pre-stressing steel and behind the jacks so as to protect personnel. Only trained persons shall be allowed to conduct the stressing operations, and shall be asked to wear helmets and any other safety device. Every precaution shall be taken by the contractor to ensure the safety of all persons in the vicinity during the tensioning period. Jacks shall be secured in such a manner that they will be held in position, should they lose their grip on the tendons. No person shall be allowed to stand behind the jacks or close to the line of the tendons while tensioning is in progress. The operations of the jacks and the measurement of the elongation associated operations shall be carried out in such a manner and such a position that the safety of all concerned is ensured. A safety barrier shall be provided at both ends to prevent any tendon, which might become loose from recoiling unchecked.

During actual tensioning operation, warning sign shall be displayed at both ends of the tendon. After pre-stressing, concrete shall neither be drilled nor any portion cut nor chipped away nor disturbed, without the express approval of the Engineer-in-Charge. No welding shall be permitted on or near tendons nor shall any heat be applied to tendons. Any tendon which has been affected by welding, weld spatter or heat shall be rejected.

7.13.4.6 Pre-stressing Record Full and accurate records of all operations connected with the pre-stressing along with elongation and jack pressure data shall be maintained in the format given in Appendix 1800/II of MORTH Specification. shall be kept by the contractor. Three copies of all such records shall be furnished to the Engineer-in-Charge. At transfer of the pre-stress, the measured deflection of the girder shall not exceed the limits given on the drawings, or as specified to the satisfaction of the Engineer-in-Charge. No cracks will generally be permitted on account of (a) shrinkage, settlement of formwork, or damage in handling before application of pre-stress, (b) local weakness of concrete at or immediately following pre-stressing, or (c) improper handling and transporting after application of pre-stress. Any breakage of individual strand / groups of strands during tensioning shall require immediate de-stressing of all strands and replacement of the all the strands by fresh strands.



7.13.4.7 Grouting

Pre-stressing steel shall be continuously protected against corrosion, until grouted. The corrosion protector shall have no deleterious effect on the steel or concrete or on the bond strength of steel to concrete. Grouting shall conform to these specifications or as directed by the Engineer-in-Charge and shall be carried out only with the prior approval of the Engineer-in-Charge. A. Grout Vents

Grout vents of at least 20 mm diameter shall be provided at both ends of the sheathing and at all valleys and crests along its length. Additional vents with plugs shall also be provided along the length of sheathing such that the spacing of consecutive vents do not exceed 20 m. Each of the grout vents shall be provided with a plug or similar device capable of withstanding a pressure of 1.0 MPa without the loss of water, air pressure or grout. Prior to grouting, all cables shall be tested with water pressure of 0.3 Mpa for approximately 3 minutes, to investigate leakages and connectivity of ducts. Since the epoxied joint (in precast segmental construction) is of paramount importance to ensure long-term durability of pre-stressing cables, this field test shall be taken as indication of the Contractor's quality of work in general and effectiveness of the epoxy joint executed by him. The approval / rejection of such span shall depend on the decision of Engineer-in-Charge. Leakage of grout in such case may requires epoxy injection.

All other aspects of grouting of cables shall be governed by the provisions of

Appendix 5 of IRC: 18 - 2000 and MORTH Specification for Road and Bridge Works 2001 (4th Revision). A record of grouting operations shall be maintained in the format as given in Appendix 1800/IV of MORTH Specifications.

7.13.4.8 Cutting Of Strands

After completion of pre-stressing and grouting of cable in PSC girders, the extra length of pre-stressing strands projecting outside the anchorage are required to be cut and all anchor ends are to sealed. Thereafter, the surface shall be painted with two coats of epoxy of suitable formulation having a dry film thickness of 80 microns per coat and entire recess shall be filled with non-shrink/pre-packaged mortar.

Cutting and trimming of wires or strands shall be done by suitable means as approved by Engineer-in-charge. In post-tensioning the ends of pre-stressing steel projecting beyond the anchorages, shall be cut after the grout has set.



7.14 Temporary Work

7.14.1 All designs for temporary work shall conform to and comply with all the requirements given in the latest edition the relevant IRC Codes, Standard specifications and codes of practice for Road Bridges and other technical Specifications as detailed in this tender. These standard specifications and codes of practices shall be supplemented wherever necessary by, ‘MORT&H Specifications' for Road and Bridge works’ published by Indian Roads Congress, and relevant BIS codes specifications etc., so far as applicable. These shall also deem to incorporate any subsequent amendments that may be recommended by respective authorities of the above mentioned specifications and codes of practices, up to the last date of the month prior to month of receipt of tender.

7.14.2 For all work for which the contractor has to submit design for approval of the

Consultant appointed by the Department, the same shall be got prepared by the contractor from approved consultants who are specialized in the field. For particular item of scaffolding, staging and shuttering, use of any proprietary method of staging should be supplemented with proper designs of such system after getting approval from the Engineer-in-Charge.

7.15 Shuttering, Formwork etc. :

7.15.1 General

Form work shall include all temporary or permanent forms required for forming the concrete of shape, dimensions and surface finish as shown on drawing or as directed by Engineer-in-charge together with all props, staging, centring, scaffolding and temporary construction required for their support. The design, erection and removal of form work shall conform to IRC:87 :Guidelines for Design and Erection of False work for Road Bridges” and there specifications. Steel form work or any other internationally accepted “System Form work” shall only be used for concrete work to produce a smooth and uniform finish on all exposed surfaces. The entire responsibility of planning, designing, erection, dismantling, safety and shifting of false work lies with the contractor. Individual steel shuttering plates shall have minimum size 0.9m x 1.5 m (minimum area 1.35 sqm) except in the matching pieces, piers and smaller components. Formwork shall be made out of minimum 5 mm thick M.S. Plates with stiffners (thickness not less than 5mm) or as per design approved by Engineer-in-charge. Planning and design of formwork shall be got approved from the Engineer-in-charge prior to actual mobilisation and use. All piers shall be cast in one operation and the formwork shall be planned and provided accordingly. All members above ground or formation level shall have shutter finished surfaces. The outer surface of the crash barriers shall have form liner finish of design and pattern as approved by the Engineer-in-charge. Recklli from liner or



equivalent shall be used for form liner finish. Nothing extra shall be paid on account of form liner finish as such finish is deemed to be included in the quoted rate/ amount of the contractor.

7.15.2 Design of Formwork

All temporary works shall be designed/ constructed so that the concrete can be properly placed and thoroughly compacted to obtain the required shape, position and level subject to specified tolerances. All temporary works such as formwork, false work, staging, launching girder scheme etc. shall be designed by the Contractor and submitted to the Engineer-in-charge at least 30 days in advance for approval. Any improvement to shuttering, staging and its supporting system as suggested by Engineer-in-charge shall be binding on the contractor without any extra cost. The approvals by Engineer-in-charge, however, do not absolve the contractor of his full and final responsibility towards the safety and serviceability of the staging and formwork as well as men and equipment working on them during the preliminary works before concreting, during concreting and afterwards. Shutters shall be water tight and fixed in perfect alignment and securely braced so as to be able to withstand, without any displacement, deflection or movement of any kind, the loads due to the pressure of concrete, the movement of construction personnel, materials and plant.

7.15.3 Formwork for Exposed Concrete Surfaces

Exposed concrete surfaces shall be smooth and even, originally as stripped without any finishing or rendering. For the form finish required for the exposed work like pier, outer face of crash barrier, care shall be taken to maintain a single source of the raw material for concreting to achieve a uniform colour. The Contractor shall exercise special care and supervision of formwork and concreting to ensure that the cast members are made true to their sizes, shapes and positions and to produce the surface patterns desired. Contractor shall ensure that no air bubbles are formed on the exposed surface. Concrete pouring sequence, vibration methodology etc. shall be planned to avoid air bubbles. A full scale mock-up trial shall be carried out, to ensure feasibility of form liner finish of crash barrier. The cost of such incidental works will be deemed to be included in the quoted rates by the contractor for different items.

All the formwork and launching truss and other selected temporary works shall be tested for the load including factor of safety for which the truss/formwork is designed before use in works. The design of false work should be such as to facilitate easy and safe access to all parts for proper inspection. Methodology for removal of form should be planned as a part of total form work design. In case of pre-stressing concrete, careful consideration shall be given to re-distribution of loads due to pre-stressing.



7.15.4 Pre-assembly of Formwork

It shall be obligatory on the part of the contractor to pre- assemble the formwork for walls, slabs, diaphragms, crash barrier etc. on ground prior to actual use. The contractor shall arrange for all material, labour, facilities, etc. to facilitate first hand checking and carry out necessary modifications as required for making the formwork true to line level and shaping at no extra cost. However, the contractor shall be responsible for the correctness of the formwork when erected in position finally. Despite the pre-inspection, the contractor will continue to be wholly responsible for producing the required surface finish. The formwork shall be load tested for the probable anticipated loads before the same is put to actual use, at the direction of Engineer-in-charge. However, load testing of formwork shall not relieve the contractor of his responsibility for safety and serviceability. The cost of all such operations will be deemed to be included in the quoted rates of different items by the contractor. The following shall apply to all formwork : i. To avoid delay and unnecessary rejection, the Contractor shall obtain the

approval of the Engineer-in-Charge for the design of forms and the type of material used before fabricating the forms.

ii. All shuttering planks and plates shall be adequately backed to the satisfaction

of the Engineer-in-Charge by a sufficient number and size of walers or framework to ensure rigidity during concreting. All shutters shall be adequately strutted, braced and propped to the satisfaction of the Engineer-in-Charge to prevent deflection under deadweight of concrete and superimposed live load of workmen, materials and plant, and to withstand vibration.

iii. Vertical props shall be supported on wedges or other measures shall be taken

where the props can be gently lowered vertically during removal of the formwork. Props for an upper level shall be placed directly over those in the level immediately below, and the lowest props shall bear on a sufficiently strong area. Care shall be taken that all formwork is set plumb and true to line and level or camber or better where required and as specified by the Engineer-in-Charge.

iv. Provision shall be made for adjustment of supporting struts where necessary.

When reinforcement passes through the formwork care should be taken to ensure close fitting joints against the steel bars so as to avoid loss of fines during the compaction of concrete.

v. If the formwork is held together by bolts, these shall be so fixed that no iron will

be exposed on surfaces against which concrete is to be laid. In any case wires shall not be used with exposed concrete formwork. The Engineer-in-Charge may at his discretion allow the Contractor to use tie-bolts running through the concrete and the Contractor shall decide the location and size of such tie-bolts in consultation with the Engineer-in-Charge. Holes left in the concrete by these



tie-bolts shall be filled as specified by the Engineer-in-Charge at no extra cost.

vi. Provision shall be made in the shuttering for beams, columns, and walls for a opening of convenient size so that all extraneous materials that may be collected could be removed just prior to concreting.

vii. Formwork shall be so arranged as to permit removal of forms without jarring the

concrete. Wedges, clamps and bolts shall be used wherever practicable instead of nails.

viii. The formwork for beams and slabs shall be so erected so that forms on the

sides of the beams and the soffit of slabs can be removed without disturbing the beam bottoms or props under beams.

ix. Surfaces of forms in contact with concrete shall be oiled with a mould oil of

approved quality/ form releasing agent. If required by the Engineer-in-Charge the contractor shall execute different parts of the work with different mould oils to enable the Engineer-in-Charge to select the most suitable. The use of oil which results in blemishes of the surface of the concrete shall not be allowed. Oil shall be applied before reinforcement has been placed and care shall be taken that no oil comes in contact with the reinforcement while it is being placed in position. The formwork shall be kept thoroughly wet during concreting and the whole time that is left in place. Nothing extra shall be paid to contractor for oiling.

x. Immediately before concreting is commenced, the formwork shall be carefully

examined to ensure the following :

a. Removal of all dirt, shavings, sawdust and other refuse by brushing and washing.

b. The tightness of joints between panels of sheathing and between these and any hardened core.

c. The correct location of tie bars, bracing and spacers, and especially connections of bracing.

d. That all wedges are secured and firm in position. e. That provision is made for traffic on formwork not to bear directly on

reinforcing steel.

xi. The Contractor shall obtain the Engineer-in-Charge's approval for dimensional accuracies of the work and for the general arrangement of propping and bracing. All scaffolding and staging shall be either of steel tubes or built up section of rolled steel with adequate bracing at several levels in each perpendicular direction connecting each prop. In addition to this, diagonal bracing should be provided in elevation ideally at 45° or between 30° and 60°. The Contractor shall be entirely responsible for the adequacy of propping, and for keeping the wedges and other locking arrangements undisturbed through the de-centering period.



xii. Formwork shall be continuously watched during the process of concreting. If

during concreting, any weakness develops and formwork shows any distress, the work shall be stopped and remedial action, as directed by the Engineer-in-Charge, shall be taken.

7.15.5 Permissible Tolerances

The formwork shall be so made as to produce a finished concrete, true to shape,

lines, levels, plumb and dimensions as shown on the drawings subject to the following tolerance for in-situ casting unless otherwise specified or shown in drawings or directed by the Engineer-in-charge.

a. Sectional dimension - ± 5mm b. Plumb - + 1 in 1000 of height c. Levels - 3 mm (before any deflection has taken

place)

d. Overall Length - shall not exceed 10mm or 0.1% of the span length, whichever is lesser

e. Permissible surface irregularity - 5mm when measured with a 3m straight edge or template

The tolerances given above are specified for local aberrations in the finished

concrete surface and should not be taken as tolerance for the entire structure taken as a whole or for the setting and alignment of formwork, which should be as accurate as possible to the entire satisfaction of the Engineer -in- charge. Errors, if noticed, in any lift/tilt of the structure after stripping of forms, shall be corrected in the subsequent work to bring back the surface of the structure to its true alignment provided always that prior approval of the Engineer-in-charge shall be obtained in respect of acceptability of such corrective measures without affecting the component structurally or aesthetically.

Tubular steel props, shores, bracing or similar rigid material approved by the

Engineer-in-charge shall be used for shuttering, scaffolding and staging.

7.15.6 Preparation of Formwork Before Concreting The inside surfaces of forms shall, except in the case of permanent formwork or

where otherwise agreed to by the Engineer-in-Charge be coated with an approved form release agent to prevent adhesion of concrete to the formwork. Release agents shall be applied strictly in accordance with the manufacturer's instructions and shall not be allowed to come into contact with any reinforcement or pre-stressing tendons and anchorages. Different release agents shall not be used in formwork for concrete which will be visible on the surface of finished works.

Formwork shall be tight enough to prevent any loss of cement slurry during

concreting and vibrations. For this purpose, use of silicon putty, foam or any other



approved material may be made to ensure the water tightness. Immediately before concreting, all forms shall be thoroughly cleaned.

Contractor shall give the Engineer-in-charge due notice before placing any concrete

in the forms to permit him to inspect and accept the formwork as to their strength, alignment and general fitness, but such inspection shall not relieve the contractor of this responsibility for safety of men, machinery, materials and for result obtained.

7.15.7 Removal of Shutters

The minimum time period for the removal of formwork shall as per section 1508 of MORTH Specifications for Road and Bridge Works (4th Revision 2001). The Engineer-in-Charge may vary the periods specified, if he considers it necessary. Immediately after the forms are removed, they shall be cleaned with a jet of water and a soft brush. Where directed by the Engineer-in-Charge, the surface shall be rubbed with carborundum stone immediately on stripping the forms. The work of form work removal should be planned and a definite scheme of operation worked out. Formwork shall be removed carefully without jarring the concrete, and curing of the concrete shall be commenced immediately. Concrete surfaces to be exposed shall, where required by the Engineer-in-Charge, be rubbed down with carborundum stone or bush-hammer to obtain a smooth and even finish. Where the concrete requires plastering or other finish later, the concrete surface shall be immediately hacked lightly all over as directed by the Engineer-in-Charge. No extra charge will be allowed to the Contractor for such work on concrete surfaces after removal of forms. The consent of the Engineer-in-Charge shall be obtained in writing in all cases before any shuttering is removed. The contractor must notify the Engineer-in- Charge well in advance to enable him to inspect the concrete, if he so desires. The contractor shall record in any approved manner, the date on which concrete is placed in each part of the work and the date on which the formwork is removed there from and have this record checked and countersigned by the Engineer-in-charge. The contractor shall be responsible for the safe removal of the formwork and any work showing signs of damage due to premature removal of formwork or loading shall be rejected and entirely reconstructed by the Contractor without any extra cost to the Department. The Engineer-in-Charge may, however, instruct to delay the removal of formwork if he considers it necessary and no claim whatsoever shall be entertained on this account.

7.15.8 Re-use of Forms

Before re-use, all forms shall be thoroughly scrapped, cleaned, joints and planes examined and when necessary / repaired and inside surface treated as specified herein before. Formwork shall not be used / re-used if declared unfit or unserviceable by the Engineer- in-charge. Nothing extra or any claim whatsoever shall be admissible on this account.



The contractor is to make good at his own expenses any injury to the concrete work and any damage caused by, or arising from the removal and striking of shutters and supports. Notwithstanding conditions and requirements mentioned in the foregoing paragraphs the shuttering should be such that all concrete work remains shutter finished as per pattern approved by the Engineer-in-charge.

7.15.9 Formwork for Precast/ Prestressed Concrete

i. The provisions in this section shall be considered supplementary to the general

provisions stated above and additional Technical Specifications for pre-cast segments. Precast concrete members and panels shall be made in accurately constructed moulds, on a properly prepared casting bed. All aspects of the making, curing and erection of precast units shall be subject to the approval of the Engineer-in-Charge.

ii. The contractor shall submit detailed drawings of formwork for the approval of

the Engineer-in-Charge. Finishing with cement mortar shall not be allowed.

iii. The formwork should be so designed that it does not restrain the shrinkage movements and possible shortening due to pre-stress of the concrete. The formwork shall be of sturdy construction with special considerations to shutter vibrators when used. All edges and joints of the formwork should be designed and sealed so that no cement grout can escape and there is no wedging or keying to the concrete. The effect of curing on the formwork should be given special consideration. Depending on care, curing erection and maintenance after stripping, the number of uses that can be made with different types of formwork will be as per satisfaction of Engineer-in-Charge.

iv. Stripping: As soon as the precast units have attained sufficient strength, the formwork shall be stripped. The precast unit shall be lifted uniformly out of the formwork without being subjected to tilting or restraint effects.

7.15.10 Proprietary System Of Formwork If proprietary system of form work is used, following information shall be furnished to Engineer-in-Charge for approval before use. The information which the manufacturer is required to supply shall be in such detail as to obviate unsafe erection and use of equipment due to the intention of the manufacturer not having been made clear or due to wrong assumptions on the part of the user. The user shall refer unusual problems of erection/assembly not in keeping with intended use of equipment, to the manufacturer of the equipment.

The manufacturers of proprietary systems shall supply the following information.



i. Description of basic functions of equipment. ii. List of items of equipment available, giving range of sizes, spans and such like,

with manufacturer’s identification number or other references.

iii. The basis on which safe working loads have been determined and whether the factor of safety given applies to collapse or yield.

iv. Whether the supplier’s data are based on calculations or tests. This shall be

clearly stated as there may be wide variations between results obtained by either method.

v. Instructions for use and maintenance, including any points which require

special attention during erection, especially where safety is concerned.

vi. Detailed dimensional information, as follows :

a. Overall dimensions, depths and widths of members. b. Line drawings including perspectives and photographs showing normal

uses. c. Self-weight. d. Full dimensions of connections and any special positioning and supporting

arrangements. e. Sizes of members, including tube diameters and thicknesses of material. f. Any permanent camber built into the equipment. g. Sizes of holes and dimensions giving their positions. h. Manner of fixing including arrangements for sealing joints.

vii. Data relating to strength of equipment as follows

a. Average failure loads as determined by tests. b. Recommended maximum working loads for various conditions of use. c. Working resistance moments derived from tests. d. Working shear capacities derived from tests. e. Recommended factors of safety used in assessing recommended loads and

deflections based on test results. f. Deflections under load together with recommended pre-camber and limiting

deflections. g. If working loads depend on calculations, working stresses should be tested.

If deflections depend on theoretical moments of inertia or equivalent moments of inertia rather than tests, this should be noted.

h. Information on the design of sway bracing against wind and other horizontal loadings.

i. Allowable loading relating maximum extension of bases and/or heads. j. Any restrictions regarding usage of any component or full assembly with

regard to spans, heights and loading conditions.



7.16 STEEL REINFORCEMENT FOR STRUCTURE

7.16.1 General

The reinforcement bars bent and fixed in position shall be free from rust or scales,

chloride contamination and other corrosion products. Effective methods of cleaning

will have to be used so that the steel is free from rust, scales and contamination.

The decision of Engineer-in-Charge in this regard shall be final & binding.

7.16.2 Bending of Reinforcement

Bending of reinforcement shall be done as per bar bending schedule to be prepared

and got approved by the contractor from Engineer-in-Charge or his authorised

representative prior to commencement of work. The bar cutting and bending for

16mm and above diameters shall be done on bar cutting and bending machine only.

7.16.3 Placing of Reinforcement

Reinforcement left projecting from newly placed concrete shall be supported in such

a way that there is no sag or risk of damage to the newly placed concrete. The

projecting bars that are likely to be exposed for a long time shall be protected by a

coat of neat cement wash. These shall be thoroughly cleaned and wire brushed

before depositing fresh concrete around it. No reinforcement bar shall remain

exposed or projecting out of the concrete surface. These shall be removed or

treated in a manner as directed by Engineer- in- Charge. The unwanted projected

reinforcement bars shall be cut below the finished surface and the cut end painted

with epoxy paint. Thereafter the surface shall be repaired to match the colour,

texture or pattern of adjoining concrete to the satisfaction of Engineer- in- Charge.

7.16.4 Bar Splices

The location of joints in continuous reinforcing bars, not shown in drawings, shall

be submitted to the Engineer for acceptance. If nothing contrary has been

specified, the number of bars to be joined in any cross section shall not exceed

one-third of the total.

7.17 TEMPORARY WORK

7.17.1 All designs for temporary work shall conform to and comply with all the

requirements given in the latest edition the relevant IRC Codes, Standard

specifications and codes of practice for Road Bridges and other technical

Specifications as detailed in this tender. These standard specifications and codes

of practices shall be supplemented wherever necessary by, ‘MORT&H

Specifications' for Road and Bridge works’ published by Indian Roads Congress,



and relevant BIS codes specifications etc., so far as applicable. These shall also

deem to incorporate any subsequent amendments that may be recommended by

respective authorities of the above mentioned specifications and codes of

practices, up to the last date of the month prior to month of receipt of tender.

7.17.2 For all work for which the contractor has to submit design for approval of the

Consultant appointed by the Department, the same shall be got prepared by the

contractor from approved consultants who are specialized in the field. For

particular item of scaffolding, staging and shuttering, use of any proprietary method

of staging should be supplemented with proper designs of such system after

getting approval from the Engineer-in-Charge.

7.18 STRUCTURAL CONCRETE WORKS

(i) Concrete Joints

Notwithstanding the provision of waterproofing membranes, the Contractor shall

construct the concrete works so as to minimize the likelihood of water penetration.

Before placing new concrete against concrete that has already hardened, the face

of the old concrete shall be treated as per specifications.

Concrete shall be cast watertight between construction joints. Should such

concrete be found to leak or to have moist patches, the affected concrete shall be

rectified by injection of resin material, breaking out and recasting, or other methods

of sealing within the concrete. Inside rendering will not be accepted as a method of

making watertight.

(ii) Waterstops

All waterstop used in the Works shall be of PVC material and of a type appropriate

to the location. All joint shall be made with moulded or prefabricated intersection

pieces properly jointed in accordance with the manufacturer’s instructions. The

waterstops shall be installed so that they are securely held in their correct positions

whilst the concrete is being placed. No hole shall be made through any waterstop

except where provided for by the manufacturer.

7.19 SHUTTERING, FORMWORK etc.

7.19.1 General

Steel formwork or any other internationally accepted “System Formwork” shall only

be used for concrete work to produce a smooth and uniform finish on all exposed

surfaces. The entire responsibility of planning, designing, erection, dismantling,



shifting and safety of false work lies with the contractor. Individual steel shuttering

plates shall have a minimum size of 0.9m x 1.5m (minimum area 1.35sq.m) except

in the matching pieces, piers and smaller components. Formwork shall be made out

of minimum 5 mm thick M.S. plates with stiffeners (thickness not less than 5mm) or

as per design approved by Engineer-in-Charge. Planning of formwork shall be got

approved from the Engineer- in- Charge prior to actual mobilisation and use. All

piers shall be cast in one operation and the formwork shall be planned and

provided accordingly.

All shuttering and supports shall be designed by the contractor in accordance with

the loads, pressures, stresses, etc. stipulated in the "IRC: 87-1984, Guidelines for

the Design and Erection of Formwork and Centering for Road Bridges" and relevant

drawings. The Contractor shall submit design calculations for strength and deflection

of the formwork/staging and portal for central span including its foundation in

triplicate to the Engineer- in- charge for approval at least 30 days before the

contractor is ready to erect the same in position. Any improvement to portals,

shuttering, staging and its support system as suggested by the Department shall be

binding on the contractor without any extra cost to the Department. These

suggestions shall however not absolve the contractor of his full and final

responsibility towards the safety and serviceability of the staging and formwork as

well as men and equipment working on them during the preliminary works before

concreting, during concreting and afterwards. Shutters shall be water tight, fixed in

perfect alignment and shall be able to withstand, without any displacement,

deflection or movement of any kind, the loads due to the pressure of concrete, the

movement of construction personnel, materials and plant.

Attention is drawn to the form liner finish required for the outer face of crash barrier,

reinforced soil wall panels (if required), piers etc. It may be noted that the formwork

for the piers will have suitable number of pieces (in plan) to facilitate easy removal of

formwork without breaking the vertical ribs on the pier face. Actual scale trials (mock

ups) using FRP made form liners of piers for full height including foundation, curved

voided deck slab portion for a length of 3m along longitudinal direction and full width

of carriageway including voiders, using FRP made form liners for crash barrier, RS

wall panels, External surfaces of RCC ground supported boxes and retaining walls

shall be performed for demonstrating the efficiency of the system to the satisfaction

of the Engineer-in-charge. The cost of one such final approved mock up of each

type shall be payable as per respective items of concrete and reinforcement. No

costs shall be payable for unsatisfactory mock ups or trials. The concreting for the

piers shall have to be done in single pour only using concrete pump. The location for

making mock up items shall be as per the directions of engineer in charge.

Temporary openings may be required in the formwork of the piers for proper

compaction of concrete. Care shall be taken to maintain a single source of the raw



material for concreting to achieve a uniform colour. Shuttering joints for all important

items shall be got approved.

7.19.2 Pre-assembly of Formwork

It shall be obligatory on the part of the contractor to pre – assemble the formwork for

mock up piers, crash barrier, pedestrian railing, Precast RCC railing, Kerb etc. on

ground of suitable scale /dimension as directed by engineer-in-charge, prior to

actual use. The contractor shall arrange for all material, labour, facilities, etc. to

facilitate first hand checking and carry out necessary modifications as required for

making the formwork true to line, level and shape at no extra cost. However, the

contractor shall be responsible for the correctness of the formwork when erected in

position finally. Pre-checking of formwork shall not be a ground for accepting any

defective and bad formwork produced by the contractor.

The formwork shall be load tested for the probable anticipated loads before the

same is put to actual use, at the direction of Engineer-in-charge. However, load

testing of formwork shall not relieve the contractor of his responsibility for safety and

serviceability.

7.19.3 Permissible Tolerances

The formwork shall be so made as to produce a finished concrete, true to shape,

lines, levels, plumb and dimensions as shown on the drawings subject to the

following tolerance for in- situ casting unless otherwise specified or shown in

drawings or directed by the Engineer- in- charge.

a) Sectional dimension - + 5mm

b) Plumb - + 1 in 1000 of height

c) Levels - 3 mm (before any deflection has taken place).

The tolerances given above are specified for local aberrations in the finished

concrete surface and should not be taken as tolerance for the entire structure taken

as a whole or for the setting and alignment of formwork, which should be as

accurate as possible to the entire satisfaction of the Engineer- in- charge. Errors, if

noticed, in any lift/tilt of the structure after stripping of forms, shall be corrected in the

subsequent work to bring back the surface of the structure to its true alignment

provided always that prior approval of the Engineer- in- charge shall be obtained in

respect of acceptability of such corrective measures without affecting the component

structurally or aesthetically.



All shutters of beams, slabs and other members shall be so designed and

constructed that the sides may be removed without disturbing the bottom plates or

supports thereto. The bottom of each shutter shall be provided with a camber

approximately to the final deflection of both shutter and beam under load as

determined by the Engineer- in- charge. The supporting struts shall be adjusted and

fixed in position by suitable means duly approved by the Engineer- in- Charge.

Tubular steel props, shores, bracing or similar rigid material approved by the

Engineer- in- charge shall be used for shuttering, scaffolding and staging.

7.19.4 Preparation of Formwork Before Concreting

The inside surfaces of forms shall, except in the case of permanent formwork or

where otherwise agreed to by the Engineer- in- Charge be coated with an approved

material to prevent adhesion of concrete to the formwork. Release agents shall be

applied strictly in accordance with the manufacturer’s instructions and shall not be

allowed to come into contact with any reinforcement or pre-stressing tendons and

anchorages. Different release agents shall not be used in formwork for concrete,

which will be visible on the surface of finished works. Releasing agent should not

leave any stain marks/difference in colour shades on finished exposed surface of the

RCC / PSC member. Use of grease or burnt lubricant oil etc. on shutters, as release

agent shall not be permitted.

Formwork shall be tight enough to prevent any loss of cement slurry during

vibrations. Immediately before concreting, all forms shall be thoroughly cleaned.

Contractor shall give the Engineer- in- charge due notice before placing any

concrete in the forms to permit him to inspect and accept the formwork as to their

strength, alignment and general fitness, but such inspection shall not relieve the

contractor of this responsibility for safety of men, machinery, materials and for result

obtained.

7.19.5 Removal of Formwork

The minimum time period for the removal of formwork shall be as per section 1508

of MoRT&H Specifications for Road and Bridge Works (4th Revision). However this

shall be taken as guidance only and the scheme for removal of formwork (de-

shuttering and de-centering) shall be planned well in advance and furnished to the

Engineer-in-charge for scrutiny and approval. No formwork or any part thereof shall

be removed without prior approval of the Engineer-in-charge.

The contractor shall record in any approved manner, the date on which concrete is

placed in each part of the work and the date on which the formwork is removed



there from and have this record checked and countersigned by the

Engineer- in- charge. The contractor shall be responsible for the safe removal of the

formwork and any work showing signs of damage through premature removal of

formwork or loading shall be rejected and entirely reconstructed by the Contractor

without any extra cost to the Department. The Engineer- in- charge may, however,

instruct to postpone the removal of formwork if he considers it necessary and no

claim whatsoever shall be entertained on this account.

7.19.6 Re-use of Forms

Before re-use, all forms shall be thoroughly scrapped, cleaned, joints and planes

examined and when necessary / repaired and inside surface treated as specified

herein before. Formwork shall not be used / re-used if declared unfit or

unserviceable by the Engineer- in- charge. Nothing extra or any claim whatsoever

shall be admissible on this account.

The contractor is to make good at his own expenses any injury to the concrete work

and any damage caused by, or arising from the removal and striking of shutters and

supports. Notwithstanding conditions and requirements mentioned in the foregoing

paragraphs the shuttering should be such that all concrete work remains shutter

finished as per pattern approved by the Engineer- in- charge.

7.19.7 Formed Surface and Finish

All members above ground or formation level shall have shutter finished surfaces.

Utmost care shall be taken by the contractor in erection of formwork for components

cast in stages. Location of construction joints in between such stages shall be pre-

decided and all such joints shall be treated in a manner approved by the

Engineer- in- charge so as to match with the surrounding concrete without leaving

any visual aberration or bad patches and/or bands. The contractor shall be deemed

to have included the cost of such operation in his quoted rates and no claim

whatsoever shall be entertained at a later date.

The formed finished concrete surfaces shall be free from honeycomb, blemishes,

holes, surface defects, etc. In no case such defects shall exceed 200mm in any

direction for individual spots or the continued area of such defects shall not exceed

0.2% of the entire area of related surface. Any variation beyond this limit shall be

considered as a substandard work and shall be rejected.

Special care shall be taken to ensure that no stains are left on the formed concrete

either from formwork or exposed reinforcement bars. Such stains shall be removed

by the contractor at no extra cost so as to match with adjoining concrete surfaces to

the satisfaction of the Engineer- in- charge.



7.20 ROAD WORK

7.20.1 Sub-Grade Construction

It shall be ensured prior to actual execution that the borrow area material to be used in the sub-grade satisfies the requirements of design CBR (not less than 5%, under soaked condition). For the purposes of specifications, the top 500mm thick layer of filling in the embankment (just below the sand drainage layer) over the entire formation width and directly supporting the road pavement will be termed as ‘subgrade’. Sub-grade shall be compacted and finished to the design strength consistent with other physical requirements. The actual laboratory CBR values of constructed sub-grade shall be determined on remoulded samples. IRC: 37-1984 shall be referred to for details. The 500mm thick of the sub-grade shall be compacted to achieve at least 97% of MDD at OMC.

7.20.2 Granular Sub-Base Course

This work shall consist of laying and compacting well-graded material on prepared sub-grade in accordance with the requirements of these Specifications. The material shall be laid in one or more layers as sub-base or lower sub-base and upper sub-base (termed as sub-base hereinafter) as necessary according to lines, grades and cross- sections shown on the drawings or as directed by the Engineer-in-Charge. The granular sub-base (GSB) material shall be closed graded of grading I and III, conforming to the requirements of clause 401 and table 400-1 of MORTH, Specifications for Road and Bridge Works (4th Revision).

7.20.3 Wet Mix Macadam Base Course

The work shall consist of laying and compacting clean, crushed, graded aggregate and granular material premixed with water, to a dense mass on a prepared subgrade/sub- base/base or existing pavement as the case may be in accordance with the requirements of these specifications. The material shall be laid in one or more layers as necessary to lines, grade and cross section shown on the approved drawings or as directed by the Engineer-in-charge. The laying of WMM layer shall be done using paver only. The wet mix macadam base course shall satisfy the requirements of clause 406 of MORTH, Specifications for Road and Bridge Works.



7.20.4 Bituminous Work

All the bituminous mixes shall be prepared using batch type hot mix plant. The contractor shall have to necessarily deploy self-propelled paver with electronic sensor having suitable hydraulically operated screeds capable of spreading, tamping and finishing the mix true to the specified lines, grades and cross sections of the road. The paver finisher shall have the following essential features:

(i) Loading hoppers and suitable distributing mechanism. (ii) All drives having hydrostatic drive/control. (iii) The machine shall have a hydraulically extendable screed for appropriate

width requirement. (iv) The screed shall have tamping and vibrating arrangement for initial

compaction to the layer as it is spread without rutting or otherwise marring the surface. It shall have adjustable amplitude and variable frequency.

(v) The paver shall be equipped with necessary control mechanism so as to

ensure that the finished surface is free from surface blemishes. (vi) The paver shall be fitted with an electronic sensing device for automatic

leveling and profile control within the specified tolerances. (vii) The screed shall have the internal heating arrangement. (viii) The paver shall be capable of laying 2.5 to 4.0 m width in service road and

4.0 to 7.0m width on main carriageway as per site requirement. (ix) The paver shall be so designed as to eliminate skidding/slippage of the tyres

during operation. (x) The contractor shall have to necessarily deploy the road rollers, for BM, DBM

& BC for their compaction as per relevant MORT&H specifications.

Mix shall be prepared in a computerized hot mix plant of adequate capacity and capable of yielding a mix of proper and uniform quality with thoroughly coated aggregate. Hot Mix Plant shall be preferably of batch mix type with electronic load sensor device. The requirement of clause 504.3.4 of MORTH specifications shall be strictly adhered to.

7.20.5 Prime Coat

The work shall consist of the application of a single coat of low viscosity liquid bituminous material to a porous granular surface preparatory to the superimposition of bituminous mix material. The work shall execute in accordance



with clause 502 and sub clause there to of MORTH specifications for Road & Bridge works 2001. The emulsified bitumen for prime coat shall be medium setting conforming to IS: 8887-1995. The bitumen emulsion shall be brought at site in one lot in sealed drums and shall be got verified and checked by the representative of Engineer-in-Charge before its use. After priming coat the road can be opened to the traffic as directed by the engineer in charge.

7.20.6 Tack Coat The work shall consist of application of single coat of low viscosity liquid bituminous material to an existing road surface preparatory to another bituminous construction over it. The binder used for tack coat shall be bitumen of suitable grade as specified in nomenclature of item.

a) The emulsified bitumen for tack coat on road shall be medium setting (MS)

type conforming to IS: 8887-1995. The bitumen emulsion shall be brought at site in one lot in sealed drums and shall be got verified and checked by the representative of Engineer-in-Charge before its use. The work shall be done strictly in accordance with clause 503 and sub-clauses thereto of MORT&H specifications for Roads & Bridges work (Fourth Revision), 1995.

b) Cleaning and Preparation of the Surface: The surface on which the tack coat

is to be applied shall be clean and free from dust, dirt and any extraneous material and be otherwise prepared in accordance with the requirements of clauses 501.8 and 902 as appropriate. Immediately before the application or the tack coat, the surface shall be swept clean with a mechanical broom and high pressure jet or by other means as directed by the Engineer-in-Charge.

7.20.7 Bituminous Macadam

The work shall consists of constructing a single layer of specified compacted thickness of bituminous macadam having crushed stone aggregate premixed with bituminous binder on a previously prepared base to the requirement of clause-504 and sub clause thereto of MORTH specifications for Road & Bridge works (Fourth Revision) 2001 and as directed by the Engineer-in-Charge.

7.20.7.1 Material

(i) Bitumen Bitumen shall confirm to grade and quantity as specified in nomenclature of item.

(ii) Aggregate Aggregate shall consists of crushed stone aggregate as laid down in sub clause -504.2.2 to 504.2.5 of MORTH Specifications for Road & Bridge works ( 4th revision). The grading shall conform to grading 2 of Table 500-4.



(iii) Rate The contract unit rate for the Bituminous Macadam shall be payment in full for carrying out all the required operations as specified, and shall include, but not necessarily limited to all component listed in 501.8.8.2 (i) to (xi) as MORTH specifications for Road & Bridges (Fourth revision) 2001. The rate shall include the provision of bitumen @ 3.5% by weight of total mix with provision that variation of quantity on minus side is not acceptable. However, no extra payment would be admissible for use of bitumen if the variation is on higher side i.e. beyond 3.5% of weight of total mix.

7.20.8 Dense Bituminous Macadam

The work shall consists of constructing dense bituminous macadam in two layers of specified compacted thickness having crushed stone aggregate premixed with bituminous binder on a previously prepared base to the requirement of clauses 507 and sub clause thereto of MORTH specifications for Road & Bridge works (Fourth Revision) 2001 and as directed by the Engineer-in-Charge.

7.20.8.1 Material

(i) Bitumen Bitumen shall confirm to grade and quantity as specified in nomenclature of item. (ii) Aggregate Aggregate shall consists of crushed stone aggregate as laid down in sub-clause-507.2.2 to 507.2.5 of MORTH Specifications for Road & Bridge works . The grading shall conform to grading of Table 500-10/ (iii) Filler Filler shall consist of hydrated lime of grade & specification conforming to clause 509.2.4 of MORTH specification for Roads & Bridges. (iv) Rate The contract unit rate for the Dense Bituminous Macadam shall be payment in full for carrying out all the required operations as specified, and shall include,. But not necessarily limited to all component listed in 501.8.8.2 (i) to (xi) as MORTH specifications for Road & Bridges (Fourth revision) 2001. The rate shall include the provision of bitumen @ 5.0% by weight of total mix with provision that variation of quantity on minus side is not acceptable. However, no extra payment would be admissible for use of bitumen if the variation is on higher side i.e. beyond 5% of weight of total mix.

7.20.9 Bituminous Concrete

The work shall consist of constructing a single layer of specified compacted



thickness or dense bituminous concrete consisting of .crushed stone aggregate mixed with bituminous binder to serve as wearing course laid immediately after mixing on a previously prepared base in accordance with the requirements of specifications as laid down in clause 509 and sub-clauses thereto of MORTH specifications for Roads & Bridges works and as directed by Engineer-in-Charge.

7.20.9.1 Material Bitumen shall conform to grade and quantity as specified in nomenclature of item. (i) Aggregate Aggregates shall consist of crushed stone aggregate conforming to grading & specifications as laid down in sub-clause 509.2.2 to 509.2.5 of MORT&H specifications for Road & Bridges work. Only natural aggregate or sand shall be allowed. The grading shall conform to grading 1 of Table 500-18. (ii) Filler Filler shall consist of hydrated lime of grade & specification conforming to clause 509.2.4 of MORTH specification for Roads & Bridges . (iii) Rate The contract unit rate for the Dense Bituminous Concrete shall be payment in full for carrying out all the required operations as specified, and shall include, but not necessarily limited to all component listed in 501.8.8.2 (i) to (xi) as MORTH specifications for Road & Bridges (Fourth revision) 2001. The rate shall include the provision of bitumen @ 5.5% by weight of total mix with provision that variation of quantity on minus side is not acceptable. However, no extra payment would be admissible for use of bitumen if the variation is on higher side i.e. beyond 5.5% of weight of total mix.

7.20.10 Compaction The degree of compaction for the various bituminous layers shall be established by taking CORE from the laid bituminous layer. The bill of the contractor shall be paid only if the same qualifies as per the specifications / requirements. Sand replacement method for verifying the degree of compaction of laid bituminous layers will not be allowed.

7.21 ANTICARBONATION COATING ON CONCRETE The protective coating shall comprise a penetrating Silane/Siloxane primer and a single component aliphatic acrylate coating. The total dry film thickness (DFT) of the coating shall not be less than 150 microns and shall be capable of providing carbon di-oxide diffusion resistance and the depth of carbonation shall be proved to be nil through suitable tests when tested at 24 hrs by accelerated carbonation test as per BS: 1881.



7.22 ROAD MARKING WORK WITH THERMOPLASTIC PAINT

7.22.1 The road marking work shall be carried out as per clause 803 of MoRT&H

Specifications for Road and Bridge Works (Fourth Revision) 2001 with upto date correction slip.

7.22.2 Guarantee:- The Thermoplastic paint shall last at least for a period of two

years. The marking, when tested, shall show no sign of cracking, flaking, peeling off or disintegration. Two years guarantee in prescribe proforma as per Annexure –'D' must be given by the contractor in acceptance of his overall responsibility regarding satisfactory performance of Thermoplastic Painting work. If any defect is noticed during the guarantee period, it shall be rectified by the contractor within 7 days by re-executing the defective Thermoplastic Painting Work, and if not attended to, the same will be got done from another agency at the risk and cost of contractor. An amount of 10% of the actual cost of BOQ item will be retained as security deposit in the form of standard bank guarantee for 2 years. This is in addition to the security deposit under clause 1A of GCC2010.

7.22.3 The contractor shall be responsible for rectifying defects noticed within two years from the date of completion of the work and the additional security deposit relating to road marking work using Thermoplastic Paint shall be refunded after the expiry of this period’

7.23 OVERHEAD SIGNS

7.23.1 The work shall be carried out as per agreement item, as per clause 801 (but

using sheet for the road signages of unmetalized micro prismatic retro reflective element material (Type-IX of ASTM : D4956-07), 802 of MoRT&H Specifications for Road and Bridge Works (Fourth Revision) 2001 with upto date correction slip. and as per direction of Engineer-in-Charge.

7.23.2 Test Certificates and Testing of Material

The physical and mechanical properties of ACM Shall be as per Table I below:

Table I : Specification for Aluminum Composite Material (4 mm – with 0.5 mm Al skin)

Sl.No. Description

Specification

Standard Test Acceptable value / result

A Physical Tests For ACM

1 Over all thickness of AM Measurement 4 mm (Tolerance ± 0.2 mm).

2 Aluminum Skin thickness (each side)

Measurement 0.5 mm (Tolerance ± 0.03mm)



3 Panel weight (ACM) Measurement 5.5 Kg/sqm (±5%)

B Mechanical Properties of ACM

1 Peel off strength (Drum Peel Test)

ASTM D903 More than 4 N/mm

2 Tensile strength ASTM E8 More than 40 N/mm2

3 0.2% Proof Stress ASTM E8 More than 34 N/mm2

4 Elongation ASTM E8 ≥6%

5 Flexural Strength ASTM 393 More than 130 N/mm2

6 Flexural Modulus ASTM 393 More than 44,000 N/mm2

7 Shear strength with Punch shear test

ASTM 732 More than 30 N/mm2

C Properties of Aluminum Skin

1 Tensile strength (Rm) ASTM E8 Minimum 165 N/mm2

2 Modulus of elasticity ASTM E8 Minimum 70000 N/mm2

3 Elongation ASTM E8 A50≥2%

4 0.2% Proof Stress ASTM E8 Minimum 110 N/mm2

D Properties of High Surface energy coating

1 (90 Deg.) Peel adhesion strength of Retro Reflective sheeting on ACM surface with high-surface energy coating

ASTM D3330 Minimum of 1.5 kgf i.e. Equal to or more than that with surface prepared aluminum

7.23.3 Performance Certificate

Requisite conformance certificate from the manufacturer of the ACM stating compliance with ACM technical specifications as per Table I shall be submitted. Retro Reflective Sheet for Signages (i) The sheet for the road signages shall be unmetalized micro prismatic retro

reflective element material (Type-IX of ASTM : D4956-07) and retro reflectivity characteristics of the same at short road distances shall meet the parameters for different observation angle and entrance angle as laid down under table-E3 of ASTM : D4956-07.

(ii) Only brand new sheet shall be used for the work and shall show no evidence of cracking, scaling, pitting, blistering, edge lifting or curling.

(iii) The colour of the sheet shall be white. (iv) The adhesive backing shall be pressure sensitive as specified in para 4.3.1 of

ASTM : D4956-07. (v) All signs shall be dated during fabrication with indelible marking.

Testing of Retro Reflective Sheet in Local Laboratory Every lot of the sheets to be used on the work shall be got tested for following test from CRRI or any approved independent test house and the entire cost of testing on account of cost of sample, its packing and carriage to laboratory



& other incidental charges etc., shall be borne by the contractor. Testing charges, if any, shall be borne by the department provided the material passes the tests, other wise the same shall be borne by the contractor Result of such tests shall be binding upon the contractor. (i) Coefficient of Retro Reflection. (ii) Dry time colour & luminous. (iii) Removability of liner. (iv) Specular Gloss. (v) Flexibility. (vi) Shrinkage. (vii) Impact Resistance. (viii) Resistant to accelerated weathering.

(a) Colour fastness (b) Appearance. (c) Reflective Intensity. (d) Adhesion. (e) Reflective intensity during rainfall after accelerated weathering.

(ix) Adhesion.

Five samples each of all sign boards shall be got tested from CRRI or some approved independent test house after completion of second, third and seventh year of installation of the sign boards at site to observe the performance of high intensity Retro Reflective Sheeting, Transparent film, screen printed or cut out letters/legends etc. The results shall be compared with the provisions of ASTM-D-4956-07. Necessary facility/means including carriage to the test house, cost of the samples, other incidental charges, if any, making arrangement for lowering down, etc. shall be provided by the contractor at his own cost. Testing charges, if any, shall be born by the department provided the material passes the test, other wise the same shall be borne by the contractor. Result of such tests shall be binding upon the contractor. Fabrication of Signages (i) The signages shall be fabricated in the manner as specified in the description

of respective item of work in the schedule of quantity. (ii) The M.S. angle iron frame work for the signages shall be fabricated in

accordance with CPWD Specification-2009. (iii) The surface of the ACP substrate to receive the retro reflective sheeting shall

be thoroughly cleaned, descaled, dusted and degreased before the sheeting is laid over the same.

(iv) To the extent possible, there shall be no joints in the retro reflective sheet laid for signages. However, in unavoidable circumstances, joints can be allowed with prior approval of Engineer-in-Charge. Over lapping in such cases shall not be less than 5mm.

7.23.4 Warranty

(a) The contractor shall obtain a seven (7) years warranty (Annxure-“E”) in original from the manufacture of Retro Reflective Sheeting for satisfactory field performance including stipulated retro reflectance of the retro reflective



sheeting of super high intensity unmetalised micro prismatic type and submit the same to the Engineer-in-Charge.

(b) In Addition, a 7 years warranty for satisfactory field performance of the finished signs with retro reflective sheeting of super high intensity unmetalised micro prismatic type, inclusive of the cut out letters / legends, transparent field and their bonding to the retro reflective sheeting shall be obtained from the contractor in favour of Executive Engineer, Flyover Project Division F-132, PWD (NCTD), New Delhi.

(c) The contractor shall also furnish a certificate that the signs and materials supplied against the assigned work meets all the stipulated requirements and carry the stipulated warranty. The warranty shall also cover the replacement obligation by the sheeting manufacture as well as contractor for replacement / repairing / restoration of the retro reflective efficiency.

All signs shall be dated during fabrication with indelible marking to indicate the date of manufacture of the Road Sign and actual date of installation at site in an unprotected outdoor exposure. Warranties should be given in original and should have legal jurisdiction in India. Warranties given by power of attorney holders/ distributors will not be acceptable.

7.23.5 Guarantee

Seven years guarantee in prescribed proforma attached as Annexure–“F” of tender documents must be given by the Authorised Converter. In addition 10% (Ten per cent) of the actual cost of items of signages executed as per of the schedule of quantities of the tender documents would be retained as guarantee for 7 (seven) years to watch the performance of the work executed. This is in addition to the security deposit under clause 1A of GCC2010. The contractor shall be responsible for rectifying defects noticed within Seven years from the date of completion of the work. However, half of this amount would be released after three years if the performance of the work executed is found satisfactory when tested as per the test requirement prescribed in para 7.23.3 of these documents. If any defect is noticed during the guarantee period it will be either rectified or replaced in total by the contractor within 7 days and if not attended to, the same shall be got done by another agency at the risk and cost of the contractor. However, this security deposit can be released in full, if bank guarantee of equivalent amount for 8 years is produced and deposited with the department.

7.24 STORAGE OF MATERIALS

All materials shall be stored so as to prevent deterioration, and to ensure the preservation of their quality and fitness for the work. If required by the Engineer-in-charge, the materials shall be stored under cover and suitably painted for the protection against weather condition. Any material, which has deteriorated or has



been damaged shall be removed from site and replaced by new members, as directed by the Engineer-in-charge at no extra cost and time. A. The steel to be used in fabrication shall be stored in a separate stack clear of

the ground section wise and lengthwise. B. The storage area shall be kept clean and properly drained. Structural steel shall

be so stored and handled in such a manner that members are not subjected to excessive stresses and damage. Girders and beams shall be placed in upright position. Long members shall be supported on closely spaced skids to avoid unacceptable deflection.

C. The Contractor shall have a suitable shop storage yard at his own premises for

storing the fabricated steel structures and other materials. The yard shall have proper facilities such as drainage and lighting including access for cranes, trailers and other heavy equipment.

D. All Shop / field connection materials, shop paint etc. shall be stored on racks

and platforms, off the ground in a properly covered building by the contractor. E The contractor shall have proper arrangement for sand blasting of steel sections

so that these sand blasted materials may be used for fabrication wherever required.

7.25 DELINEATORS

The work covers supplying and fixing roadway delineators with solar warning light. The design, material to be used and the location of the road delineators shall conform to Recommended Practice for Road Delineators, IRC: 79, and to relevant drawings or as otherwise directed by the Engineer. The posts for the delineators shall be tubular and in MS steel painted as per specifications, as per dimensions given in the Drawing.

7.26 ROAD MARKING USING HOT APPLIED THERMOPLASTIC PAINT

7.26.1 General

(i) The road marking symbols, patterns, sizes, colour and legends shall be

adopted in accordance with the code of practice for Road Marking with paints,

IRC 35-1997 and as specified in the drawings or as directed by the Engineer-

in-Charge.



(ii) The colour of the compound shall be white or yellow (IS colour No.356) as

specified in the drawings or as directed by the Engineer-in-Charge.

(iii) The thermoplastic compound shall be screeded / extruded on to the

pavement surface in a molten state by suitable machine capable of controlled

preparation and laying with surface application of glass beads at a specific

rate. Upon cooling to ambient pavement temperature, it shall produce an

adherent pavement marking of specified thickness and width and capable of

resisting deformation by traffic.

(iv) Where the compound is to be applied to cement concrete pavement, a

sealing primer as recommended by the manufacturer, shall be applied to the

pavement in advance of placing of the stripes to ensure proper bonding of the

compound. On new concrete surface any laitance and/or curing compound

shall be removed before the markings are applied.

7.26.2 Materials

Road markings shall be of hot applied thermoplastic compound, or reflectorised

paint as specified in the item and the material shall meet the requirements as

specified below.

7.26.3 Thermoplastic Paint

Material

The thermoplastic material shall be homogeneously composed of aggregate,

pigment, resins and glass reflectorising beads. Road markings shall be of hot

applied THERMOPLASTIC COMPOUND which shall meet the requirements as

specified below.

Requirements

Composition: The Thermoplastic material shall be homogeneously composed of

aggregate, pigment, resins and glass reflectorising beads. The pigment, beads and

aggregate shall be uniformly dispersed in the resin. The material shall be free from

all skins, dirt and foreign objects and shall comply with requirements indicated in

Table-1.

Table-1: Proportions of Constituents of Marking Material

(Percentage by Weight)

COMPONENT WHITE YELLOW

Binder 18.0 min. 18.0 min.

Glass Beads 30-40 30-40



Titanium Dioxide 10.0 min. ----

Calcium Carbonate and Inert

Fillers.

42.0 max. **

Yellow pigments ---- **

** NOTE: Amount of Yellow pigment, calcium carbonate and inert fillers shall be at

the option of the manufacturer, provided all other requirements of these

specifications are met.

Properties:-The properties of thermoplastic material, when tested in accordance

with ASTM D36/BS-3262 (Part-I), shall be as below.

(a) LUMINANCE

White: Daylight luminance at 45 degree Celsius shall be 65 percent min. as

per AASHTO M-249.

Yellow: Daylight luminance at 45 degree Celsius shall be 45 percent min. as

per AASHTOM-249.

(b) Drying time: When applied at a temperature specified by the manufacturer

and to the required thickness, the material shall set to bear traffic in not

more than 15 minutes.

(c) Skid resistance: Not less than 45 as per BS 6044.

(d) Cracking resistance at low temperature:-The material shall show no cracks

on application to concrete blocks.

(e) Softening point: 102.5 + 9.5C as per ASTM D-36.

(f) Flow resistance: Not more than 25 percent as per AASHTO M-249.

(g) Yellowness index (for white thermoplastic paint): not more than 0.12 as per

AASHTO M-249.

The paint shall conform to the following technical specifications.

TECHNICAL DATA WHITE YELLOW

Type of Aggregate Silica sand/Dolomite Silica sand / Dolomite

Type of extender Calcium Carbonate Calcium Carbonate

Type of Binder Synthetic resin Synthetic resin

Glass beads content % (min)

by weight

30% (reflective) 30% (reflective)



Heat Stability 65 min. 65 min.

Flash Point (COC degree C) 270 min. 270 min.

Relative Density 2.00+0.1 2.00+0.1

Application Temperature oC 165+ 15 165+ 15

Max. Heating Temperature o C 210° 210°

Durability (Class) 2 Years (A) 2 Years (A)

Pigment Consists of Titanium

Dioxide Type-R(rubile)

Yellow pigment is

substitute for a part of

TITANIUM DIOXIDE.

The pigment shall have

a heating range upto

300oC in order to

withstand heating temp.

up to 250oC without

colour change.

7.26.4 Storage Life

The material shall meet the requirements of these specifications for a period of one

year. The thermoplastic material must also melt uniformly with no evidence of

skins or un-melted particles for the one year storage period. Any material not

meeting the above requirements shall be replaced by the manufacturer/supplier /

Contractor.

7.26.5 Reflectorisation

Shall be achieved by incorporation of beads, the grading and other properties of

the beads shall be as specified elsewhere in tender document.

7.26.6 MARKING

Each container of the thermoplastic material shall be clearly and indelibly marked

with the following information:

(i) The name, trade mark or other means of identification of manufacturer.

(ii) Batch number

(iii) Date of manufacture.



(iv) Colour (white or yellow).

(v) Maximum application temperature and maximum safe heating temperature.

7.26.7 Sampling and Testing

The thermoplastic material shall be sampled and tested in accordance with the

appropriate ASTM/BS method. The contractor shall furnish to the Employer a copy

of certified test reports from the manufacturers of the thermoplastic material

showing results of all tests specified herein and shall certify that the material meets

all requirements of this specification.

7.26.8 Reflectorising Glass Beads

7.26.8.1 General

This specification covers two types of glass beads to be used for the production of

reflectorised pavement markings.

Type-1 beads are those which are a constituent of the basic thermoplastic

compound as described in Table-1 and Type-2 beads are those which are to be

sprayed on the surface as described in clause 10.4.9.

7.26.8.2 The glass beads shall be transparent, colourless and free from milkiness, dark

particles and excessive air inclusions. These shall conform to the requirements

spelt out in clause 10.4.7.3.

7.26.8.3 Specific Requirements

(i) Gradation: The glass beads shall meet the gradation requirements for the

two types as given in Table 2:

Table 2: Gradation Requirements for Glass Beads

Percent retained

Sieve size Type 1 Type 2

1.18 mm 0 to 3 ----

850 micron 5 to 20 0 to 5

600 micron ---- 5 to 20

425 micron 65 to 95 ----

300 micron ---- 30 to 75



180 micron 0 to 10 10 to 30

Below 180 micron ---- 0 to 15

(ii) Roundness: The glass beads shall have a minimum of 70 percent true

spheres

(iii) Refractive index: The glass beads shall have a minimum refractive index of

1.50.

(iv) Free flowing properties: The glass beads shall be free of hard lumps and

clusters and shall dispense readily under any conditions suitable for paint

striping. They shall pass the free flow-test.

7.26.8.4 TEST METHODS:- The specific requirements shall be tested with the following

methods:

(i) Free-flow test: Spread 100 grams of beads evenly in a 100 mm diameter

glass dish. Place the dish in a 250 mm inside diameter desiccators which is

filled within 25 mm of the top of a desiccators’ plate with sulphuric acid

water solution (specific gravity 1.10). Cover the desiccators and let it stand

for 4 hours at 20 to 29 degree C. Remove sample from desiccators, transfer

beads to a pan and inspect for lumps or clusters. Then pour beads into a

clean, dry glass funnel having a 100 mm stem and 6 mm orifice. If

necessary, initiate flow by lightly tapping the funnel. The glass spheres shall

be essentially free of lumps and clusters and shall flow freely through the

funnel.

(ii) The requirements of gradation, roundness and refractive index of glass

beads and the amount of glass beads in the compound shall be tested as

per BS: 6088 and BS: 3262 (Part-1).

(iii) The contractor shall furnish to the Employer a copy of certified test reports

from the manufacturer of glass beads obtained from a reputed laboratory

showing results of all tests specified herein and shall certify that the material

meets all requirements of this specification. However, if so required, these

tests may be carried out as directed by the Engineer-in-Charge.

7.26.9 Application Properties of Thermoplastic Material

The thermoplastic material shall readily get screeded / extruded at temperatures

specified by the manufacturers for respective method of application to produce a

line of specified thickness which shall be continuous and uniform in shape having

clear and sharp edges.

The material, upon heating to application temperatures, shall not exude fumes

which are toxic, obnoxious or injurious to persons or property.



7.26.10 Preparation

The material shall be melted in accordance with the manufacturer’s instructions in

a heater fitted with a mechanical stirrer to give a smooth consistency to the

thermoplastic material to avoid local overheating. The temperature of the mass

shall be within the range specified by the manufacturer, and shall on no account be

allowed to exceed the maximum temperature stated by the manufacturer. The

molten material should be used as expeditiously as possible and for thermoplastic

material which has natural binders or is otherwise sensitive to prolonged heating,

the material shall not be maintained in a molten condition for more than 4 hours.

After transfer to the paint applicator machine, the material shall be maintained

within the temperature range specified by the manufacturer for achieving the

desired consistency for laying. The maximum safe heating temperature should not

exceed 210C

The melted material may be allowed to use, provided the total time in melted state

has not exceeded 4 hours.

7.26.11 Properties of Finished Road Marking

(i) The stripe shall not be slippery when wet.

(ii) The marking shall not lift from the pavement in freezing weather.

(iii) After application and proper drying, the stripe shall show no appreciable

deformation or discolouration under traffic and under road temperature upto

60C.

(iv) The marking shall not deteriorate by contact with sodium chloride, calcium

chloride or oil drippings from traffic.

(v) The stripe or marking shall maintain its original dimensions and position.

Cold ductility of the material shall be such as to permit normal movement

with the road surface without chopping or cracking.

(vi) The colour of yellow marking shall conform to IS colour No.356 as given in

IS:164-1981.

7.26.12 Application

Marking shall be done by fully / semi-automatic paint applicator machine in order to

maintain straight line, size and sharp edges. For locations where painting cannot

be done by machine, approved manual methods shall be used with prior approval

of the Engineer- in-Charge. The contractor shall maintain control over traffic while

painting operations are in progress so as to cause minimum inconvenience to

traffic compatible with protecting the workmen.



The thermoplastic material shall be applied hot either by screeding or by extrusion

process. After transfer to the laying apparatus, the material shall be laid at a

temperature within the range specified by the manufacturer for the particular

method of laying being used. The paint shall be applied using a screed or

extrusion machine.

The pavement temperature shall not be less than 10C during application. All

surfaces to be marked shall be thoroughly cleaned of all dust, dirt, grease, oil and

all other foreign matter before application of the paint. Priming coat as per

manufacturer’s recommendation shall be applied.

Badly worn out bituminous surface and concrete road surface shall be treated with

“BITEX” or equivalent primer prior to application of Thermoplastic Paint. Nothing

extra shall be paid on this account.

The material, when formed into traffic stripes, must be readily renewable by

placing an overlay of new material directly over the old line of compatible material.

Such new material shall so bond itself to the old line that no splitting or separation

takes place.

Thermoplastic paint shall be applied in intermittent or continuous lines of uniform

thickness of at least 2.5 mm unless specified otherwise, having uniform width and

sharp edges. In addition to the beads included in the material, a further quantity of

glass beads of Type 2, conforming to the above noted specifications (B.S.-6088

clause-B) shall be sprayed uniformly with the help of glass beads spray pump into

a mono-layer on to the hot paint line in quick succession of the paint spraying

operation. The glass beads shall be applied at the rate of 250 grams per Sq. m

area.

The minimum thickness specified is exclusive of surface applied glass beads. The

method of thickness measurement shall be in accordance with Appendices B and

C of BS-3262 (Part-3).

The finished lines shall be free from ruggedness on sides and ends and be parallel

to the general alignment of the carriage way. The upper surface of the lines shall

be level, uniform and free from streaks.

7.26.13 Performance Requirements

The road markings laid shall meet the performance requirements of Class-A road

marking specified in the BS-3262 (Part-II)-1989. The wear index shall not exceed

35 at each regular inspection interval as per the Appendix “D” of B.S.-3262. The

spread of the markings of each stripe measured between 600 mm & 900 mm from

the near side kerb shall not increase at each regular inspection interval by more

than 10% of its initial value.



GUARANTEE:- The Thermoplastic paint shall last at least for a period of two

years. The marking, when tested, shall show no sign of cracking, flaking, peeling

off or disintegration. Two years guarantee in prescribe Performa as per Annexure

–'L' must be given by the contractor in acceptance of his overall responsibility

regarding satisfactory performance of Thermoplastic Painting work. If any defect is

noticed during the guarantee period, it shall be rectified by the contractor within 7

days by re-executing the defective Thermoplastic Painting Work, and if not

attended to, the same will be got done from another agency at the risk and cost of

contractor.

The contractor shall be responsible for rectifying defects noticed within two years

from the date of completion of the work and the portion of the security deposit

relating to road marking work using Thermoplastic Paint shall be refunded after

the expiry of this period.

7.26.14 Measurements for payment

The painted markings shall be measured in sq. m of actual area marked (excluding

the gaps, if any).

7.26.15 Rate

The contract unit rate for road marking shall be paid in full compensation for

furnishing all labour, materials, tools, equipment, including all incidental costs

necessary for carrying out the work at the site conforming to these specifications

complete as per the approved drawings or as directed by the Engineer- in- Charge

and all other incidental costs necessary to complete the work to these

specifications.

NOTE: In case of any discrepancy in particular specifications for Thermoplastic

Paint and the specifications as per Section 803 MoRT&H specifications (4th

Revision) 2001, the later will prevail.

7.27 STRUCTURAL STEELWORK SPECIFICATION FOR WELDED STRUCTURE 7.27.1General Scope of Specification This Specification covers the supply, fabrication transportation and erection at Site of welded structural steelwork, including the supply of approved consumables, electrodes, wires and other materials required for fabrication and field connections of all structural steelwork covered under the scope of the Specification. The shear connectors studs as specified in the drawing shall also be welded in the shop.



7.27.1.1 Products Ref. Specification for Structural Steel 7. 27.1.2 Execution Workmanship 7. 27.1.3 General All workmanship shall be in accordance with the best practices in modern structural shops. Greatest accuracy shall be maintained in the manufacture of every part of the work and similar parts shall be strictly interchangeable. The contractor shall not proceed with any welding until the Engineer-in-charge has approved his welding plan, which shall include all information’s on welding procedures, equipment, additives and preheating during welding operation. Details of non destructive testing methods

- Precautions with regard to welding shrinkage

- Possible treatment of completed welds by grinding

- Procedure and programme of welding sequence During Design & Detailing of component lengths, care has been taken to avoid butt weld in built up members. Therefore it is essential to use only nearest size and length of section that have been procured to scheduled sizes and lengths by proper planning by contractor. No butt weld shall be carried out without approval of Engineer-in-charge. 7. 27.1.4 Templates Templates used throughout the work shall be of steel. In cases where actual materials have been used as templates for drilling similar pieces, the Engineer-in-charge shall decide whether such materials are fit to be used as parts of the finished structure. 7. 27.1.5 Straightening All materials shall be straight and free from twists, and if necessary, before being worked, shall be straightened and/or flattened by pressure, unless required to be of curvilinear form. 7. 27.1.6 Clearance The clearance between fraying surface of bolted connections shall not be greater than 1mm at each end. If separation is between 1 to 3mm, the surface should be tapered to



eliminate the separation. Separation of 3mm or more shall be filled with filler plates / washers. Such situations may be avoided and if situations are more, the correction may be carried out by the contractor as per the direction of the Engineer-in -charge. 7. 27.1.7 Shearing, Cutting and Planning Cutting shall be done automatically. Cutting by shearing machine may be used for plates not exceeding 10 mm in thickness provided that the plate edges be fully enclosed in a weld. For Plates above 10mm, Oxygen cutting/flame cutting may be used provided a smooth and regular surface free from cracks and notches is secured. 1. Chipping of edges of plates, wherever necessary, shall be done without damaging the parent metal. Chipped edges shall be ground to a neat finish and sharp corners and hammered rough faces shall be rounded off. 2. The edges and ends of all cut/sheared plates shall be plained/ground. Edge preparation for welding may be done by machine controlled flame cutting, with edges free from burrs should be clean and straight. 3. The butting surfaces at all joints of girders shall be planed so as to butt in close contact throughout the finished joint. 7. 27.1.8 Assembly

1. All parts assembled for welding shall be in as close contact as practicable over the whole surface.

2. The component parts shall be so assembled that they are neither twisted nor otherwise damaged. Specified cambers, if any, shall be provided.

3. All parts of bolted and welded members shall be held firmly in position by means of jigs or clamps while bolting or welding. No drifting of holes shall be permitted, except to draw the parts together and no drift used shall be larger than the nominal diameter of the bolt. Drifting done during assembling shall not distort the metal or enlarge the holes.

4. Trial assemblies shall be carried out at the fabrication stage to ensure trial assemblies. accuracy of workmanship. These checks shall be witnessed by the Engineer-in-charge and such trial assemblies shall be at the cost of the Contractor. Nothing extra is to be paid for.

7. 27.1.9 Welding 7. 27.1.9.1 General The welding shall conform to code, IS:816 (1969) and IS:9595 (1980) and other applicable codes and standards, unless otherwise specified. As much work as possible shall be welded in shops and the layout and sequence of operations shall be so arranged as to eliminate distortion and shrinkage stresses. Submerged arc welding and Gas Metal



arc welding (MIG) shall only be done in the shop. No welding is permitted at site except tack welding for temporary structure. 7. 27.1.9.2 Electrodes/Wires / Flux All electrodes/ wires / flux shall be kept under dry conditions. Any electrode / wires /flux damaged by moisture shall not be used unless it is guaranteed by the manufacturer that, when it is properly dried, there will be no detrimental effect. Any electrode, which has part of its flux coating broken away or is otherwise damaged, shall be rejected. Any electrode /wires/ flux older than six (6) months from the date of manufacture shall not be used. Batch certificates for electrodes/ wires /flux shall be submitted by the Contractor. 7. 27.1.10 Preparation of Joints

1. The edges shall be prepared, with an automatically controlled flame cutting torch, correctly to the shape, size and dimensions of the groove, prescribed in the design and fabrication drawings. In case of U-groove joints, the edges shall be prepared with an automatic false cutting torch in two phases, following a bevel out with a gouging pass, or by machining.

2. The welding surfaces shall be smooth, uniform and free from fins, tears, notches or any other defects, which may adversely affect welding, and shall be free of loose scale, slag, rust, grease, paint, moisture or any other foreign material.

7. 27.1.11 Welding Procedure

1. All welding procedures shall be submitted to the Engineer-in-charge for approval, well before starting fabrication.

2. The welding procedures shall be arranged by the Contractor to suit the details of the joints, as indicated in the drawings, and the position at which welding has to be carried out. Welding procedure shall cover the following: a. Type and size of electrodes

b. Current and (for automatic submerged arc welding) arc voltage

c. Length of run per electrode; or (for automatic welding) speed of travel

d. Number and arrangement of runs in multi run welds

e. Position of welding

f. Preparation and set-up of parts

g. Welding sequence

h. Pre or post heating

i. Any other relevant information.

3. The welding procedures shall be so arranged that distortion and shrinkage

stresses are reduced to the minimum.



4. Any weld found defective shall be removed, by using either chipping hammer or gouging torch, in such a manner that parent material is not injured in any way.

5. Welding shall not be carried out when temperature is below 10 degrees Celsius or surface is wet or during periods of strong winds unless the work and the welder is adequately protected.

7. 27.1.12 Fusion Faces and Surrounding Surfaces

1. Fusion faces and the surrounding surfaces within 50mm of the welds shall be free from all mill scale and free from oil, paint or any substance which might affect the quality of the welds or impede the quality/progress of welding. These shall be free from irregularities, which would interfere with the deposition of the specified size of weld or be the cause of defects.

2. All mill scale within 50mm of welds shall be removed prior to welding, either by pickling followed by thorough power wire brushing, or by other approved methods.

3. If preparation or cutting of the fusion faces is necessary, the same shall be carried out by shearing, chipping, gas cutting or flame gouging.

4. Where hand gas cutting or hand gouging is employed, the blowpipe or gouging blowpipe shall be properly guided.

7. 27.1.13 Assembly for Welding Parts to be welded shall be properly assembled and held firmly in position by means of jigs and clamps prior to and during welding. 7. 27.1.14 Plate Construction Automatic submerged arc welding shall be employed for fabrication of all members. Metal inert gas welding (CO2) may be done for short length where access to the location of the weld does not permit submerged arc welding subject to approval of Engineer-in-charge. 7. 27.1.15 Accuracy of Fit-Up Parts to be fillet welded shall be brought into as close contact as practicable, and the gap due to faulty workmanship or incorrect fit-up shall not exceed 1.5mm. If greater separation occurs at any position, the size of fillet weld shall be increased at such positions by the amount of the gap. 7. 27.1.16 Jigs and Manipulators Jigs and manipulators shall be used, where practicable, and shall be designed to facilitate welding and to ensure that all welds are easily accessible to the operators. 7. 27.1.17 Ends of Butt Welded Joints



The ends of butt joints shall be welded so as to provide full throat thickness. This may be done by the use of extension pieces, cross-runs or other approved means. 7. 27.1.18 Weld Face and Reinforcement of Butt welds The weld face shall, at all places, be deposited projecting the surface of the parent metal. Where a flush surface is required, the surplus metal shall be dressed off. 7. 27.1.19 Testing of Butt Welds Butt-welded joints are to be 25% radio graphically tested by the Contractor at his own cost. If such tests indicate the joints to be defective, the cost of rectification of defective welds shall also be borne by the Contractor. The agency for testing of welds shall be specified for approval by engineer-in-charge. 7. 27.1.20 Minimum Leg Length & Throat Thickness in Fillet Welds The minimum leg length of a fillet weld as deposited shall be not less than the specified size as per codal provisions. In no case shall a concave weld be deposited, unless specifically permitted. Where permitted, the leg length shall be increased above that specified length, so that the resultant throat thickness is as great as would have been obtained by the deposition of a flat-faced weld of the specified leg length. 7. 27.1.21 Dislodging After making each run of welding, all slag shall be thoroughly removed and the surface cleaned. 7. 27.1.22 Quality of Welds The weld metal, as deposited (including tack welds), shall be free from-cracks, slag inclusions, porosity, cavities and other deposition faults. The weld metal shall be properly fused with the parent metal without under cutting or overlapping at the toes of the weld. The surface of the weld shall have a uniform consistent contour and regular appearance. 7. 27.1.23 Weather Conditions Welding shall not be done under weather conditions, which might adversely affect the efficiency of welding. 7. 27.1.24 Qualification and Testing of Welders The Contractor shall satisfy the Engineer-in-charge that the welders are suitable for the work for which they will be employed, and shall produce evidence to the effect that welders, have satisfactorily completed appropriate tests, as described in IS:817 Part I



(1992). The Engineer-in-charge may, at his own discretion, order periodic tests of the welders and/or of the welds produced by them. Such tests shall be at the expense of the Contractor. 7. 27.1.25 Supervision The Contractor shall employ competent welding supervisors to ensure that the standard of workmanship and the quality of the materials comply with the requirements laid down in this document. 7. 27.1.26 Machining of Butts and Bases Splices and butt joints of compression members, depending on contact for stress transmission, shall be accurately machined over the whole section. In column bases, the ends of shafts together with the attached gussets, angles, channels etc., after bolting and/or welding together as the case may be, shall be accurately machined so that the parts connected butt over the entire surface of contact. Care shall be taken that connecting angles or channels are fixed with such accuracy that they are not reduced in thickness by machining by more than 0.8mm. 7. 27.1.27 Requirement of Welded Joints Apart from the requirements of welding specified under the above sub clauses, sections above, the Contractor shall ensure the following requirements in the welded joints. i) Strength-quality with parent metal.

ii) Absence of defects

iii) Corrosion resistance of the weld shall not be less than that of parent material in an

aggressive environment.

7. 27.1.28 Studs Studs may be used at interface of in-situ deck slab and plate girder to transfer the longitudinal shear. The material used shall have characteristic yield strength of 385 MPa, minimum elongation of 18% and characteristic tensile strength of 495 Mpa. 7. 27.1.29 Welding of stud shear connectors The stud shear connectors shall be fusion welded to the plate girder using stud welding machine as per the manufacturer's instructions. No other type of welding shall be permitted. The stud and the surface to which studs are welded shall be free from scale, moisture, rust and other foreign material. The stud base shall not be painted, galvanised or cadmium plated prior to welding.



Welding shall not be carried out when temperature is below 10 degrees Celsius or surface is wet or during periods of strong winds unless the work and the welder is adequately protected. The welds shall be visually free from cracks and shall be capable of developing at least the nominal ultimate strength of studs. The procedural trial for welding the stud shall be carried out when specified by the Engineer-in-charge. 7. 27.1.30 Shop Assembly 1. The steelwork shall be temporarily shop assembled, as necessary, so that the accuracy of fit may be checked before dispatch. The parts shall be shop assembled with a sufficient number of parallel drifts to bring and keep the parts in place. 2. Since parts drilled or punched, with templates having steel bushes shall be similar and, as such, interchangeable, such steelwork may be shop erected in part only, as agreed by the Engineer-in-charge. 7. 27.1.31 Erection Marking 1. Each fabricated member, whether assembled prior to dispatch or not so assembled, shall bear an erection mark, which will help to identify the member and its position in respect of the whole structure, to facilitate re-erection at site. 2. These erection marks shall be suitably incorporated in the shop detail and erection drawings. 7. 27.1.32 FIELD INSPECTIONS Field inspections shall be done as per clause 1905.7 of MORTH Specification-2001.



CHAPTER 8

QUALITY SYSTEMS



CHAPTER –8

8. QUALITY SYSTEMS

8.1 QUALITY SYSTEM OF PROJECT

For the purpose of quality assurance, this project is to be treated as 'Extra High Assurance level/class' as per IRC:SP-47 & IRC:SP-57. In addition department/contractor shall get the quality assurance tests and if required, inspections done from independent/external agency/agencies. Immediately after the award of the work the successful tenderer shall submit his detailed Quality Assurance Plan(QAP) / Quality Assurance Manual(QAM) with detailed method statements/detailed Proforma commensurating with the specifications of the work, provisions of IRC:SP-47 & IRC:SP-57 and get it approved by the department within a month of award of the work. The quoted price of the tenderer shall include all these aspects of extra high level quality assurance system.”

8.2 QUALITY ASSURANCE MANUAL

The tables given in Annexure - QA shows the tentative Quality Assurance Plan for testing some typical materials to be used in this work. QAP is given in 4 columns indicating the name of the test, frequency of testing, check level, Referred codes. The levels shown under the check level are defined as below.

a. Level 1 indicates the Manufacturer’s Test Certificate (MTC) or the tests performed by the contractor at his own level before requesting the department for accepting the material for its approval .

b. Level 2 (2A or 2B) indicates the tests to be conducted in order to ensure the suitability of the material being used. Level 2 is classified in two categories i.e. Level 2A for the tests conducted at site laboratory and level 2B for the tests conducted outside the site laboratory as necessary facilities cannot be made available at site.

c. Level 3 indicates the testing of the sensitive material from an independent source equipped with proper controls like temperature, humidity etc. essential for the specific material testing and also equipped with well-qualified staff, from whom an expert opinion can be obtained.

Within the two months of start of work, the contractor shall establish a complete site testing laboratory and arrange all relevant Indian and International codes and standards. The contractor shall depute at least two full time qualified Engineers,



exclusively for supervising all the laboratory tests to the satisfaction of Engineer-in-charge. The quoted rates shall include cost of all test material and their tests to be conducted at field laboratory for the purpose of quality assurance. Similarly, for the tests to be carried out by the external laboratories, the contractor shall supply free of charge all the materials required for testing and the testing charges shall be borne by the contractor. Nothing shall be paid on this account. All the testing machines and equipment (including batching plant) shall be calibrated prior to first use and recalibrated periodically as determined by the Engineer-in-charge to detect errors. The calibration certificates/ charts (from an approved laboratory) shall be submitted to the Engineer-in-charge well in advance of execution of work. The moulds for cubes shall be checked at regular interval as decided by Engineer-in-Charge and made to conform to specifications contained in IS-516. The contractor or his authorised representative shall associate in collection, preparation forwarding and testing of such samples. In case he or his authorised representative is not present or does not associate himself, the Engineer-in-charge shall do the needful for getting the samples collected and tested, the results of such tests and consequences thereof shall be binding on the contractor. The contractor shall give not less than 7 days’ notice for all tests in order that the Engineer-in-charge may be present. Two copies of all test certificates shall be supplied by the contractor to the Engineer-in-charge for approval immediately after the completion of the tests. Test certificates shall invariably be supplied to the Engineer-in-charge well in advance before the materials or components are used in the works, unless the Engineer-in-charge directs otherwise. The Engineer-in-Charge shall be free to carry out such additional tests as may be decided by him at his sole discretion, from time to time, in addition to those specified in this document. The Contractor shall provide the samples and labour for collecting the samples. Nothing extra shall be payable to the Contractor for samples or for the collection of the samples. The results of such additional tests and third party inspection shall be binding on the contractor The test under Level 2 shall be conducted at the Site laboratory that shall be established by the Contractor or at any other Standard External Laboratory selected by the Engineer-in-Charge. The Contractor shall transport the samples to the laboratory for which nothing extra shall be payable. In the event of the Contractor failing to arrange transportation of the samples in proper time, the Engineer-in-Charge shall have them transported and recover two times the actual cost from the Contractor's bills. All sampling and testing shall be performed in the presence of Engineer-in-Charge or his authorised representative. Testing may be witnessed by the Contractor or his authorised representative if permitted by the Standard External Laboratory. Whether witnessed by the Contractor or not, the test results shall be binding on the Contractor.



The Engineer-in-Charge shall have the right at all times to inspect all operations including the sources of materials, procurement, layout and storage of materials, all equipment including the concrete batching and mixing equipment, and the quality control system. Such an inspection shall be arranged and the Engineer-in-Charge's approval obtained prior to starting of the particular item of work. This shall however, not relieve the Contractor of his responsibilities. All materials which do not conform to these specifications shall be rejected and shall be removed from the site immediately. The Engineer-in-Charge shall have the powers to cause the Contractors to purchase and use materials from any particular source, as may in the Engineer-in-Charge's opinion be necessary for the proper execution of work.

8.3 THIRD PARTY QUALITY CONTROL

In order to achieve a high standard of quality, it shall be required to go for Third Party Quality Control. For this purpose, a separate agency shall be appointed by the owner who will carry out independent testing of materials and checking and ensuring overall quality procedures. The contractor shall be required to fully cooperate with agency and facilitate them in taking samples, transportation and examination of various activities including documentation at no extra time and cost to the owner. In case of any adverse findings by the agency, the contractor shall do the needful rectifications at no extra time and cost to the owner. The Engineer-in-charge shall be at liberty for getting quality assurance work done through agencies like CRRI, IIT Roorkee, Delhi College of Engineering (DTU), IIT, Delhi, NCCBM Ballabhgarh, EIL, RITES etc. (any one agency as approved by Chief Engineer) at its own cost. The successful tenderer shall include the provisions mentioned in this chapter while framing the proposed methodology for tests.

8.4 FIELD LABORATORY

All the materials to be used in the work and tested in the laboratory shall comply with the requirements of relevant specification or particular specifications as applicable or such recognised specifications as acceptable to Engineer-in-Charge in terms of this tender.

The testing machines shall be recalibrated periodically as per QAP/QAM and

approved by Engineer-in-Charge. The calibration shall be got done from a authorized laboratory approved by Engineer-in-Charge. The site laboratory shall be equipped with the minimum of the items given in clause 121.3 of MORTH Specification(Fourth Revision) 2001 besides the following items:



LIST OF EQUIPMENTS FOR SITE LABORATORY

Particulars Item Quantity

(I) Aggregate testing

1. Set of coarse sieves 30 cm dia (GI Sheet frames) with aperture size (40 mm, 25 mm, 20 mm, 16 mm, 17.5 mm, 10 mm, 4.75 mm all with lid and pan).

a) Motorized sieves shaker for the above sieves. 2. Set of fine sieves 30 cm dia (GI Sheet

frames) with aperture size 94.75 mm, 2.36 mm, 1.18 mm, 600mic, 300 mic, 150 mic, 75 mic, all with lid and pan).

a) Motorized sieves shaker for the above sieves. 3. Flakiness & elongation Index Screen. 4. Los Angeles Abrasion Testing Machine. 5. Bulk Density and voids and Aggregates

Cylindrical Metal measures with capacity (3 ltr, 10 ltr, 15 ltr or 20 ltr).

6. Pycnometer 1000 ml capacity with brass. 7. Hot – Air Blower (Hair Dryer). 8. Aggregate Impact value apparatus with

automatic blow counter. 9. Hot – Plate 1000 to 2000 watts with regulator

cum switch. 10. Drying pans (Frying Pans). 11. China clay dishes with dia 10 cm & 15 cm. 12. Watch glasses for above 10 cm & 15 cm. 13. Sieve Brushes.

1 set 1 No. 1 set

1 No. 1 No. 1 No. 1 No./each

1 No. 1 No. 1 No. 1 No.

2 Nos. 2 Nos./each 2 Nos./each 2 Nos.

(II) Concrete Testing

1. Concrete cube moulds 15 x 15 x 15 cm. 2. Pruning Rods 2 kg weight length 40 cm and

ramming face 25 mm2. 3. Extra Bottom Plates for 15 cm cube mould. 4. Standard Vibration Table for cubes. 5. Compression Testing Machine (ASEW or

equivalent0 with Electricity cum manually operated tamping unit with pressure guage preferably 30 cm dia., 0.150 tonne in 1 tonne divisions. Sensitivity 0.5 tonne.

6. Slump Test Apparatus Complete. 7. Pocket Concrete Penetremeter 0 to 50 kg./ sqcm. 8. GI Tray approx 1 m x 1 m with sides 10 cm high

for hand mixing of concrete. 9. Concrete temperature measuring Thermometer.

60 Nos. 4 Nos. 6 Nos. 2 Nos. 1 No. 3 Nos. 1 No. 2 Nos. 2 Nos.

(III) Cement Testing 1. Mortar cube moulds 7.07 x 7.07x 7.07 cm. 2. Standard Sand Grade I, II & III.

10 Nos. 50 Kgs/each



3. Mortar cube vibrator. 4. Vicat needle Apparatus.

1 No. 1 No.

(IV) Weighing equipment

1. Physical balance capacity 200 gms. 2. Dial type spring balance having knob capacity 10

kg reading to ½ kg. 3. Counter scale capacity 1 kg & 10 kg. 4. Weighting platform capacity 100 kg. 5. Iron weights of 5 kg, 2 kg, 500 gm, 200 gm, 100

gm. 6. Brass weights of 50 gm, 20 gm, 10 gm, 5 gm, 2

gm, 1 gm.

1 No. 2 Nos. 1 No./each 1 No. 2 Nos./each 2 Nos./each

(V) Water Measuring Equipment

1. 5 ltr, 2 ltr, 1 ltr, ½ ltr. 2. Measuring cylinder capacity 10 ml, 500 ml, 250

ml, 100 ml. 3. Beakers with capacity 500 ml, 200 ml, 50 ml. 4. Wash bottles capacity 500 ml. 5. Thermometers 0-100 degree centigrade.

5 Nos./each 2 Nos./each 2 Nos./each 2 Nos./each 5 Nos./each

(VI) Laboratory Tools 1. Set of Box spanner ratchet. 2. Hammer 1 lb. 3. Rubber Hammer 4. Hacksaw with 6 blades. 5. Measuring tape 2 mtr. 6. Depth guage 20 cm. 7. Vernier Calliper. 8. Micrometer screw 25 mm guage.

2 Nos. 2 Nos. 2 Nos. 1 No. 2 Nos. 2 Nos. 2 Nos. 2 Nos.

Miscellaneous item 1. Showels & Spade. 2. Plastic or GI Buckets 15 ltr, 10 ltr & 5 ltr. 3. Wheel Barrow.

6 Nos./each 3 Nos./each 3 Nos.

The laboratory shall be equipped with the following equipment also:

a) Balances:- i) 7 kg 10 kg. capacity, semi self-indicating type-accurate to 10 gm. ii) 500 gm capacity, semi self indicating type-accurate to 1 gm. iii) Pan balance type 5 kg – accurate to 10 gm.

b) Oven:- Electrically operated, thermostatically controlled up to 110oC –sensitivity

1oC. c) Sieves: as per IS: 460 1) IS sieve – 450 mm internal dia of sizes 100 mm, 80 mm, 63 mm, 50 mm, 40 mm,

25 mm, 20 mm, 12.5 mm, 10 mm, 6.3 mm, 4.75 mm complete with lid and pan.



2) IS Sieves – 200 mm internal dia (bras frame) consisting of 2.36 mm, 1.18 mm, 500 microns, 425 microns, 300 microns, 212 microns, 150 microns, 90 microns, 75 microns with lid and pan.

d) Sieve shaker capable of 200 mm and 300 mm dia sieves, manually operated with

timing switch assembly. e) Equipment of slump test – slump cone, steel plate, temping rod, steel scale, scoop. f) Dial gauges 25 mm tr4avel – 0.01 mm / division least count – 2 nos. g) Graduated measuring cylinders 200 ml capacity – 3 nos. h) Enamel trays for efflorescence test for bricks:-

300 mm x 250 mm x 40 mm = 2 Nos. Circular plates of 250 mm dia. = 4 Nos.

i) Other instruments like steel tapes – 30 m, vernier calipers, a good quality plumb

bob, spirit level minimum 30 cm long with 3 bubbles for horizontal vertical, wire gauge (circular type) disc, foot rule, long nylon thread, magnifying glass, screw driver 30 cms long, ball pin hammer 100 gms, plastic bags for taking samples etc.

j) The equipment not relevant for this work may be exempted by Engineer-in-Charge on the written request of the agency.

k) Any other equipment specified by Engineer-in-Charge. 8.5 OTHER APPROVED LABORATORIES

The tests which cannot be carried out in the field laboratory shall be conducted from

the laboratories listed in IRC:SP:94:2011, as approved by the Engineer-in-Charge. The contractor or his authorised representative shall associate in collection,

preparation, forwarding and testing of such samples. The cost of such samples shall be borne by the contractor.

The representatives of PWD Lab shall be at liberty to inspect the testing facilities at

site and conduct testing at random in consultation with Engineer-in-Charge. The contractor shall provide all necessary facilities for the purpose.

It is also a term of the agreement that out of tests which can be carried out in field laboratory, minimum 10% of important tests e.g. concrete cube tests, test for cement etc., or the tests as directed by Engineer-in-Charge, shall be got done through agencies/labs as mentioned under clause 8.5 above. For the all tests, the contractor shall supply free of charge all the materials required for testing and the testing charges shall be borne by the contractor. No extra claims whatsoever on this account shall be admissible.



8.6 UNSUITABLE MATERIALS

If at any stage of execution of work, Engineer-in-Charge finds that the particular materials are not suitable to be used in any component of the work, the Engineer-in-Charge may order retesting of the material from any approved laboratory. The rejected material either after the initial test or after re-testing, as the case may be, shall be immediately removed from the site of work by the contractor at his own cost. In case of default on the part of the contractor in removing rejected materials and any work executed with such unaccepted materials, the Engineer-in-Charge shall be at liberty to have them removed and/or dismantled by other means at the risk and cost of the contractor. In case of retesting of any material, the cost of sample, its conveyance, its testing charges etc. shall be borne by the contractor. No claim whatsoever shall be entertained on the account whether the re-test result confirm the material to be acceptable or to be rejected.



ANNEXURE-QA TESTING OF MATERIALS

A. CONCRETE WORKS

1. COARSE AGGREGATES

Test Frequency Laboratories Ref. Codes

1. Particle Size and Shape

a) Sieve Analysis

b) Flakiness Index &

Elongation Index

1. At the beginning for approval of each source and change of source

2. Sieve analysis once in day, Flakiness index and Elongation index once in a week

1

2A

IS: 383-1970

IS: 2386 (Part I)-1963

2. Deleterious Materials


2. Once in a month

1

2B

IS: 383-1970

IS: 2386 (Part II)-1963

3. Specified Gravity & Density


2. Once in a month

1

2A

IS: 383-1970

IS: 2386 (Part III)-1963



4. Mechanical Properties

a) Aggregate Crushing Value

b) Impact Value

c)10 percent Fines

d) Abrasion Value


2. Once in a week

1

2A/2B

IS: 383-1970

IS: 2386 (Part IV)-1963

5. Soundness 1. At the beginning for approval of each source and change of source

2.Once in a 3 months

1

2B

IS: 383-1970

IS: 2386 (Part V)-1963

6. Surface Moisture Content


2. At every change of mix design

3.Every time making the concrete

1

1/2A

2A

IS: 383-1970

IS: 2386 (Part III)-1963

7. Alkali Reactivity

1. At the beginning for approval of each source and change of source.

2. Once in 3 months

1

2B

IS: 383-1970

IS: 2386 (Part VII)-1963

8. Petro-graphic Examination

a)Trade Group

b) Petrological name & Description

c) Description of Bulk

d) Particle shape

e) Surface texture

1. At the beginning for approval of each source and change of source.

2. Once in 6 months

1

2B

IS: 383-1970

IS: 2386 (Part VII)-1963



2. FINE AGGREGATES

Test Frequency Laboratories Ref Codes

1. Particle Sizes

1. At the beginning

for approval of

each source and

change of source

2. Once in 15 days

1

2A

IS: 383-1970

IS: 2386 (Part I)-

1963

2. Deleterious Materials 1. At the beginning

for approval of

each source and

change of source

2. Once in a month

1

2B

IS: 383-1970

IS: 2386 (Part II)-

1963

3. Silt Content

1. At the beginning

for approval of

each source and

change of source

2. Once Daily

1

2A

IS: 383-1970

IS: 2386 (Part III-

1963

4. Specific Gravity & Density 1. At the beginning

for approval of

each source and

change of source.

2. Once in 3 months

1

2A

IS: 383-1970

IS: 2386 (Part III)-

1963

5. Water absorption 1. At the beginning

for approval of

each source and

change of source.

1 IS: 383-1970

IS: 2386 (Part V)-

1963

6. Moisture Content 1. Daily at regular

interval

2A

7. Soundness 1. At the beginning

for approval of

each source and

change of source

2. Once in 3 months

1

2B



3. WATER


Chemical Analysis

a) pH value

b) Chlorides (as Cl)

c) Sulphates (as SO3)

d) Neutralization with

NaOH (with

phenolphthalein as

indicator)

e) Neutralization with

H2SO4 (with mixed

indicator)

1. Once at

beginning for

approval of each

source and

change of source

2. Once in 3

months

3. Chemical test

Daily in the site

laboratory with

testing kits.

1

2B

2A

IS: 456:2000

IS:3025(Part24)

IS:3025(Part32)

IS:3025(Part22)

IS:3025(Part 23)

Physical Analysis

a) Suspended matter

b) Organic matter

c) Inorganic matter

1. Once at

beginning for

approval of each

source and change

of source

2. Once in 3

months

1

2B

IS:3025(Part 17)

IS:3025(Part 18)

IS:3025(Part 18)



4. CEMENT

ORDINARY PORTLAND CEMENT (43/53 GRADE)


1. Chemical Tests

Total Chloride content

Ratio of Alumina to that

of Iron Oxide

Magnesia % by mass

Total sulphate content

Loss on Ignition

Insoluble Residue

Lime saturation factor.

1. At the

beginning for

approval of

each source

and change

of source

2. Once for

every lot

3. Once in 3

months

1

2A/2B

3

IS:12269 –

1987 (for 53

Grade) & IS:

8112- 1989 (for

43 Grade)

2. Physical tests a) Setting Time

Initial

Final

b) Soundness

c) Compressive Strength

i) At 3 days

ii) At 7 days

iii) At 28 days

d) Fineness

1. At the

beginning for

approval of

each source

and change

of source

2. Once for

every lot

3.Once in 3

months

1

2A/2B

3



(b) PORTLAND SLAG CEMENT

Test Frequency Laboratorie

s

Ref Codes

Chemical Tests a) Magnesium oxide

(MgO)

b) Sulphur Trioxide

(SO3)

c) Sulphide Sulphur(S)

d) Loss on Ignition

e) Insoluble Residue

f) Chloride Content

1. At the beginning

for approval of

each source and

change of

source

2. Once for every

lot

3. Once in 3

months

1

2B/2A

3

IS:455-1989

IS:4032:1985

Physical Tests a) Fineness (Blain’s Air

permeability method)

b) Soundness

c) Setting time

Initial

Final

d) Compressive

Strength

72 1h

168 2h

672 4h

1. At the beginning

for approval of

each source and

change of

source

2. Once for every

lot

3. Once in 2

months

1

2A/2B

3

IS : 4031

(Part 2) : 1988

IS : 4031 (Part

3) : 1988

IS : 4031

(Part5) : 1988

IS : 4031 (Part

6) : 1988



5. PLASTICISER (NORMAL AND RETARDING TYPE SUPERPLASTICISER)


s

Ref

Codes

1. Water content, % of control

sample

2. Slump

3. Time of Setting, allowable

deviation from control sample

Initial and Final

4. Compressive strength, %

of Control sample

1 day, 3 days, 7 days, 28

days, 6 months, 1year

5. Flexural Strength, % of

control sample

3days, 7 days, 28 days

6. Length change, % increase

Over control sample

28 days, 6 months, 1 year

7. Bleeding, % increase over

control sample.

8. Loss of workability

9. Air content (%) over

Control specimen

10. Uniformity Tests

Dry Material Content

Ash content

Relative Density

Chlorides ion content

pH

1. At the beginning

for approval of

each source and

change of source

(for test at

S.No.1 to 10)

2. One for every lot

3. Once in 3 months

1 / 3

2B

3

IS:9103-

1999



B. ROAD WORK

1. AGGREGATES FOR ROAD WORK (NON BITUMINOUS SUB BASE AND BASE)

GRANULAR SUB BASE (GSB)


1. Gradation 1. At the beginning for approval of each source and change of source

2. One test per 200 m3

1

2A

MoRT&H

Specifications

for Road &

Bridge Works

2. Deleterious Materials


2. Once in 3 months

1

2B

IS: 383-1970

IS: 2386 (Part

II)-1963

3. Water absorption


2. Once in a month

1

2A

IS: 383-1970

IS: 2386 (Part

III)-1963

4. 10 % Fines


2. Once in 3 month

1

2B

BS : 812 (Part

111)

5. Soundness (Test is required if water absorption is greater than 2 %)


2. Once in 3 month

1

2B

IS: 383-1970

IS: 2386 (Part

V)-1963

6. Atterberg Limits for material passing 425 sieve 1. At the beginning for approval of each source and change of source

2. Once per 200 m3

1

2A/2B

IS : 2720 (Part

5)



2. WET MIX MACADAM (WMM)


1) Sieve Analysis


2. Once per 100 m3 of aggregate

1

2A

IS: 383-1970

IS: 2386 (Part I)-1963

2) Deleterious Materials


2. Once in a month

1

2B

IS: 383-1970

IS: 2386 (Part II)-1963

3) Water absorption


2. Once in a month

1

2A

IS: 383-1970

IS: 2386 (Part III)-1963

4) Mechanical Properties

a) Aggregate Crushing Value

b) Impact Value

c) Los Angeles Abrasion Value

d) Combined Flakiness and Elongation Value



1

2A/2B

IS: 383-1970

IS: 2386 (Part IV)-1963

5) Soundness (Test to be conducted if water absorption is more than 2 %)


2. Once a month, if required

1

2B

IS: 383-1970

IS: 2386 (Part V)-1963

6) Plasticity Index of Materials finer

than 425 sieve

1. At the beginning for approval of

each source and change of

source

2. Once per 100 m3 of aggregates

1

2A/2B

IS :2720 (Part

5) & MORTH

7) Density of Compacted layer

One test per 500 m2 2A/2B



3. AGGREGATES FOR ROAD WORK (BITUMINOUS BASE AND SURFACE COURSES) : Bituminous Macadam (BM), Dense Bituminous Macadam (DBM) and Bituminous Concrete (BC)


1. Sieve Analysis



1 2A

IS: 383-1970 IS: 2386 (Part I)-1963

2. Deleterious Materials 1. At the beginning for approval of each source and change of source

2. Once in a month

1

2B

IS: 383-1970 IS: 2386 (Part II)-1963

3. Water absorption 1. At the beginning for approval of each source and change of source

2. Once in a month

1 2A

IS: 383-1970 IS: 2386 (Part III)-1963

4. Mechanical Properties a) Impact Value b) Los Angeles

Abrasion Value c) Combined Flakiness

and Elongation Value



1 2A/2B

IS: 383-1970 IS: 2386 (Part IV)-1963

5. Soundness (Test to be conducted if water absorption is > 2 %)


2. Once a month, if required

1 2B

IS :2720 (Part 5)

6) Stripping Test Bitumen Aggregate Mixtures 1. At the beginning for approval of each source and change of source

2. Once a month

1 2B

IS : 6241

7) Retained Tensile Strength (Test to be conducted if retained coating is < 95 %) 1. At the beginning for approval of each source and change of source

2. Once a month

1 2B



4. MASTIC ASPHALT INDUSTRIAL BITUMEN (FOR MASTIC ASPHALT)

Test Frequency Check Level Ref. Codes

1) Specific Gravity at 270C

2) Flash Point, 0 C 3) Softening point 0 C 4) Penetration at 25°C,

100g , 5 sec., 1/10mm 5) Ductility at 27°C 6) Loss on heating 7) Matter soluble in tri-

chloroethylene,

1. At the

beginning for approval of each source and change of source

2. For every Lot

1

2A/2B

IS:702 IS:1202 IS:1209 IS:1205 IS:1203

IS:1208 IS:1212 IS:1216

5. LIME


1. CaCO3 content 2. Sieve Analysis

1. At the beginning

for approval of

each source and

change of source

2. One Test for

every 5MT of

lime

consumption.

1

2B

IS: 1195-1978



6. Earth


s

Ref Codes

Atterberg Limits a) Liquid limit

b) Plasticity Index

Clay & Sand Content Deleterious Content Test Classification of Soil CBR OMC and Maximum Dry Density Density Grading Moisture Content

1. Once for each

kind of soil.

2. Once at

beginning of

supply

3. 2 tests per

3000m3.

(For density refer

clause 2.7.6 of

Particular

Specifications)

1. Once every 250

m3

1

1

2A/2B

2A

IS: 2720 Part 5

IS: 2720 Part 4

IS: 2720 Part 27

IS:1498

IS: 2720 Part 16

IS: 2720 Part 8

IS: 2720 Part 8

IS: 2720 Part 4

IS: 2720 Part 2



7. REINFORCING BARS (TMT)


1. Chemical Tests

a) Carbon

b) Sulphur

c) Phosphorus

d) Sulphur +

Phosphorus

2. Physical Test a) Ultimate Tensile

Strength.

b) 0.2% Proof stress

c) Percentage Elongation

d) Bend and Rebend Test

e) Mass per meter run

(Kg)

1. At the beginning

for approval of

each source and

change of

source

2. Once for every

lot*

3. Once in 3

months

1. At the beginning

for approval of

each source and

change of source

2. Once for every

lot**

3. Once in 3

months

1

2B

3

1

2B

3

IS: 1786-

1985

The lot shall be defined as under from each source for each dia.

* a) for consignment below 100 MT.

i) Under 10 mm – One sample for each 25 MT or part thereof.

ii) 10 mm to 16 mm dia. – One sample for each 35 MT or part thereof.

iii) Over 16mm dia. – One sample for each 45MT or part thereof.

** a) For consignment above 100 MT.

i) Under 10 mm – One sample for each 40 MT or part thereof.

ii) 10 mm to 16 mm dia. – One sample for each 45 MT or part thereof.

iii) Over 16 mm dia. – One sample for each 50 MT or part thereof.



8. MILD STEEL AND STRUCTURAL STEEL


s

Ref Codes

Chemical Composition

Physical Test

Tensile Test Bend Test

Impact Test

Y- Groove crackability

test

1. At the

beginning for

approval of

each source

and change of

source

2. Once in a

project for

every source

1

3

IS:2062-1999

9. GALVANISING

Test Frequency Laboratories Ref. code

1. Mass of Zinc Coating 2. Visual Test 3. Free Bore Test 4. Uniformity of

Galvanized Coating

5. Adhesion Test

One Test per lot

One Test per lot

One Test per lot

One Test per lot

One Test per lot

3

3

3

3

3

IS:6745-1972

IS:2629-1985

IS:2633-1986

IS:4736-1986

IS:2629-1985



10. NON SHRINK GROUT


s

Ref Codes

1. Compressive Strength (50 mm cubes) 2. Compressive Strength with addition of aggregates. 3. Flexural Strength 4. Time for expansion (after mixing)

a) Start

b) Finish

5) Pull out Bond Strength 6) Time for expansion 7) Fresh wet Density 8) Young’s Modulus 9) Dynamic Load resistance 10) Coefficient of thermal Expansion 11) Unrestrained Expansion 12) Pressure to restrain Plastic Expansion 13) Flow Characteristics

Grout Consistency

1. At the

beginning for

approval of

each source

and change of

source

1

ASTM C109-99

ASTM 469-94

BS 4551, 1998



11. WATER PROOFING COMPOUND


s

Ref Codes

1. Permeability 2. Setting Time. 3. Compressive Strength 4. Chloride Content 5. Sulphate Content

1. At the

beginning for

approval of

each source

and change of

source

2. Once in a

project for

every source

1

2B

IS:2645-1975

12 ASSEMBLED ACCESSORIES

A. STAINLESS STEEL

Test Frequency Check

Level

Ref. Codes

Chemical Tests. Carbon Silicon Manganese Nickel Chromium Molybdenum Sulphur Phosphorus

Mechanical Tests Tensile Test Yield Strength Hardness Test Elongation


2. Once in a project for every source

1 3

IS-6911:1992 IS:1663:1972 IS:1608:1972 IS:1500:1983 IS:1501:1984 IS:1586:1988



B. CHLOROPRENE ELASTOMER


Level

Ref. Codes

Hardness Minimum Tensile Strengths Minimum Elongation at Break Maximum Compression Set Strengths Accelerated Ageing

a) Maximum Change in

Hardness

b) Maximum Change in

Tensile strength

c) Maximum change in

elongation

Shear Modulus Ash Content

As per the

requirement of the

respective item

3 MoRT&H

Specification

for Road &

Bridge works

(fourth revision)

C. POLY TETRA FLOURO ETHYLENE (PTFE)


Level

Ref. Codes

Form

Density at 23 2 0C Tensile Strength at break Elongation at Break Resistance to heat Dimensional stability

As per the

requirement of the

respective item

3

BS:3784

BS:6564

Part 2 - 1991



D. CAST STEEL (FOR BEARING GRADE 280-250W)

Test Frequency Check Level Ref. Codes

1. Chemical Test

2. Physical Tests

a) Ultrasonic

Tests

b) Magnetic

Particle

Examination

c) Liquid

Penetration

Examination

d) Radiographic

Examination

1. Once in the

beginning for

source

2. During execution

depending upon

the nature of use

3. Once in a project

for every source

1

3

3

IS:1030-1989



E. TESTS ON NEOPRENE SEAL (FOR STRIP SEAL EXPANSION JOINTS)


Level

Ref. Codes

1) Hardness 2) Tensile Strengths 3) Elongation at Break 4) Tar Propagation Strength

a) Longitudinal

b) Transverse

5) Shock Elasticity 6) Abrasion 7) Residual Compressive

strain (22h/70 C /30 % strain) 8) Ageing in hot air

Maximum Change in

Hardness, in Tensile

strength, in elongation

9) Ageing in Ozone (24h/50

pphm/ 25C/ 20 % strain) 10) Swelling behaviour in oil

Volume Change

Change in Hardness

ASTM oil No. 3 Volume Change

Change in Hardness

Cold Hardening Point

1. At the beginning

for approval of

each source and

change of

source

2. Once for every

Lot

1

3

MoRT&H

Specification for

Road and Bridge

works (fourth

revision)



F. POT-PTFE BEARINGS


Level

Ref. Codes

Dimensional Tolerance

Plan dimensions

Overall Height

Height of any steel

component

Machined/ Unmachined

Height of Elastomer

Stainless steel sliding surface

a) Flatness

b) Surface finish

Load Test Friction Test Ultrasonic Test Dye Penetration Test Raw Material Testing

All bearing to be

tested for overall

dimension

All bearing to be

tested for overall

dimension

All bearing

Two bearings per

lot

All castings

All welding

All raw material

3

3

3

3

3

3

MoRT&H

Specification

for Road and

Bridge works

(fourth revision)

IRC: 83 Part-I



G.. STRIP SEAL EXPANSION JOINTS


Level

Ref. Codes

Tests on Neoprene seal Test on Edge Beams

Fatigue Strength

Test on Anchorage system

Dynamic Loading

characteristics

Water Tightness test Satisfactory Past Performance

1. Once for all

joints

2. Once for each

lot

3

2B

MoRT&H

Specification for

Road and

Bridge works

(fourth revision)

13. THERMOPLASTIC PAINTS

Test Frequency Laboratories

Ref. Code

1. Binder content 2. Glass Beads 3. Titanium Dioxide content 4. Calcium Carbonate & Inert fillers. 5. Yellow Pigments 6. Luminance (Daylight) 7. Drying Time 8. Skid Resistance 9. Cracking Resistance at low temperature 10. Softening Point 11. Flow resistance 12. Yellowness Index

1. At the

beginning for approval of each source and change of source

2. Once in a project for every lot

1

2B

MORTH specifications



14. BENTONITE

Test Frequency Laboratories

Ref Codes

1. Density 2. Marsh Cone Viscosity 3. pH value 4. Silt content 5. Liquid limit

1. At the beginning

for approval of each source and change of source

2. Once for every day of Piling

1

2A

MORTH

Specifications for Road &

Bridge works

15. H. T. STRANDS (UNCOATED STRESS RELIEVED LOW RELAXATION SEVEN

PLY STRAND)

Test Frequency Check Level

Ref. Codes

1) Chemical Test (i) Sulphur

(ii) Phosphorus

2) DimensionTolerance & Mass

(i) Tolerance in Diameter (ii) Nominal area (iii) Nominal Mass of

strands (iv) Difference in dia of

central course and surrounding wires

(v) Length of lay

3) Physical Properties (i) Breaking Strength of

strands (ii) 0.2% Poof load (iii) Elongation (iv) Modulus of Elasticity

4) Relaxation Properties (i) 100 hours (ii) 1000 hours

1. At the beginning

for approval of each source and change of source

2. Once for every lot (Except for Relaxation Test)

1

3

IS:228 (Part-3) -1987 IS:228 (Part-9) – 1989 IS:14268 - 1995



16. HDPE SHEATHING DUCTS

Test Frequency Check Level

Ref. Codes

1) Bond Test

2) Compression

Test

1. At the beginning for

approval of each source and change of source

2. Once for every lot

1

2A/2B

IRC-18-2000 (Appendix – 1 B)



CHAPTER 9

SPECIAL CONDITIONS & SPECIFICATIONS FOR ELECTRICAL WORKS



CHAPTER – 9

9. SPECIAL CONDITIONS & SPECIFICATIONS FOR ELECTRICAL

WORKS

9.1 GENERAL :

9.1.1 The work shall be carried out as per CPWD General Specification for electrical

work (Part-I)- internal -2005, (Part-II)-External-1994 with upto date amendments, and CPWD Specifications Civil 2009 (Vol.-I & II) amended upto the last date of issue of tender and in accordance with any, modification indication here under and in the schedule of quantity.

9.1.2 All materials brought by the contractor for use on work shall have to be good

quality. The same has to be got approved from the Engineer-in-Charge before using the same on work. No claim for defective material brought by the contractor and not approved by the Engineer-in- Charge shall be entertained.

9.1.3 All T & P required for the execution of work, handling of materials and testing of installation shall be arranged by the contractor at his own cost and nothing extra shall be paid on this account.

9.1.4 The contractor has to carry out all electrical works in a fixed time frame in close coordination with civil contractor. It will be the responsibility of the contractor to carry out the work with in target period utilizing all possible resources.

9.1.5 Contractor shall make his own arrangement for watch & ward and safety of his men and materials and nothing extra shall be paid by the department on this account. Contractor shall also be responsible for the safe custody of materials issued to him by the department till such time the work is completed. Nothing extra shall be paid on this account.

9.1.6 The contractor and his men shall have to abide by the traffic rules of Delhi Traffic Police.

9.1.7 The work is to be carried out in close co-ordination with the progress of civil works. No claim of idle labour or any other claims on this account shall be entertained by the department.

9.1.8 Empty wooden cable drum and assorted packing boxes of fittings etc shall be the property of contractor after completion of work and such property shall be removed by the contractor within two weeks of the physical completion of works under intimation to Engineer-in-Charge.



9.1.9 Size of angle iron/flat iron/GI pipe (Medium class)/RCC/PVC/HDPE pipe wherever, mentioned are nominal size.

9.1.10 Water and electricity required for execution of work and labour etc including temporary accommodation for them will be arranged by the contractor himself at his own cost and nothing extra shall be paid on this account.

9.1.11 The contractor will have to provide proper alignment of pole and focus the lighting luminaries on the pole for which nothing extra will be paid.

9.1.12 The contractor will be required to clear shrub etc falling on the cable route for which no extra payment will be made.

9.1.13 All the associated works considered necessary for completion of whole work including any preliminary work are deemed to be included with in the scope of the tender.

9.1.14 The contractor shall have to get the feeder pillars/control panel from the vender having type test certificate from CPRI for 31 MVA, short circuit rating upto 400 Amps. for cubical panels. The copy of the type test certificate shall also have to be produced failing which feeder pillars shall not be accepted. The shop drawings for feeder pillar shall be submitted by contractor for approval by Engineer-in-Charge.

9.1.15 The pole foundation will be casted strictly as per drawing supplied by the department or as per pole manufacture’s foundation design.

9.1.16 The firm shall have to provide GI foundation bolts with nuts & washers and GI arm bracket manufactured from the pole manufacturing company only.

9.2 COMMON TECHNICAL SPECIFICATIONS 9.2.1 Technical Bid During the Technical Bid, Prime Bidder will submit

a) Computer Aided Lighting Design Calculations and all data as specified in the details technical specification.

b) After lighting calculations are approved, all technical details and samples of

luminaries shall be submitted.

Note:- All items should be supported by the type test reports from the Govt. lab/accredited lab by NABL as per applicable IS/ international standards.



9.2.2 Detailed Quality Assurance Plan:

Manufacturer shall submit the Quality Assurance offered plan along with the technical bid of all major equipment such as Poles, light fittings, lamps, LT Cables etc.

9.2.2.1 Lighting & Light Fitting

Pre inspection of equipment shall be done as per the approved QA plan given by

the bidder. For lamps, Type test certificates need to be submitted by the bidder.

Post Installation, field measurement will be carried our by the contractor in

presence of representatives of Engineer-in- Charge.

9.3 Lighting Lux Level

The average lighting level shall be calculated as per clause 7.13, 7.14, 7.15 of CIE Technical report for Road Lighting calculations. No CIE- 140-2000

Voltage during measurement should be maintained at 230V +/-5% and frequency 50Hz- 2.5% and +1%

Luxmeters, to be used for testing would also be calibrated from standard laboratories, and calibration certificates produced to the Engineer-in-Charge. Prefered brand are LMT, Minolta.

For Delhi, lighting measurements shall be done during April to September.

9.3.1 Design Basis Bidder shall submit computer aided lighting design calculations to substantiate lighting results

A Overall Maintenance factor of 0.75 to take into account Pollution Level. Line Voltage Drop of 2.5% Product Tolerance etc.

Lumen output for basis of calculation should be the lumen at 230V to take into account available supply voltage during peak evening hours, which is 85% of the declared lumen output by manufactures at nominal voltage.

9.3.2 Design Configuration for Main Traffic Roads

Following Design configurations will be the basis of detailed designing to be followed by all bidders. This is only a general guidelines. Detailed designing for individual sections will be done by concerned agencies depending on site situations. However, pole heights, brackets, tilt angles will be strictly adhered to, so that the overall harmony is maintained in the city. Lighting levels and other technical parameters need to be complied to.



9.4 Technical Specification of Products & Standardisation of Lighting Equipment

Indian Standards specifications shall be followed unless until it is specifically mentioned otherwise. Daytime appearance of any City is as important as its night time appearance. To create a visual hierarchy, certain standardisation is required for Poles, Bracket Design, and type of lamps and Luminaries. This is a basic foundation of Integrated City Lighting Master Plan.

9.4.1 Luminaries

The bidder shall supply the lamps, luminaries & control gear with which type test report has been furnished. All the equipments suppliers and erectors should have ISO 14001 certification in the filed of manufacturing of lighting equipments. In house testing & measurement facility for calibrated system for measuring lumen output of light sources, light distribution and environment protection of luminaries and other tests as specifies by IS. Type test certification from National physical laboratories, Central Research Institute, National test house shall only be acceptable. Following data will need to be submitted before finalization of luminaries supplier Technical Catalogue of Products Lumen Depreciation Curves of Lamps and Lumen-Voltage Curve. Polar Diagram of Luminaries Printout of Computer aided calculations for all parameters. Lamp Lumen Maintenance, Survival Curves and Lumen- Voltage curves for

lamps. Manufactures Type Test Certificates of Lamps, Luminaries and Gears from

Govt. Accredited Test Laboratories/ R&D Labs to be provided. Test certificate for compliance of IP 66 shall be carried out at any of the

laboratories (NTH, CPRI, NPL- New Delhi) and test certificates submitted. However, all luminaries shall be pre inspected as per IS 10322 (incl IP test) by 3rd party agencies at manufacturers premises before despatch.

9.4.2 Ballasts & Igniters

All Accessories as per IS standards Power Delivery to Lamp> 95% PF >0.85 for HID luminaries Should be Vacuum impregnated open construction ballast Low loss with maximum watt loss not more than 44 for 400W lamp State of art winding techniques shall be followed to minimize the eddy currents and

iron losses. Maximum temperature rise of 75 deg C Maximum winding temperature 130deg C State of art Ignitors to safeguard lamp operations.



9.4.3 Lamps A. High Pressure Sodium Vapour Lamps 400W

Luminous efficacy of at least 110-130 lumens/Watt within built integrated antenna Robust internal construction with excellent reliability through life, fast re-ignition

time less than 180 seconds High lumen maintenance of 95% at the end of 15000 hrs. Life at 50% mortality > 30000 burning hours

9.5 Prior approval of drawing & inspection of feeder pillar:-

9.5.1 Drawing of the feeder pillars shall be submitted through a technically competent

and authorized person within 15th day. 9.5.2 Drawing shall be approved by the department and communicated within 7 days of

receipt of drawing (by Fax etc.) & will be handed over to the site representative. 9.5.3 The sample shall be offered for inspection within 15 days of date of approval of

drawing. 9.5.4 Inspection of the sample shall be carried out by the department at manufacturer

premises and arrangement of inspection will be done by the contractor. 9.5.5 The fabrication and delivery at site of feeder pillars shall be completed within 3

weeks of inspection of the same. The fabrication of the feeder pillar shall be done as per the approved drawing and change, modification, rectification suggested as per inspection observations.

9.5.6 All items to be manufactured as per approved drawing and inspection observations. Non-compliance shall be lead to summary rejection of such item and action shall be taken under relevant terms and conditions of agreement.

9.5.7 No further inspection shall be done by the department However if final inspection is desired by the contractor before despatch, charges have to be born by the contractor as demanded by the department ( on basis of actual as per TA & DA rules of the department).

9.6 Specification of road light fixtures: The street light luminaries will be supplied

with IP-66 protection and conforming to IS: 10322 Part-5 section-3 with following technical specification:

(a) Housing : High pressure die cast aluminum body/ or with nyorill plastic,

powder coated.

(b) Reflector: Deep drawn high grade aluminum. Electro chemically brightened and anodized.

(c) Glass: Toughened heat resistant glass sealed with silicon gasket. (d) Lamp holder: E-40 adjustable for various optics

(e) Control gear: Integral with electromagnetic copper wound ballast, ignitor & capacitor wired with heat resistant wire.



(f) This road shall be considered as Group A-1. Before procurement of luminaries, the successful contractor shall submit computer calculation for various parameter as per requirement of IS-1944 Part-I & Part-II for suitability of the luminaries for the specific requirements. After receipt of the details, the department shall permit the procurement. 9.7 List of approved make of electrical items is given in Annexure-J.



CHAPTER 10

EXTERNAL ILLUMINATION



CHAPTER – 10

10. EXTERNAL ILLUMINATION

10.1 SCOPE

- The scope covers design, fabrication, transport to site, erection, testing and commissioning of external lighting G. I. poles, luminaries, laying & termination of cables and earth wire through out the route as per the drawings and complying to the requirements of national Electrical Code & relevant I S Codes and CPWD specifications amended up to date.

- Street light poles shall be erected on Concrete foundation prepared for the type of pole to be used. Cable lead-in and lead-out HDPE pipe of minimum 70 mm diameter shall be provided in the civil foundation for the poles.

- Hume pipes / G I Pipes shall be provided buried in ground below the road for laying the cables across the road.

- Cable markers and route markers shall be provided for the entire route length of cables.

- Power distribution system shall be installed as per BOQ and related drawings following good engineering practice.

10.2 STEEL LIGHT POLES (STEEL POLYGONAL POLE).

10.2.1 DESIGN REQUIREMENT

- Steel polygonal poles shall conform to the latest edition of I S 2713.

- The poles shall be designed using ‘limit state principle’ to be considered as:

(i) Ultimate and

(ii) Serviceability based on a design wind speed of 180 Km/Hr with a return period of 25 years.

- The Poles, Foundation Bolts and luminaire mounting brackets shall be sourced from one manufacturer to ensure compatibility and overall finish of the material.

10.2.2 CONSTRUCTION

- The pole shaft shall have octagonal cross section and shall be continuously tapered with single longitudinal welding done by Submerged Arc Welding (SAW) process. There shall not be any welding along the circumference. Pole shafts with more than one longitudinal weld shall not be acceptable.

- Bending of the sheet into polygonal shape/ circular shape shall be done

through a CNC controlled, Laser aligned single blade bending process.



- Pole shall be straight, smooth and octagonal. Material of the pole shall show minimum tensile strength of (45 k ft / mm2) when tested in accordance with I S: 1894, 19882: method of tensile testing of tube.

- Height of the pole shall be measured with luminaire mounting bracket as the vertical distance between the base flange plate and the plane in which the lamps lie in their operating position & shall be as specified in data sheet / BOQ.

- The poles shall be hot dip galvanized as per IS:2629/IS 2633/ IS 4759 standards with average coating thickness of 65 micron. The galvanizing shall be done in single dipping. No painting, touch-up or rectification shall be allowed post galvanizing. The galvanizing unit shall have ISO 14001 certification for environmental management system.

- All octagonal pole shafts shall be provided with the rigid base flange plate of appropriate size with provision for fixing 4 foundation bolts. This base plate shall be fillet welded to the pole shaft at two locations, i.e. from inside and outside. The welding shall be done as per qualified MMAW process approved by Third Party Inspection agency.

- Material for construction:

- Octagonal Pole Shaft : Steel conforming to Grade S355JO as per BSEN 10025 or equivalent .

- Base Flange Plate : Steel conforming to Grade S235JO as per BSEN 10025 or equivalent.

- Foundation Bolts : 8.8 Grade as per IS 1367.

- The octagonal Poles shall have a cut out with a sliding door of minimum size of 500 mm x 150 mm at an elevation of 2500 mm from the base flange plate. The door shall be vandal resistant and dust proof to ensure safety of inside connections. The door shall be flush with the exterior surface and shall have suitable locking arrangement. The junction Box shall have a M12 G. I. bolt arrangement at the bottom to ‘earth’ it.

- A Loop-in loop-out arrangement shall be made up to the junction box; to be provided inside the hollow portion of the pole. Junction box shall be made of 18 gauge sheet steel duly hot-dip galvanized. It will house a TPN terminal block suitable for loop-in loop-out arrangement for 4Cx25 sq. mm AYFY cable & 10 A MCB (1 no. for single arm bracket & 2 nos. for double arm bracket). Luminaire shall be connected to the MCB using 3C x 2.5 sq. mm copper cable (YWY as per BIS codes).

- The Octagonal Pole shall be bolted on a pre-cast RCC foundation in which a set of four galvanized foundation bolts are grouted with their top threaded portion projecting outside the foundation. The concrete mix shall be M20 with Fe 415 steel reinforcement.

- Appropriate anchor plate (free from laminations) with galvanized nuts and washers shall also be provided.

- Octagonal sleeve type galvanized brackets with double or single arm with 60mm outer diameter pipe, shall be supplied along with the Octagonal Pole for installation of the luminaires. The brackets shall be as per approved design,



fixed on the pole through stainless steel bolts provided on the sleeve. The minimum overlap between the luminaire mounting bracket sleeve and the pole shall be 200 mm. Stiffeners shall be provided to impart strength to the bracket arm as required.

- The responsibility of design, fabrication, approval from Engineer-in-Charge, supply, installation, stability and safety of poles as per drawings and Specifications lies with the contractor and nothing extra shall be payable on this account.

- The pole should be mechanically strong, rugged, single longitudinally

welded, ideal for corrosive atmosphere and camouflaged junction box & electrical control gears.

- The contractor has to arrange inspection of pole and streetlight luminiaries

at manufacturer’s permises to carry out necessary test contained in IS2629 & IS 10322 part 5 section-3 respectively.

10.3 STREET LIGHT FIXTURES

- The fixtures for street lighting shall conform to the safety norms according to IEC 598 / ENEC 60598.

- The fixtures for street lighting shall also conform to latest editions of I S 10322-Pt 5/3,1982, I S. 2149 and shall be complete with all standard accessories viz. choke, igniter, capacitor, lamp holder etc..

- The housing shall be made of anodized deep drawn Aluminium (LM6) alloy. It shall have:

- A separate lamp and reflector compartment shall be with IP 66 degree of enclosure protection. The bowl shall be made of toughened glass sealed on to the reflector.

- The control gear compartment shall be with IP 54 degree of enclosure protection and shall have ‘control gear’ mounted on a removable gear-tray with all the accessories (ballast, igniter, capacitor etc.) for ease of maintenance.

- The mounting arrangement shall allow the fixture to be mounted directly on the pole or through an arm.

- Lamp holders shall be shock proof, spring-loaded and ‘rotary type’ to ensure positive lamp locking. It shall not be possible to touch live parts of the lamp during the insertion or removal of the lamp.

- Power factor capacitor shall be provided with hermetically sealed housing to ensure trouble free service. Terminal soldering tag shall be provided for easy electrical connection. The capacitor shall be suitable for power factor improvement up to 0.95.

- The ballast provided shall be in accordance with the requirements of I S 6616 for high pressure sodium vapour lamps.



- The tubular lamp shall conform to I S 2418, HPMV lamp to I S 9900 and HPSV lamp to I S 9974.

- The metal parts of the fixture shall be such that it can:

(i) Withstand the atmospheric conditions prevailing in the area,

(ii) Provide mechanical protection to the lamp and accessories,

(iii) Assist in uniform light distribution.

10.4 POWER DISTRIBUTION SYSTEM

10.4.1 FEEDER PILLAR

10.4.1.1 GENERAL

Feeder Pillar shall be of FIXED (non-draw out) design and shall be lockable.

The Feeder Pillar shall be suitable for use on 415 Volts, 3 phase, 50 Hz. system with a fault current withstand capacity of 16 K A. r m s symmetrical.

The Feeder Pillar shall be complete with an in-built weatherproof canopy having I P 54 degree of enclosure protection as per I S 2147 suitable for tropical conditions with high ambient temperature & humidity.

Feeder Pillar shall accommodate the components in accordance with single line diagram.

The Contractor shall have to get the control panels fabricated from the vendor having type test certificate from CPRI for 31 MVA short circuit rating upto 400 amp for cubical panels. The copy of the type test certificate shall also have to be produced; failing which feeder pillar shall not be accepted.

The material/work shall conform to/shall be carried out as per CPWD General Specification for electrical work (Part-I)- internal -2005, (Part-II)-External-1994, and part-IV sub station work as amended up-to-date.

Angle iron legs shall be suitably shaped at the bottom for anchoring in concrete base.

The feeder pillars shall be provided with ventilation window covered with wire net in double fold from inside. The window shall be provided on the both the side panels of feeder pillars.

The feeder pillars shall be provided with a danger notice plate as per CPWD specifications for electrical work part-I internal 2005.

Interconnections of the various mountings on the feeder pillar shall be done using PVC insulated conductors, or solid strips with PVC taping/sleeving of appropriate sizes. Termination shall be made such that local heating is avoided.



All the metal work of feeder pillar shall be painted prior to erection with one coat of anti-rust primer. After erection, they shall be painted with two coats of appropriate enamel paint as required, on all sides wherever accessible.

Prior Approval Of Drawing & Inspection Of Feeder Pillar:-

Drawing of the feeder pillars shall be submitted through a technically competent and authorized person. Drawing shall be approved by the department and communicated within 7 days of receipt of drawing (by Fax etc) & will be handed over to the site representative. The sample shall be offered for inspection within15 days of date of approval of drawing. Inspection of the sample shall be carried out by the department. The fabrication and delivery at site of feeder pillars shall be completed within 3 weeks of inspection of the same. The fabrication of the feeder pillar shall done as per the approved drawing and change, modification, rectification suggested as per inspection observations. All items to be manufactured as per approved drawing and inspection observations. Non compliance shall be lead to summary rejection of such item and action shall be taken under relevant terms and conditions of agreement. No further inspection shall be done by the department. However if final inspection is desired by the contractor before dispatch, charges have to be borne by the contractor as demanded by the department (on basis of actual as per TA & DA rules of the department).

10.4.1.2 Standards

Feeder Pillar shall conform to the requirements of the latest editions of National standards, Electricity Rules and Regulations as follows:

- IS-8623 (Pt.-1), 1993 : Factory built assembly of switch gear & Control gear

- I S 4237 : General requirements of switch gear and Control gear (Voltage upto1000 V)

- I S 2147 : Degree of protection for L V switch gear.

- I S 375 : Marking and arrangement of bus bars.

- I S 5578, 1984 : Guide for marking of insulated conductors.

- Feeder Pillar shall meet all other statutory regulations including that of the local authorities.

10.4.1.3 Individual Equipment

Individual equipment mounted in the Feeder Pillar; shall conform to the requirements of following I S Specifications (latest edition):

- I S 13947-2, 1993 : MOULDED case Circuit Breaker

- I S 8828, 1996 : Miniature Circuit Breaker

- I S 13947-4-1 : A C Contactor of voltage not exceeding 1000 V.

- I S 13947-4-1 : Bimetal over load relays.



- I S 13947-3 : Air Break SFU / FSU not exceeding 1000 V.

- I S 13703 (pt-2) : Low voltage fuses

- I S 694 & 8130 : PVC insulated Cables and Al. Conductor.

- I S 1248 : Direct acting electrical indicating Instrument.

- I S 3231 : Relays

- I S 13947 : Control Switches and Push Buttons.

10.4.2 CONSTRUCTION 10.4.2.1 Feeder Pillar shall be:

Metal enclosed double door, outdoor type.

Dust & damp protected, Vermin-proof and have the degree of protection I P 54 as per I S 2147 (latest edition),

Have a vertical section which shall be arranged in multi-tier to accommodate components such as MCCB, switch–fuse and out going feeders of various ratings.

Have arrangement to carry out cable terminations on the bottom-side of the panel. Suitable arrangement for cable termination shall be provided with removable gland plate of min 3 mm thickness.

Have the panel sheet ‘machine pressed’ without any punched openings for meters, indicating lamps etc. The metal work shall be degreased and cleaned using 7 tank process and passivated. Two coats of primer and two coats of finishing paint shall be applied to give a smooth finish. Alternatively, the prepared metal work shall be powder coated in approved shade.

Doors shall be provided with locking arrangement using go down locks.

10.4.2.2 Dimensions

The height, width and depth of the Feeder Pillar shall be suitable to accommodate all the components; maintaining the permissible temperature rise.

10.4.2.3 Bus Bars

The three phase and neutral bus bars, suitable for 4 wire, 415 volts, 50 Hz. system, shall be made of high conductivity Aluminium alloy of grade E-91-E as per I S 5082 (latest edition) / Copper strips conforming to I S: 375, 1963.

The bus bars shall have uniform cross section through-out all the panels’ length and shall be capable of carrying minimum 1.5 times the rated current at 415 volts continuously as also short circuit current for the specified period without exceeding permissible temperature rise. The bus bars shall be designed to withstand a temperature rise of 45o C above the ambient.

Bus bars shall be supported on suitable non-hygroscopic, non-flammable insulating material such as Fiber-glass reinforced plastic (FRP) / SMC at sufficiently close intervals (not exceeding 1 M.) to prevent bus bar sag. Bus



bars; including their supports; shall be able to withstand thermal and dynamic stresses due to the system short circuits.

All the bus bars shall be insulated with heat shrink, PVC sleeve suitably color-coded for phase identification.

10.4.2.4 Earth Bus

The Feeder Pillar shall be provided with a continuous Copper earth bus of uniform cross section running throughout the length of the switch-board.

Earth bolts shall be provided on the main earth bus on either side to connect it to the earth grid at site. Star / Bi-metallic washers shall be provided at the joints. The earth bus shall be bonded to each section to achieve earth continuity between the panels and the sheet metal parts.

10.4.2.5 Electrical Equipment

The Feeder Pillar shall house feeder components in multi-tiers as per the single line diagram. Each feeder shall be labeled with permanent stickers.

Equipment shall be mounted to ensure their vibration-free operation. Cable termination arrangement shall be provided for each feeder. ‘Designation’ shall be provided for each equipment.

All electrical components shall be accessible from the front of the panel.

The electrical components / equipment shall conform to the latest edition of relevant I S specification as mentioned earlier.

A. Components

INCOMER shall be MCCB / MCB / FSU of specified rating and poles as per SLD.

BUS BARS

- Bus-bars shall be suitable for 3 phase, 4 wire system.

- Earth bus shall be continuous through the width of the Feeder Pillar.

- Size and material of the bus bars shall be as per SLD.

OUT-GOING

- Out-going feeder components shall be MCCB / MCB / FSU of specified rating and poles as per SLD.

- RELAYS for automatic control of the out-going feeders with ‘digital time switch’ controlled.

- The automatic operation shall be through ‘magnetic Contactor’, controlled by above device.

- Auto/manual selection shall be provided when the auto operation is associated.

- TIME CONTROLLER



- Time controller shall be digital type.

- It shall conform to IEC 60730-1 or EN 60730-1.

- It shall be able to operate satisfactorily under tropical conditions in dusty atmosphere.

- Operating voltage shall be 230 V, 50 Hz, 1 Phase.

- It shall be of modular construction.

- It shall be able to calculate the time of ‘Sun set/Sun rise’ round the clock; once the date and coordinates of the place of installation are set for it.

- The ‘ON/OFF’ timing shall be settable by about 60 minutes.

- The operating contact shall have a current interruption capacity of at least 10 Amps.

10.4.2.6 Tests at Factory

The Feeder Pillar shall be tested at factory after assembly of all components and completion of all inter-connections and wiring. Tests shall be conducted in accordance with the requirements of latest edition of I S: 8623, B S: 3659 / 6.4.1 and requirements of local electricity authorities in presence of the Client’s representative.

10.4.3 L T CABLES 10.4.3.1 Standards

The LT cables shall conform to the requirements of the following I S Standards (latest editions):

- I S 1554, Pt. I, 1988 : PVC insulated Cables up to 1100 V

- I S 8130, 1984 : Conductors for insulated electric cables.

- I S 5831, 1984 : PVC insulation and sheath of electric cables.

- I S 7098, 1973 : Rating and Testing of cables.

- I S 7098 (Pt-1) : XLPE Cables

10.4.3.2 Technical Specification

L T CABLE – XLPE INSULATED

XLPE cable shall be Aluminium conductor, XLPE extruded insulated, extruded / taped inner sheath, armored, over-all PVC sheathed conforming to I S: 7098 (Part -I) (Latest edition).

The inner and outer sheaths shall be GP PVC / as specified in BOQ.

The armor shall be G I strip or round wire as per the IS specification.

Core identification for multi-core cables shall be provided with color coding.

10.4.3.3 CABLE INSTALLATION



A. GENERAL

LT cables shall be supplied, inspected, laid, tested and commissioned in accordance with drawings, specifications, latest edition of relevant Indian Standard Specifications, National Electrical Code (latest edition) and cable manufacturer's instructions.

The cable shall be delivered at site in original drums with manufacturer's name clearly written on the drum.

The recommendation of the cable manufacturer with regard to joining and sealing shall be strictly followed.

B. CABLE LAYING

Cables shall be laid by skilled and experienced workmen using adequate rollers to minimize scratching of cables.

The cable drum shall be placed on jacks before unwinding the cable taking care to avoid formation of kinks. The drum shall be unrolled and cable run over wooden rollers in trenches placed at intervals not exceeding 2 meters.

Cables shall be laid in trenches or in hume pipe/G I Pipe as per indicated routes. While laying cables in trenches, at least 10 cm of fine sand shall be put under them.

At change in directions in horizontal and vertical planes, the cable shall be bent smooth with a radius of bend not less than 12 times the diameter of cable.

Minimum 2 meter long loop shall be provided at both sides of every straight joint and at each end of cable.

Identification marks indicating cable numbers as per cable schedule on cable tags shall be tied on the cable ends for identification.

Insulation tapes of appropriate voltage in red, yellow and blue color shall be wrapped just below the sockets for phase identification.

C. LABELS ON CABLES

Labels shall be of anodized aluminium, with white engraving on black background. They shall be properly secured with fasteners.

D. JOINTS IN CABLES

- The cables received at site; shall be apportioned to various locations in such a manner as to ensure maximum utilization avoiding joints. This apportioning shall be approved by the client before the cables are cut to required lengths.

- Normally no jointing shall be permitted between feeder lengths unless the required length is more than the cable drum length.

E. CABLE TERMINATION

Cable entries and terminations shall be provided in the Distribution board to suit the number, type and sizes of power and control cables specified.



Provision shall be made for top or bottom entry of cables in the Distribution board as required with the position of cable gland and terminals such that cables can be conveniently and safely terminated.

Barriers or shrouds shall be provided to permit safe working at the terminals of one circuit without accidentally touching that of another live circuit.

Cable risers shall be adequately supported to withstand the effects of rated short circuit currents without damage and without causing secondary faults.

10.4.3.4 CABLE IDENTIFICATION

Cable identification shall be provided as per the requirements of I S by embossing on the outer sheath the following:

- Manufacturer’s name / trade mark,

- Voltage grade,

- Year of manufacture,

- Type of insulation,

- Nominal area of cross-section of the conductors & No. Of cores.

10.4.3.5 PACKING

Cables shall be supplied in non-returnable drums made of wood / steel. The drums shall be of heavy construction as per I S requirements.

10.4.3.6 TESTS

A. TESTS AT MANUFACTURER’S WORKS

Type tests as agreed; shall be carried out at the manufacturer’s works as per I S: 8629, 1977 (latest edition).

All routine tests specified in I S: 8623-1977 (latest edition) shall be carried out and test certificates submitted to the Engineer-in-charge.

The Contractor should offer department for inspection of cable at manufacturer premises before dispatch of cable.

B. TESTS BEFORE LAYING

Insulation test between phases and phase & earth for each length of cable before laying the cable.

C. TESTS AFTER LAYING

On completion of cable laying work, the following test shall be conducted in the presence of the Owner’s representative:

- Insulation resistance Test. (Sectional & overall)

- Continuity Resistance Test.

- Sheathing continuity Test.



- Earth Test.

All tests shall be carried out:

- In accordance with relevant Indian Standard Code of Practice and Indian Electricity Rules.

- The Contractor shall provide necessary instruments, equipment and labor for conducting the above test and shall bear all expenses in connection with such tests.

- All tests shall be carried out in the presence of the clients’ Representative.

10.4.3.7 DOCUMENTATION

- Manufacturer’s Catalogue giving cable construction details, current ratings under different laid conditions, guaranteed technical particulars etc.

- Type test reports.

10.4.4 EARTHING 10.4.4.1 EARTH PIT

A. GENERAL

- Electrical Earth shall conform to latest editions of I S: 3043, 1987, National Electrical Code (NEC), relevant Indian Electricity Rules, 1956 and the regulations of the local Electricity Supply Authority.

- Two independent earth connections shall be provided at a distance of minimum 1.5 M from the building line. Each earth shall comprise of an earth pit connected to G I Strip. The earth electrodes shall be interconnected underground at (-)1000 mm from GL.

- All the non-current carrying metal parts shall be connected to the two earth arrangements separately using suitably sized G I / Cu strips.

B. EARTH ELECTRODE

PIPE ELECTRODE Pipe electrode shall be 40 mm diameter G I pipe, perforated and of specified length but not less than 4.5 meter (minimum) length. The top edge of the pipe shall be minimum 250 mm below the ground level.

CONNECTION WITH EARTH ELECTRODE

- 20 mm diameter medium class G I pipe shall be provided and attached to the electrode-from the ground level to the top edge of the ground electrode. A funnel with G I wire mesh; shall be provided on the top of this pipe for moisturizing the earth around the earth-electrode.

- The watering funnel attachment shall be housed in a masonry chamber of not less than 300 x 300 x 300 mm size-flushed with the ground level. M S frame with cover having locking arrangement shall be provided at top face of this chamber.



- The M S frame shall be provided with at least two coats of red oxide paint and finally painted in gray shade to be approved by the owner / client. The inside of cover shall carry the earth station number in the following manner.

EARTH PIT NO. 5

- Earth electrode shall be situated not less than1.5 meters away from the building line. Care shall be taken that the excavation for earth electrode shall not affect the column footing or foundation of the building or any structure. In such case, electrode may be pushed further away from the building.

- Earth electrodes shall be situated away from the effective area of the nearest electrode but not less than 3 meters away from each other.

ARTIFICIAL TREATMENT OF SOIL

The soil immediately surrounding the earth electrode shall be treated by addition of sodium chloride / calcium chloride / sodium carbonate / copper- sulphate salt, soft coke (wood charcoal) and wood saw-dust in alternate layers of 300 mm to reduce the earth resistance.

RESISTANCE TO EARTH

- The over-all resistance of earth system shall not exceed One Ohm.

- If the earth resistance is too high, multiple earth electrodes shall be provided.

- All the earth electrodes shall be connected to each other in a ring formation with G I / Cu earth strip wire of specified size laid at a depth of 1000 mm from G. L. The over-all resistance of this earth grid system shall not exceed One Ohm.

- The soil resistivity immediately surrounding the earth electrodes shall be reduced by addition of sodium chloride / calcium chloride / sodium carbonate / copper sulphate salt, soft coke (charcoal) and wood saw-dust in alternate layers of 300 mm as mentioned above to reduce the grid earth resistance to < 1 ohm.

EARTH CONNECTION

- All the non-current carrying metal parts of electrical installation shall be connected to earth properly.

- All earth buses shall be solidly connected to the earth pits at two points with properly sized G I/Cu Strips/conductors as laid down in the relevant specifications.

- All switch gear, distribution boards, switch boxes, outlet boxes, metal conduits / trunking and all other non-current carrying metal parts shall be bonded together and connected by means of two nos. specified earth conductors to an earth system.



10.4.5 Specification for HDPE pipe:- 10.4.5.1 The DWC high density polyethylene pipe having corrugation on outer wall & plain

in inner wall should to confirm to IS-14930 part- II amended upto date.

10.4.5.2 The pipe shall be Rex or Dura line or equivalent make.

10.4.5.3 Contractor has to arrange inspection of pipe at manufacturer’s permises to carry

out necessary tests contained in IS-14930 part II (compression test, impact test,

banding test etc.)

10.4.5.4 Job includes accessories like HDPE snap fit coupler with required No. of

neoprene ‘O’ rings in order to make water/damp proof joint.

10.4.5.5 Water proof sealing shall be done between cable and HDPE pipe at every end

within the scope of laying of cable/pipe.

10.4.5.6 Contractor has to produce test report of anti rodent test, toxicity test of pipe from

Govt. approved test house.

11.4.5 Inspection of materials and equipments.

Materials and equipment including poles etc. to be used in the work shall be inspected by the departmental officers, such inspection will of following categories. a) Inspection of materials/equipment to be witnessed at the manufacturer’s permises

in accordance with relevant BIS/Agreement inspection procedure. b) To receive materials at site with manufacturer’s test certificates. c) To inspect materials at the authorized dealers godowns to ensure delivery of

genuine material at site. d) To receive materials after physical inspection at site.

10.5 Payments Terms

1. 70% of the contract rates for the materials and equipment supplied will be paid on initial inspection and delivery at site in good condition on Pro-rata Basis.

2. Further 15% of the contract rate shall be paid on proper completion of installation. 3. Further 15% of the contract rates will be paid after, successfully testing and

commissioning of the installation on the basis of certificate to be issued by the Engineer-in-Charge in proof of the work having been successfully completed and handing over the installation for beneficial use. The guarantee period shall be reckoned from date of completion of work.

4. The contract rates referred to in this Para means the rates for each item of work in the Schedule of work and any additional substituted and deviated items of work under this contract.

5. Security deposit shall be deducted from each bill. 6. No mobilization advance shall be paid for the work.



10.6 Material Quality

All the material, whatsoever, to be supplied and provided by the contractor should be of standard and approved quality. These should be got approved from the Engineer-in-charge or his authorized representative before procurement and installation. No payment will be made for any unapproved or sub-standard/ rejected material used on the work. Rejected material should be removed from the site of work within 48 hours, failing which the same will be liable for removal by the department at the risk & cost of contractor, without any notice. The work shall be done in close co-ordination and in phase, strictly with civil works wherever these are in progress. In case of any hold up or suspension of work at any time for reasons beyond the control of this office, no claim for idle labour shall be entertained under this agreement.

10.6.1 Inventory

The contractor shall submit neatly prepared electrical inventory of the fittings provided along with completion plan in triplicate (one of them on tracing cloth) and also test report of the electrical installation failing which necessary recovery will be effected.

10.6.2 License Works Persons executing electrical work should have electrical license as required under

IE Rules. 10.6.3 Foundation

Erection and cement concrete foundations for LT Panel/ Pumps etc. are to be done in the presence of authorised representative of Engineer-in-charge and in whose presence the cement and aggregate is to be mixed. This shall be plastered with cement sand mixture to give smooth finish. All masonary / CC work should be properly cured as per CPWD Specification 2009 Vol. I & II for building works. All CC collars are to be painted with at least 3 coats of paint.

Numbering / marking of panel / feeder pillars etc should be got done through a regular painter. The manner and the colour of enamel paint to be used for this purpose shall be got approved from Engineer-in-charge or his authorized representative.

The contractor must get acquainted with the proposed site of work and study specifications and conditions carefully before tendering. The contractor shall make his own arrangements for the supply of water and electricity. Damage or loss of any kind shall be borne by the contractor and the department shall not be responsible in any way. No payment shall be made to the contractor for damage caused by rains, floods or other natural calamities or thefts during the execution of the works and no such claim on this account will be entertained.



10.7 NATURAL CALAMITY

No payment will be made to the contractor for any damage caused by theft, rain, snow fall, floods, dampness, fire, sun or any other natural cause whatsoever during the execution of work. The damage to the work due to above reasons, if any, shall have to be made good by the contractor at his own cost and no claim on this account shall be entertained. In case of delay in making good the damage by the contractor, the same shall be got done by the department at the risk & cost of contractor.

10.7.1 The Contractor will be responsible for watch & ward and safety of electrical

installation and materials till the same are handed over to the maintenance division.

10.8 Pumping and bailing out water in suitable manner as directed by Engineer-in-Charge at no extra cost.

10.9 Unless otherwise provided in the schedule of quantities the rates, tendered by the contractor hall be all-inclusive and shall apply to all heights, depths, leads and lifts.

10.10 The existing poles in central verge shall be removed and reinstalled at number of locations and the contractor will take all precautions while removing from present position and reinstalling at new locations. It is the term of contract that if during shifting, custody of contractor & reinstallation of existing poles/fittings, if any damage takes place or theft takes place , the contractor will rectify/replace/replenish the damaged/stolen poles/fittings, with same make & model, free of cost. If contractor fails to do so, the following recovery will be done from his bills.

Item Recovery Rate 12 Mtr Height Pole Rs. 45,000/- Per Pole. 400 Watt Albatan Fitting (Imported) Rs. 45,000/- each fitting.

10.11 The contractor will give credit to the department for taking away old cable, as per item in BOQ, as the dismantled cable is the property of the contractor. Even if the contractor does not take out the old cable and take away, then also the amount of credit, as quoted in the BOQ, will be recovered from the contractor.



ANNEXURES

Annexure – A : Form of Performance Security Bank Guarantee Annexure – B : Affidavit Annexure – C : Form of Earnest Money Deposit Bank Guarantee Bond Annexure – D : Guarantee for Thermoplastic Paints Annexure – E : Certificate from sheet manufacture Annexure – F : Warranty for micro prismatic Retro Reflective Sheeting Annexure – G : Guarantee Bond for Bearings Annexure – H : Guarantee Bond for Expansion Joint Annexure – I : Guarantee bond for water proofing works Annexure – J : Approved Makes for Electrical items Annexure – K : Technical data to be given for Electrical works Annexure – L : Willingness Certificate from concerned Electrical Contractor Annexure – M : Tripartite Agreement for Electric Works



Annexure-A

FORM OF PERFORMANCE SECURITY/ BANK GUARANTEE BOND

In consideration of the President of India (hereinafter called “The Government") having

agreed to accept the tender of M/s ………………………………… (Herein after called "the

said contractors") for the work ……………………………………………….. which on its

acceptance shall be deemed as "Agreement"

between......................…………………………………on behalf of the Government and the

said contractors (herein after referred to as the said agreement) and having further

agreed under the terms and conditions of the said tender/agreement to production of a

irrevocable Bank Guarantee for Rs.………….

(Rupees…………………………………………………) as a security/guarantee from the

contractor(s) for compliance of his obligations in accordance with the terms & conditions

in the said agreement , We ……………………………………….. (Hereinafter referred to as

"the Bank") (Indicate the name of the Bank) hereby undertake to pay to the Government

an amount not exceeding Rs….....................

(Rupees….................................................................................only) on demand by the

Government.

2) We ……………………………………. Do hereby undertake to pay the amounts due

and payable

(indicate the name of the Bank)

under this Guarantee without any demure, merely on a demand from the Government

stating that the amount claimed is required to meet the recoveries due or likely to be due

from the said contractor(s). Any such demand made on the Bank shall be conclusive as

regards the amount due and payable by the bank under this Guarantee. However, our

liability under this guarantee shall be restricted to an amount not exceeding Rs.

……………….(Rupees……………………………………………only).

3) We, the said bank further undertake to pay to the Government any money so

demanded notwithstanding any dispute or disputes raised by the contractor(s) in any suit

or proceeding pending before any court or Tribunal relating thereto, our liability under this

present being absolute and unequivocal.

The payment so made by us under this bond shall be a valid discharge of our liability for

payment there under and the contractor(s) shall have no claim against us for making such

payment.

4). We …………………………………………..........................(Indicate the name of the

Bank) further agree that the guarantee herein contained shall remain in full force and

effect during the period that would be taken for the performance of the said agreement



and that it shall continue to be enforceable till all the dues of the Government under or by

virtue of the said agreement have been fully paid and its claims satisfied or discharged or

till Engineer-in-Charge on behalf of the government certifies that the terms and conditions

of the said agreement have been fully and properly carried out by the said contractor(s)

and accordingly discharges this guarantee.

5) We ………………………………………… further agree with the Government that

(indicate the name of the Bank)

The Government shall have the fullest liberty without our consent and without effecting in

any manner our obligations hereunder to vary any of the terms and conditions of the said

agreement or to extend time of performance by the said contractor(s) from time to time or

to postpone for any time or from time to time any of the powers exercisable by the

Government against the said contractor (s) and to for bear or enforce any of the terms

and conditions relating to the said agreement and we shall not be relieved from our

liability by reason of any such variation, or extension being granted to the said

contractor(s) or fore any forbearance, act of omission on the part of the Government or

any indulgence by the Government to the said contractor(s) or by any such matter or

thing whatsoever which under the law relating to sureties would, but for this provision,

have effect of so relieving us.

6) This guarantee will not be discharged due to the change in the constitution of the

Bank or the contractor(s).

7) We ……………………………………………… (Indicate the name of the Bank) lastly

undertake not to revoke this guarantee except with the previous consent of the

Government in writing.

8) This guarantee shall be valid up to _______________, unless extended on demand

by Government. Notwithstanding anything mentioned above, our liability against this

guarantee is restricted to Rs. _______________ (Rs. ________________________only)

and unless a claim in writing is lodged with us within six months of the date of expiry or

the extended date of expiry of this guarantee all our liabilities under this guarantee shall

stand discharged.

Dated the ___________________________ day of

________________________________for

__________________________________________ (indicate the name of bank)



Annexure-B

A F F I D A V I T

I/ We have submitted a bank guarantee for the work

_______________________________________________________________________

(Name of work)

Agreement No.______________________________________________dated

_______from

_______________________________________________________________________

(Name of the Bank with full address)

to the Executive Engineer ________________________________________ with a view

to seek exemption from payment of security deposit/performance guarantee in cash. This

bank guarantee expires on ____________________________________. I/We undertake

to keep the validity of the bank guarantee intact by getting it extended from time to time at

my/our initiative upto a period of _____________________ months after the recorded

date of completion of the work or as directed by the Engineer-in-Charge.

I/We also indemnify the Government against any losses arising out of non-encashment of the bank guarantee, if any. Note: The affidavit is to be given by the executant before a first class Magistrate.



Annexure-“C”

Form of Earnest Money Deposit Bank Guarantee Bond

WHEREAS, contractor.................. (Name of contractor) (hereinafter called "the

contractor") has submitted his tender dated ............. (date) for the construction of

.............................................. (name of work) (hereinafter called "the Tender")

KNOW ALL PEOPLE by these presents that we ......................................... (name of

bank) having our registered

office at ................................... (hereinafter called "the Bank") are bound unto

...................................................

(Name and division of Executive Engineer) (hereinafter called "the Engineer-in-Charge")

in the sum of Rs.

......................... (Rs. in words .................................................) for which payment well and

truly to be made to the said Engineer-in-Charge the Bank binds itself, his successors and

assigns by these presents.

SEALED with the Common Seal of the said Bank this ................. day of ................. 20... .

THE CONDITIONS of this obligation are:

(1) If after tender opening the Contractor withdraws, his tender during the period of

validity of tender (including extended validity of tender) specified in the Form of

Tender;

(2) If the contractor having been notified of the acceptance of his tender by the

Engineer-in-Charge:

(a) fails or refuses to execute the Form of Agreement in accordance with the

Instructions to contractor, if required;

OR

(b) fails or refuses to furnish the Performance Guarantee, in accordance with

the provisions of tender document and Instructions to contractor,

OR

(c) fails or refuses to start the work, in accordance with the provisions of the

contract and Instructions to contractor,

OR



(d) fails or refuses to submit fresh Bank Guarantee of an equal amount of this

Bank Guarantee, against Security Deposit after award of contract.

We undertake to pay to the Engineer-in-Charge up to the above amount upon

receipt of his first written demand, without the Engineer-in-Charge having to substantiates

his demand, provided that in his demand the Engineer-in- Charge will note that the

amount claimed by his is due to him owing to the occurrence of one or any of the above

conditions, specifying the occurred condition or conditions.

This Guarantee will remain in force up to and including the date* ............. after the

deadline for submission of tender as such deadline is stated in the Instructions to

contractor or as it may be extended by the Engineer-in- Charge, notice of which

extension(s) to the Bank is hereby waived. Any demand in respect of this Guarantee

should reach the Bank not later than the above date.

DATE .............

SIGNATURE OF THE

BANK

WITNESS ..................

SEAL

(SIGNATURE, NAME AND ADDRESS)

*Date to be worked out on the basis of validity period of 6 months from last date of receipt

of tender



ANNEXURE-D

GUARANTEE TO BE EXECUTED BY CONTRACTOR FOR REMOVAL OF DEFECTS AFTER COMPLETION IN RESPECT OF THERMOPLASTIC PAINT The Agreement made this ……………………** day of ……………… **two thousand Six between ………………** son of ……………………**of M/S………………………**(hereinafter called the Guarantor of the one part) and the PRESIDENT OF INDIA (hereinafter called the Government of the other part). WHEREAS THIS agreement is supplementary to a contract (hereinafter called the contract), dated ………….… **and made between the GUARANTOR OF THE ONE part and the Government of the other part, whereby the contractor, M/s___________ undertook to render the road markings in the said contract recited completely conforming to quality specified in particular specifications of document . AND WHEREAS THE GUARANTOR agreed to give a guarantee to the effect that the said markings will remain intact for two years from the date of record of completion certificate for the work. NOW THE GUARANTOR hereby guarantees that quality control and assurance at every step during the manufacturing of thermoplastic compound & its application on the road surface, stand guaranteed for a period of two years against any defect in the material or its application. Guarantee period of two years shall be reckoned from the date of record of completion certificate for the work. If any defect is found during the above-mentioned period, the same shall be redone by the contractor including the cost of material and labour without any extra cost to the department. Provided that the Guarantor will not be responsible for damage caused by earthquake or structural defects or misuse of road or alteration and for such purpose:

(a) Misuse of road shall mean any operation that will damage thermoplastic treatment, like chopping of firewood and things of the same nature that might cause damage to the paint.

(b) The decision of the Engineer-in-Charge with regard to cause of damage

shall be final. During this period of guarantee, the guarantor shall make good all defects and in case of any defect being found render the road markings to the satisfaction of the Engineer-in-Charge at his cost and shall commence the work for such rectification within seven days from the date of issue of the notice from the Engineer-in-Charge calling upon him to rectify the defects failing which the work shall be got done by the department by some other contractor at the GUARANTOR'S cost and risk. The decision of the Engineer-in-Charge as to the cost, payable by the Guarantor shall be final and binding.

** To be filled in by the Executive Engineer.



That if the Guarantor fails to execute the thermoplastic road marking or commits breach thereunder, then the Guarantor will indemnify the Principal and his successors against all loss, damage, cost, expense or otherwise which may be incurred by him by reason of any default on the part of the GUARANTOR in performance and observance of this supplementary agreement. As to the amount of loss and/or damage and/or cost incurred by the Government the decision of the Engineer-in-Charge will be final and binding on the parties. IN WITNESS WHEREOF these presents have been executed by the Obligor ……………………………**. and ………………………………** for and on behalf of the PRESIDENT OF INDIA on the day, month and year first above written. Signed, sealed and delivered by Obligor in the presence of -- 1. 2.

GUARANTOR

Signed for and on behalf of the President of India by Executive Engineer………, PWD(NCTD), Delhi in the presence of -- 1. 2.

EXECUTIVE ENGINEER

** To be filled in by the Executive Engineer

ANNEXURE-E



CUSTOMER NAME : NAME OF WORK : TENDER DUE ON :

CERTIFICATE FROM SHEET MANUFACTURE This is to certify that ________________________Super High Intensity unmetalised micro

(Brand name of Sheet) Prismatic Retro Reflective Sheet is to be supplied by M/s ___________________________________________ to (Name of Sheeting manufacture) M/s ________________________ for Retro Reflective Sign Boards as mentioned above (Name of Indian Subsidiary) conform to the provisions of ASTM-D-4956-07 Type-IX performance specifications. It is further certified that the Sheeting has been tested from the reputed laboratory in an unprotected outdoor exposure for three years and no significant change in the manufacturing process and in any ingredient after the initial development and obtaining the outdoor exposure test reports, have been made. I/We indemnify the Government against any losses arising out of inferior material so supplied and agree to replace the defective sheeting within seven years with no cost to the department. (Sheet Manufacture) AUTHORISED SIGNATORY



ANNEXURE-F

CUSTOMER NAME : ADDRESS : NAME OF WORK : EFFECTIVE DATE :

WARRANTY This warranty is in effect on ____________________________ Super High Intensity

unmetalised micro prismatic Retro Reflective Sheeting for the Agreement number

stated above.

M/s _________________________warrants to Executive Engineer, Flyover Project

Division

(Name of Sheeting manufacture) ……………. Delhi, an agency engaged in purchasing

signs from a ‘Qualified Sign Converter’ that

_____________________________________Super High Intensity

(Brand name of Sheet)

unmetalised micro prismatic Retro Reflective Sheeting used in the fabrication of

signs will remain effective for its intended used and meet the stated minimum 80% & 75%

of the original retro-reflective values (given below) at the end of 3 and 7 years

respectively.

All measurements shall be made after cleaning the retro reflective surface with soap and

water in dry condition.

For Screen printed transparent areas on white sheeting, the coefficients of retro-reflection

shall not be less than 50% of the values for coloured sheeting as given in the above table.

If____________________________________Super High Intensity unmetalised micro


Prismatic Retro-reflective Sheeting.

which has been processed and applied in accordance with the recommended

procedures deteriorates within 7 years from the date of fabrication due to natural causes

to the extent that:



1. The sign is ineffective for its intended purpose when viewed from moving vehicle

under normal day and night driving conditions by a driver with normal vision, or

2. The coefficient of retro reflection is less than the minimum herein specified,

M/s_______________________________ will furnish the necessary amount of

(Name of Sheeting manufacture)

______________________________ Super High Intensity unmetalised micro


prismatic Retro Reflective Sheeting

to restore the surface to its original effectiveness. Such failure must be solely the

result of defects in the ______________________________ Super High Intensity

unmetalised


Micro prismatic Retro Reflective Sheeting and not of outside causes such as

improper fabrication, handling, maintenance or installation, failure of sign substrate,

vandalism or malicious mischief. M/s ____________________ reserves the right to

determine

(Name of Sheeting manufacture)

the method of replacement.

(Sheet Manufacture) AUTHORISED SIGNATORY



ANNEXURE – G

GUARANTEE BOND FOR BEARINGS

The agreement made this ------------------day of ----------------------Two thousand two

between M/s ------------------------------------------------------------------------------------------------

-----------son of--------------------------------------------------of------------------------------------------

---------------------------------------------------------------(hereinafter called the Guarantor of

the one part) and the PRESIDENT OF INDIA (hereinafter called the Government of

the part)

WHEREAS THIS agreement is supplementary to a contract (hereinafter called the

Contract) dated-------------------- and made between the GUARANTOR OF THE ONE

part and the government of the other part, whereby the Contractor,

_____________________________________________ in the said contract recited

quality of elastomeric bearings, Material, Manufacture and workmanship as per

revised interim specification for elastomeric bearings issued by MORTH upto the date

of receipt of tenders.

AND WHEREAS THE GUARANTOR agreed to give a guarantee to the effect that the

said elastomeric bearings will remain satisfactorily functional for fifteen years to be

reckoned from the date after the maintenance period prescribed in the contract

expires.

During , this period of guarantee, the guarantor shall make good all defects and for

that matter, shall replace at his risk and cost such elements of the elastomeric

bearings i/c cost of installation and fixing of the elastomeric bearings to the

satisfaction of the Engineer-in-Charge, at his cost and he shall commence the work

for such rectification within seven days from the date of issue of the notice from the

Engineer-in-Charge calling upon him to rectify the defects, failing which the work shall

be got done by the Department through some other contractor at the GUARANTOR’s

cost and risk. The decision of the Engineer-in-Charge as to the cost payable by the

Guarantor shall be final and binding.

That if the Guarantor fails to execute the replacement/rectification or commits breach

thereunder, then the Guarantor will indemnify the Principal and his successors

against all loss, damage, cost, expense or otherwise which may be incurred by him

by reason of any default on the part of the Guarantor in performance and observance



of this supplementary agreement. As to the amount of loss and/or damage and/or

cost incurred by the Government , the decision of the Engineer-in-Charge will be final

and binding on the parties.

IN WITNESS WHEREOF these presents have been executed by the obligor -----------

---------and by -------------------------------------------------------for and on behalf of the

PRESIDENT OF INDIA on the day, month and year first above written.

Signed, sealed and delivered by Obligor in the presence of:

1

2

Signed for and on behalf of PRESIDENT OF INDIA by Executive Engineer,

…………..PWD,

New Delhi . in the presence of:

1

2

to be filled by the Executive Engineer.



ANNEXURE-H

GUARANTEE BOND FOR EXPANSION JOINT

The agreement made this------------------------day of------------------------------------

Two Thousand two between M/s ----------------------------------------------------------------------

---------------------------------(hereinafter called the Guarantor of the one part) and the

PRESIDENT OF INDIA (hereinafter called the Government of other part)

WHEREAS THIS agreement is supplementary to a contract (hereinafter called

the Contract) dated-------------------------and made between the GUARANTOR OF THE

ONE part and the government of the other part, whereby the Contractor

_________________________________in the said contract recited quality of single

strip seal Modular strip box seal expansive joints , Material , Manufacture and

workmanship as per revised interim specification for expansion joint issued by

MORTH upto the date of receipt of tenders.

AND WHEREAS THE GUARANTOR agreed to give a guarantee to the effect

that the said strip seal expansion joint will remain satisfactorily functional for fifteen

years to be reckoned from the date after the maintenance period, prescribed in the

contract, expires.

During this period of guarantee, the guarantor shall make good all defects and

for that matter, shall replace at his risk and cost such elements of the joints i/c cost of

installation and fixing of the expansion joint to the satisfaction of the Engineer-in-

Charge, at his cost and he shall commence the work for such rectification within

seven days from the date of issue of the notice from the Engineer-in-charge calling

upon him to rectify the defects, failing which the work shall be got done by the

Department through some other contractor at the GUARANTOR’s cost and risk. The



decision of the Engineer-in-Charge as to the cost payable by the Guarantor shall be

final and binding.

That if the Guarantor fails to execute the replacement/rectification or commits

breach thereunder, then the Guarantor will indemnify the Principal and his

successors against all loss, damage, cost, expense or otherwise which may be

incurred by him by reason of any default on the part of the Guarantor in performance

and observance of this supplementary agreement. As to the amount of loss and/or

damage and/or cost incurred by the Government , the decision of the Engineer-in-

Charge will be final and binding on the parties.

IN WITNESS WHEREOF these presents have been executed by the Obligor -

---------------and by----------------------------------------------for and on behalf of the

PRESIDENT OF INDIA on the day, month and year first above written.

Signed, sealed and delivered by Obligor in the presence of:

1 ______________________

2 ______________________

Signed for and on behalf of PRESIDENT OF INDIA by Executive Engineer,

……….PWD, New Delhi in the presence of:

1

2



to be filled by the Executive Engineer

ANNEXURE-I

GUARANTEE BOND FOR WATER PROOFING WORKS

The Agreement made this ....................... day of ....................... two thousand and ....................... between M/s ............................................. (hereinafter called the Guarantor of the one part) and the PRESIDENT OF INDIA (hereinafter called Government of the other part). WHEREAS this agreement is supplementary to a contract (hereinafter called the Contract) dated............. and made between the GUARANTOR of the one part and the Government of the other part, whereby the Contractor, inter alia, undertook to render the structures in the said contract recited completely water and leak-proof. NOW THE GUARANTOR hereby guarantees that water proofing treatment given by him will render the structures completely leak-proof and the minimum life of such water proofing treatment shall be ten years to be reckoned from the date after the maintenance period prescribed in the contract. Provided that the guarantor will not be responsible for leakage caused by earthquake or structural defects or misuse of structure or alteration and for such purpose: (a) Misuse of structure shall mean any operation which will damage proofing treatment, like chopping of firewood and things of the same nature which might cause damage to the structure; (b) The decision of the Engineer-in-Charge with regard to cause of leakage shall be final. During this period of guarantee the guarantor shall make good all defects and in case of any defect being found, render the structure water-proof to the satisfaction of the Engineer-in-Charge at his cost, and shall commence the work for such rectification within seven days from the date of issue of the notice from the Engineer-in-Charge calling upon him to rectify the defects, failing which the work shall be got done by the Department by



some other contractor at the GUARANTOR’S cost and risk. The decision of the Engineer-in-Charge as to the cost, payable by the Guarantor shall be final and binding. That if GUARANTOR fails to execute the water proofing or commits breach thereunder then the GUARANTOR will indemnify the Principal and his successors against all loss, damage, cost, expense or otherwise which may be incurred by him by reason of any default on the part of the GUARANTOR in performance and observance of this supplementary agreement. As to the amount of loss and/or damage and/or cost incurred by the Government the decision of the Engineer-in-Charge will be final and binding on the parties. IN WITNESS WHEREOF these presents have been executed by the Obligor ....................... and by ....................... and for and on behalf of the PRESIDENT OF INDIA on the day, month and year first above written. Signed, sealed and delivered by OBLIGOR in the presence of— 1. 2. Signed for and on behalf of THE PRESIDENT OF INDIA by ....................... in the presence of— 1. 2.



ANNEXURE – J

Approved Makes for Electrical items

1. L T Cable : Universal / Fort Gloster / Polycab / Skytone / Rallison / Havells/Finolex.

2. MCCB : Legrand / Merlin Gerin / G E Power. 3. MCB : Legrand / Hager / G E Power / Merlin Gerin.

4. 4. Contactor (Magnetic): Legrand / Merlin Gerin / ABB / G E Power/L&T 5. Time Controller : Rexmodular Rex 2000 D-41 Astro type Legrand

make, L & T/Siemens or any other make with equivalent astro specifications.

6. Cable Gland : Comet/Cosmos/HMI 7. Lugs : Dowells/Asian/Action 8. Feeder Pillar : Advance Power Control /ASPL/Tricolite / SPC Electotech Pvt. Ltd./Milestone Switchgears Pvt.

Ltd. 9. Meters : AE / IMP / L&T 10. Toggle switch : Kaycee 11. Street light Pole / : As per Specification. (Bajaj/BPP/ Philips/Valmont). High Mast (Note:- Steel Metal used for pole should be made

from TISCO/SAIL/JSW/ESSAR.) 12 Lamps : Philips / Osram / GE 13. Wires : F.R. Type Plaza, National, Grandley, Skytone,

Rallison, Finolex, Polycab, Havells, Paragon. 14. HDPE Pipe : Duraline/REX/ Triputi ISI marked (Anti Rodent). 15. Indicating Lamps : BCH/L&T/SIEMENS/Philips. 16. G.I. Pipe : Tata/Jindal (Hisar). 17. Heavy Duty Godown: Harrison / Plaza Lock in Feeder Pillar 18. 250 Watt Street Light : Philips, EU/Shreder, Belgium/Trilux Germony..

fixtures

Equivalent material to be approved by the Chief Engineer-in-charge.



ANNEXURE – K

TECHNICAL DATA TO BE GIVEN FOR ELECTRICAL WORKS

(To be given by the contractor before placing / supply of Equipments for approval from Engineer-in-charge.)

1. POLE & BRACKET:

(a) Make (b) Height (c) Bracket Make (d) Bracket Length

2. STREET LIGHT FIXTURES:

(a) Make (b) Model No (c) Lamp Make

3. ARMOURED L.T. CABLES:

(a) Make 4. FEEDER PILLAR:

(a) Make of Panel (b) Make of MCCBs (c) Make of starter

5. MAKE OF HDPE PIPE



ANNEXURE – L

WILLINGNESS CERTIFICATE FROM CONCERNED COMPETENT ELECTRICAL

CONTRACTOR

Name of Work : Construction of Elevated Road over Barapulla Nallah starting from Sarai Kale Khan to Aurobindo Marg near INA Market, New Delhi-Phase-II from Jawaharlal Nehru Stadium to Aurobindo Marg with connection at Ring Road, Lala Lajpat Rai Marg and Aurobindo Marg. SH:Construction of Main carriageway works etc.

I hereby give my willingness to work as Electrical contractor for the above mentioned work. I will execute the work as per specifications and conditions of the agreement and as per direction of the Engineer-in-Charge. Also will employee full time technically qualified supervisor for the work. I will attend inspection of officers of the department as and when required.

Date:-

Signature of Contractor Address & Registration Detail



ANNEXURE – M

Tripartite Agreement

Between Engineer-in-Charge, Main Contractor and Electrical Contractor 1. M/s (hence referred as the 1st Party) have engaged M/s (hence referred as the 2nd

Party) (who are the contractor) for execution of Electrical works as per clause of the tender documents. Electrical works shall be executed by M/s ____________________ on behalf of the main Civil contractor as per terms and conditions of the tender. The main civil contractor shall be held responsible for quality and timely completion of works. Delays in Electrical works and quality of works shall be the responsibility of the Main contractor only. In cases of non-performance of Electrical contractor, the department reserves the right to direct main contractor to engage another Electrical contractor of appropriate category.

2. The above arrangement does not take away any responsibility and liability of the

main contractor i.e. 1st party for proper and complete execution of the Electrical work and ensure coordination and completion of both Civil and Electrical work.

Financial Bid Vol. III (Schedule of Quantities) 348



FINANCIAL BID

VOLUME - III

(SCHEDULE OF QUANTITIES)




INDEX


B. FINANCIAL BID








SCHEDULE OF QUANTITIES

PART-A

(For CIVIL Works)





Name of Work : Construction of Elevated Road over Barapulla Nallah starting from Sarai Kale Khan to Aurobindo Marg near INA Market, New Delhi-Phase-II from Jawaharlal Nehru Stadium to Aurobindo Marg with connection at Ring Road, Lala Lajpat Rai Marg and Aurobindo Marg. SH: Construction of Main carriageway works etc.

PART - A : CIVIL WORKS

S. No.

Sub Heads and Description of Items Quantity

Unit

Rate (Rs.)

Amount (Rs)

Quantity Unit In Fig. In Fig.

SH I : FOUNDATIONS

1.1 Conducting and reporting investigation on all kinds of soil by boring hole of required depth by using shell and auger equipment including standard penetration test, collection of undisturbed soil samples at every identifiable change of strata, Conducting laboratory tests on soil samples to decide necessary shear strength parameters of soil as well as compression index and coefficient of consolidation. These tests include natural moisture content, bulk and dry density, liquid and plastic limits, particle size distribution, and specific gravity, unconfined compression tests, tri-axial shear tests and consolidation tests on specimen from collected undisturbed soil samples and particle size distribution, liquid limit, plastic limit etc. on specimen from collected disturbed soil samples. Conducting chemical analysis of subsoil water samples for evaluation of pH value, sulphate content, calcium content, chloride content and total dissolved solids in water for each borehole including preparation & submission soil investigation report, giving complete comprehensive record of field and laboratory investigations and interpretation in soft and hard copy all complete as per SP002, as per MORTH Technical Specification - 1102, 2403, 2404, 2405 and as per direction of Engineer-in-charge.

8648 m per m

A) The scope of work in the item includes:

1. All initial layout and setting out work using total station survey and including identification of boring locations.

2. Barricading and all safety requirements as specified elsewhere in the tender documents.

3. Arrangements of all kinds of machinery, equipment, labour, et., to collect the samples in specified manner and getting them tested from the approved laboratory.

4. All incidental labour, materials, equipment and works required to execute and complete the job as per approved drawings and specifications.




5. Cost of testing of all materials involved in the execution of item as per nomenclature of item and specifications in approved laboratory including providing the samples and transporting to the testing laboratory.

B) Mode of Measurement :

Measurements for payment shall be made on the length basis in meters of soil boring data collected a, tested and reported.

1.2 Boring, providing and installing cast-in-situ bored vertical piles with M35 grade reinforced cement concrete using Portland Slag Cement (conforming to strength requirements of IS: 455, 4031, 4032 and 8112) all complete as per the drawing and Section 1100 &1700 of MORTH specifications for Road Bridge work and IRC:78-2000 at locations as directed by Engineer-in-charge. The rates shall be inclusive of providing, fabricating and installing 6mm (Min or as per design) thick mild steel temporary liner wherever required or as directed by Engineer-in-charge. In case permanent liner is required as per design/drawings at some location, the same shall be paid as per item no. 1.3. Reinforcement shall be measured and paid separately as per item 4.1.

a 1000 mm Dia Pile 3,700 RM per m

b 1200 mm Dia Pile 24,100 RM per m


1. All initial layout of piles after site clearance by dismantling existing structures as per instructions of Engineer-in-charge and setting out of piles using total station survey including initial excavation (if any).

2. Boring through all type of soils, existing road/pavement using hydraulic piling rig, removal of all obstructions like boulders etc. by chiselling or any other method as approved by the Engineer-in-charge. If a bore is abandoned for any reasons no payment shall be made for such incomplete boring and shifting of the equipment.

3. 100 mm dia empty boring through all type of soils, existing road/pavement for 5m depth to identify the utility services at all pile locations, removal of all obstructions like boulders etc. by chiselling or any other method as approved by the Engineer-in-charge.

4. Providing, preparation, circulation and handling of bentonite slurry including cleaning of bore bottom after completion of boring.

5. Stacking of usable earth coming out of boring or any other activity (which can be used as random fill) at locations as directed by Engineer-in-charge.




6. Disposal of all spoils, bentonite waste, dismantled material, surplus unusable earth for all leads and lifts and keep the work area neat and tidy during the work and thereafter, as per directions of Engineer-in-charge.

7. Providing, driving/placing and withdrawal of 6mm thick (or thickness as per design, whichever is more) temporary Mild Steel liner for each pile upto a depth of 5m below adjoining Ground Level or as per site requirement beyond which the bore hole can be stabilised using Bentonite slurry and as directed by Engineer-in-charge. Nothing extra shall be paid for non-withdrawal of temporary mild steel liner. Wherever permanent liner is required as per designs & drawings, measurement and payment for the same shall be made separately under relevant item.

8. Providing and mixing all ingredients of cement concrete including admixture if required, with fully computerised weigh batching plant, transportation, placement of concrete by tremie pipe for the required lengths of pile including pile heads at all locations.

9. Placement of reinforcement cage including cost of any stiffeners, lapping and welding of bars, etc. with cover blocks of approved quality and thickness to maintain the cage in its designed shape and spacing of bars as per directions of Engineer-in-charge.

10. Breaking of pile head (manual chipping) after a minimum of 3 days and to remove and dispose spoiled concrete to bring the pile head to the cut off level including cleaning and arranging the extended reinforcement bars as per drawings.

11. Working for all leads, lifts, pumping / bailing out of water, labour, materials and equipment etc.

12. Mobilising to site, installation at different locations transferring / dismantling, shifting, reinstalling and removal from site of the piling rigs and/or other equipment and all accessories including working platforms from site.

13. Identification, protection and maintenance of existing services, if any, which in the opinion of Engineer-in-charge are likely to be affected by piling operation or any related activities including temporary shifting of such services to facilitate piling job at no extra cost.

14. Safety measures including Barricading around the bore holes during and after boring as specified elsewhere in the tender document.

15. All incidentals, labour, materials, equipment and works required to execute and complete the job.

16. Filling up of the abandoned empty bore with M15 grade cement concrete and restoration of road if required.

17. The quoted rate will be applicable for all lengths of piles.




18. The quoted rate will include cost of all load tests conforming to section 1113.1 of MORTH specifications and integrity tests of piles as described in relevant portion of this document. Minimum number of tests shall be as follows : Initial vertical load test: 2 nos. (for each dia.) Initial horizontal load test: 2 nos. (for each dia.) Routine vertical load test: 2% of total number of working piles. Routine horizontal load test: 2% of total number of working piles. Integrity test : 100 % of working piles Working piles may be used for reaction for routine load test but not for initial load test of piles.

19. Cost of testing of all materials involved in the execution of item as per approved QAP and Specifications in internal / external laboratory including providing the samples and transporting to the testing laboratory.


Measurement for payment shall be made on the length of pile measured from cut off level to the tip of the pile correct to a centimeter. Pile bored and installed for initial load test will not be measured for payment purpose.

1.3 Extra for providing permanent MS liner in lieu of temporary liner for piles as per site requirement or as directed by Engineer-in-charge. The rates shall be inclusive of fabricating, providing and driving the liner in position.

498 MT per MT


1. All incidentals, labour, material and testing , equipment and works required to execute and complete the job.

2. Working for all leads, lifts, pumping / bailing out of water, labour, materials and equipment etc.


4. Safety measures including Barricading around the bore holes during and after boring as specified elsewhere in the tender document.


Measurement shall be based on the basis of weight (considering the density as 7850 Kg per cum of steel) of actual length of liner becoming part of permanent structure

1.4 Providing and laying M 15 grade levelling course Plain cement concrete under pile caps, open foundations for buildings, electrical poles, signage etc. and any other foundations using Ordinary Portland Cement (conforming to strength requirement of IS:8112 and IS:12269) including the cost of steel centering and shuttering etc. with all leads, lifts and depths all complete.

1027 Cum

per cum





1. All initial layout and setting out work using total station survey and including identification and temporary supporting and protecting of existing services.

2. Providing and mixing all ingredients including admixtures, if any, in batching plant and transportation, placement, finishing and curing of concrete for all leads, lifts and depths.

3. Cost of Maintenance and protection of existing services if any which in the opinion of Engineer-in-charge are likely to be affected by any related activities including temporary shifting of such services to facilitate construction of pile cap/footing work shall also have to be done, if so required by the Engineer-in-charge, and the cost for the same shall be included in the quoted rates.

4. Installation of any fixture into the pile cap/footing (cost of fixture to be paid separately as per requirement).





Measurements for payment shall be made on the volume basis in cubic meters of Plain cement concrete and the volume shall be calculated by simple geometrical concepts and formulae for the finished volume

1.5 Providing and laying RCC in pile caps, tie beams, open foundations for buildings, electrical poles, signage etc. and any other foundations in M 35 grade Reinforced cement concrete using Portland Slag Cement (conforming to strength requirement of IS: 455, 4031, 4032 and 8112) including the cost of steel centering and shuttering etc. with all leads, lifts and depths all complete. Item to include fixing of all types of structural steel inserts as per drawings and specifications. Reinforcement shall be measured and paid separately as per item 4.1.

17008 Cum

per cum


1. All initial layout and setting out work using total station survey and including identification and temporary supporting and protecting of existing services.




2. Excavation up to the bottom level of PCC levelling course through all types of soils with stable slopes including removal of all obstructions like boulders, rocks, cement concrete structures etc.

3. Disposal of all spoils, dismantled materials, surplus earth for all leads and lifts, and to keep the work area neat and tidy during the work and thereafter.

4. Cost of pumping/bailing out of water, including its labour, material and equipment etc.

5. Cost of providing centering and shuttering including its erection, dismantling and removal for all leads and lifts with all required tools and plants.

6. Providing and mixing all ingredients including admixtures in batching plant and transportation, placement, finishing and curing of concrete for all leads, lifts and depths.

7. All arrangements needed to keep the reinforcement bars of pile cap and pier in position with due cover blocks of approved quality and thickness.

8. Cost of compacted backfilling around the pile cap/isolated footing with approved material and temporary restoration of road if required.

9. Cost of Maintenance and protection of existing services if any which in the opinion of Engineer-in-charge are likely to be affected by any related activities including temporary shifting of such services to facilitate construction of pile cap/footing work shall also have to be done, if so required by the Engineer-in-charge, and the cost for the same shall be included in the quoted rates.

10. Installation of any fixture into the pile cap/footing (cost of fixture to be paid separately as per requirement).








Measurements for payment shall be made on the volume basis in cubic meters of concrete and the volume shall be calculated by simple geometrical concepts and formulae for the finished volume (excluding PCC levelling course to be laid down below pile caps, which is to be measured and paid separately under relevant item) only. Quantity of concrete of piles, which has gone into the pile caps shall be deducted.

TOTAL UNDER SUB-HEAD I

SH-II: SUB-STRUCTURE

2.1 Providing and laying Reinforced cement concrete for construction of piers, abutments, portal frames, pier caps and bearing pedestals and seismic arresters over pier/ abutment caps at all locations with specified grade using Ordinary Portland Cement (conforming to strength requirement of IS:8112) including the cost of steel centering and shuttering etc. complete including testing of materials etc. for casting pier & pier cap in one/two stage, necessary tools, plants, machinery and all related operations as required to complete the work as per drawings and specifications with all leads, lifts and depths true to level and position but excluding the cost of providing reinforcement. Reinforcement shall be measured and paid separately as per item 4.1.

a M50 grade Reinforced Cement Concrete 8,238 cum per cum

b M60 grade Reinforced Cement Concrete 3,149 cum per cum

c Extra for using Self-compacting Concrete in any M50/M60 gradeconcrete instead of ordinary concrete

3,030 cum per cum

A) The scope of work in this item includes

1. All incidental work required including providing, placement fixing and removal of steel shuttering, staging, scaffolding and form liner etc.

2. Casting of piers & pier cap as per approved mock up pattern in piers etc. including providing and mixing all ingredients and admixtures (if required) etc. in weigh batching plant, transportation, placement, vibration, compaction finishing and curing, which shall also involve preparation of surface, placing in position as per specification and the direction of the Engineer-in-charge.

3. Disposal of all spoils and rubbish and to keep the work area neat and tidy during the work and thereafter.

4. All arrangements needed to keep the reinforcement bars in position with due cover blocks of approved quality and thickness.




5. Installation of any fixtures (cost of fixtures if any, to be paid separately or shall be supplied by the department free of cost).

6. All incidentals, labour, material, sampling and testing, Quality assurance, equipment and works required to execute and complete the job as per specifications and as approved by Engineer-in-charge.

7. Casting and approval of the Mock up for the full height pier, if required at designated location including surface patterns/grooves from the Engineer-in-charge.

8. Safety measures including barricading around the piers/ abutments or any similar structure during construction as specified in approved drawings and as directed by the Engineer-in-charge.


Measurement shall be made for the finished volume of concrete only as per the approved drawings. No deduction will be made for the volume occupied by any fixture provided in the pier etc. structural component and reinforcement etc. For form finish on the pier surface, the measurement for the concrete volume shall be based on concrete dimensions measured at outside surface of form finish i.e. without deduction for grooves. There will be no measurement of the mockup piers.

2.2 Supplying, fitting and fixing in position true to line and level PIN and / or POT-cum-PTFE bearing consisting of a metal piston supported by a disc or unreinforced elastomer confined within a metal cylinder, sealing rings, dust seals, PTFE surface sliding against stainless steel mating surface, complete assembly to be of cast steel /fabricated structural steel, metal and elastomer elements to be as per IRC: 83 part-I & II respectively and other parts conforming to BS: 5400, section 9.1 & 9.2 and clause 2006 of MoRT&H Specifications complete as per drawing and approved technical specifications, grouting holes and filling the underside of base plates using pre-packed, free flowing high strength, non-shrinkage grout such as CONBEXTRA HF of M/s FOSROC or approved equivalent, as per manufacturers specifications. Cost of providing temporary bearings / supports as required and other incidental expenses (if any) shall also be included. Bearings shall be provided with a warranty of trouble free maintenance of 15 years.

a Free Bearings

(i) V = 280 T 126 Nos.

Movement Longitudinal = 70 mm

Movement transverse = 10 mm

(ii) V = 510 T 198 Nos.






(iii) V = 220 T 128 Nos.



(iv) V = 150 T 177 Nos.



b Longitudinal Guide Bearing

(i) V = 280 T 18 Nos.

Transverse Force = 60 T


(ii) V = 510 T 18 Nos.



(iii) V = 220 T 128 Nos.


Movement Longitudinal =25 mm

(iv) V = 150 T 49 Nos.



c Pinned Bearings

(i) Transverse Force = 120 T 64 Nos.

Longitudinal Force = 350 T

(ii) Transverse Force = 200 T 9 Nos.

Longitudinal Force = 600 T

Note: There may be a variation of ±15% in the above mentioned loads. The quoted rates shall include any such variation of loads and nothing extra shall be paid on this account. However, if the variations in the above mentioned loads exceed ±15%, the quoted rates shall be enhanced or reduced in the same proportion of Vertical load for Free and Guided bearings and the sum of Transverse and Longitudinal force for pinned bearings.


1. The items includes the cost of Design and submission of bearing design & drawings and obtaining the approval from Engineer-in-charge before execution of such works.




2. The item includes the cost of placement of various types of bearings or its components in position during casting of pier, pier cap, abutment cap and pedestal etc., as per detailed specifications/instructions attached, including grouting of the holes and ready mix grout underside of base plate with approved quality of non-shrink cementitious grout is included in the scope of the item itself.

3. The item includes the cost of all materials, labour, equipment, tools and plants, machinery required for execution of works.

4. The item includes the cost of cleaning blocks, placing and grouting anchor bolts in position after proper levelling etc.

5. The item includes the cost of maintenance of bearings during construction period.

6. The item includes the cost of supervision by bearing manufacturer(s) during installation.

7. The item includes the cost of testing of all materials involved in the execution of item as per approved design and specification.


Measurements for payment shall be made in number. for different types/ capacity of bearings.

2.3 Providing , fitting and fixing in position true in line and level elastomeric bearings on stoppers from pier cap for horizontal loads including stainless steel plate (at movable end) or any other suitable fixing arrangement complete in all respect with all components including grouting with non-shrink cementitious grout as per specification. Item includes preparation of design and drawing and its approval from the Engineer-in-charge, manufacturing, testing, transportation to site, storage with all handling, lead, lift etc. and placing the permanent bearings in position. Cost of providing temporary bearings / supports as required and other incidental expenses (if any) shall also be included. Bearings shall be provided with a warranty of trouble free maintenance of 15 years.

3010425 cucm

per cucm


1. The items includes the cost of design and submission of bearing design & drawings and obtaining the approval from Engineer-in-charge before execution of such works.

2. The item includes the cost of manufacturing as per approved design, transporting to site, placement in position during or after casting of pier, pier cap, abutment cap and pedestal etc., as per detailed specifications/instructions is included in the scope of the item itself.

3. The item includes the cost of all materials, labour, equipment, tools and plants, machinery required for execution of works.

4. The item includes the cost of maintenance of bearings during construction period.




5. The item includes the cost of supervision by bearing manufacturer(s) during installation.

6. The item includes the cost of testing of all materials involved in the execution of item as per approved design and specification.


Measurements for payment shall be made on the volume basis in cubic centimeters of bearings and the volume shall be calculated by simple geometrical concepts and formulae for the volume.

TOTAL UNDER SUB-HEAD II

SH-III: SUPER STRUCTURE

3.1 Providing, pre-casting, curing, lifting the segments from moulds and taking to the stacking yard, stacking precast segments in staking yard , transporting to site, lifting and placing in position precast RCC segments of uniform widths as well as varying width in transition zone with epoxy jointing including temporary pre-stressing in M60 grade Reinforced cement concrete using 43/53 grade OPC Cement using microsilica, using overhead launching girders or ground supported staging / trestles as specifically mentioned in the drawings or as per site requirements, cast-in-situ concreting in recess filling around Expansion joint with M60 grade concrete with microsilica including the cost of providing necessary shuttering, staging, tools, plants and machinery complete, provision of connector for crash barriers, including sampling, testing of materials etc., provision of connector for crash barriers, all complete as per approved drawings, specifications and as directed by Engineer-in-charge but excluding the cost of reinforcement and permanent pre-stressing strands, sheathing, anchorages and other pre-stressing hardware, which shall be paid separately under item no. 4.1 and 4.2 respectively.

25994 Cum per cum


1. Arranging all infrastructure including setting up of casting yard, stacking yard, casting beds, machines, tools and plants at the casting yard for pre-casting, curing, lifting and stacking of segments in stacking yard. The proposal / layout/ scheme of casting yard with all salient details shall be got approved from Engineer-in-charge. Casting Yard will be arranged by the agency. If, it is arranged by the Department, it will be issued to the agency at a monthly rent of Rs. 6.00 Lakhs per month for an area of 2 acres.

2. All expenses incurred for gantry, launchers, cantilever launching frames, cranes, tools & plants, machineries etc. to be used by the contractor for transportation, erection/launching and placing in final position at site etc. complete.

3. Preparation of shop drawing i/c BBS for each segment showing all details as specified in drawings and the specifications.




4. Providing & mixing all ingredients of cement concrete as per approved mix design including admixture, if any in approved concrete batching & mixing plant, transportation to specified location in transit mixer of adequate capacity, placement of concrete with appropriate means including concrete pump, compacting/ vibrating concrete, finishing to line and level and curing etc.

5. Making arrangement and/or fixing/embedding all necessary electrical, drainage, pre-stressing ducts, other pre-stressing hardware and other fixtures etc. (cost of fixtures, if any, shall be paid for separately).

6. Casting of one successful mock segments at casting yard true to line, level and shape as per the direction of the Engineer-in-charge at no extra cost

7. Providing and placing form work in position required for casting of segments and its removal including cleaning, oiling and maintenance during pendency of work. Longline method shall be used for precast segments for portions curved in plan with radius less than 250 m. However, for straight portion of elevated road and plan curve greater than or equal to 250m, short line method can be adopted. Internal moulds of precast segments shall be able to cater for variable web thickness (transition and constant), variable soffit slab thickness (transition and constant) and various types of intermediate blisters either at web deck junction or soffit web junction.

8. Water/steam curing, stacking at casting yard including all handling, rehandling, interim storage operations required for the precast segments. The stacking of precast segments at site in two or more tiers shall be done with an intermediate frame which will receive upper box at web location and transfer the load on lower box at web location only (with three point support) and the scheme of stacking shall be got approved from the Engineer-in-charge.

9. Shifting of segments to the site using low bedded trailers in accordance with the prevailing traffic rules including loading and unloading at site with the help of cranes/ launching girders/ plants and equipment required.

10. Fabrication, assembling, testing, shifting of launching trusses whenever and wherever required.

11. Providing, preparing and applying approved epoxy agent for joining the segments including application of temporary pre-stressing for joining two precast segments or precast segment with cast-in-situ diaphragm segment till permanent pre-stressing.

12. All the operations involved in launching of segments by use of launching girder or ground supported staging/trestles, providing temporary bearings / jacks for supporting/ maintaining line and level, hanging of segments, movement, application of epoxy at joints, temporary pre-stressing etc. Load testing of the launching girder shall be done by the contractor at no additional cost to PWD.

13. Working for all leads, lifts, labour, material and equipment etc.




14. Testing all the materials involved in the execution of the item as per QAP and specifications including providing the samples and transporting the same to the testing laboratory.

15. All recess in the segments to be filled with grout as approved by Engineer-in-charge after erection of structure and removal of temporary pre-stressing.

16. Providing hooks for handling and lifting of precast segments etc.

17. Provision for curvature in plan, elevation & superelevation

18. Casting of concrete projection along with deck slab for supporting electric poles/signage including providing steel insert plates for fixing the same. Steel items shall be paid separately.

19. Contractor shall also install Bearings and Expansion Joints wherever required in the bridge deck as per approved drawings and as per manufacturer specifications/ directions of Engineer-in-charge. Nothing extra shall be paid on account of any incidental expenditure/ charges required for the fixing of Bearing and Expansion Joints. The cost of M60 grade concrete for filling the recess around EJs shall be measured and paid in this item. However the cost of providing and fixing Bearings and expansion joints shall be paid separately.

20. Cost of all provisions for fixing of rain water spouts as per drawings and as approved by the Engineer-in-charge to be kept in concrete during casting of concrete. The cost of material for recess filling around the rain water spouts is included in this item. However the cost of providing and fixing of the rain water spout shall be paid separately.

21. Cost of steel blasting to expose the aggregate for proper bonding, cement washing and other incidental expenditures.

22. Providing barricading and all traffic safety requirements including management of traffic as required and directed by Engineer-in-charge and as specified elsewhere in tender document.

23. Installation of any fixture into the precast segments (Cost of fixture to be paid separately).

24. All incidental labour, materials, equipment and works required to execute the job as per the directions of Engineer-in-charge.





Measurement shall be made for the volume of finished concrete which will include the concrete of segments in launched position, concrete in cast-in-situ stitching, concrete in recess filling around EJ, concrete used in projection for supporting electric poles/ signage. All linear dimensions shall be measured correct to one centimeter restricted to design dimension and volume calculations shall be correct to two decimal place in cubic meter. There will be no measurement/payment for the mock segment. The volume occupied by reinforcement, high tensile steel, sheathing, anchorages and opening for drainage spouts shall not be deducted. There will be no separate measurement for other components in scope of work like lifting hooks, temporary pre-stressing etc. and it is deemed to be included in the quoted rates. A rent of the casting Yard @ Rs. 600 Lakhs per month for 2 acres of land will be recovered from the Running Account bills.

3.2 Providing and laying M75 grade Reinforced Cement Concrete using 20mm down aggregates, 43/53 grade Ordinary Portland Cement, micro-silica, water reducing agents or any other plasticizers/super-plasticisers, for precast PSC segments of the superstructure constructed using free cantilevering technique (with maximum segment length of 3m ) complete as per the drawings, specifications and provisions contained elsewhere in tender documents including all type of steel shuttering, staging scaffolding, vibration and necessary tools, plant and machinery, testing of materials etc. all complete. The rates quoted shall exclude the cost of providing and placing reinforcement and pre-stressing steel, including necessary hardware. and the same shall be paid separately under item 4.1 and 4.2 respectively.

4416 Cum


1. Arranging all infrastructure including setting up of casting yard, stacking yard, casting beds, machines, tools and plants at the casting yard for pre-casting, curing, lifting and stacking of segments in stacking yard. The proposal / layout/ scheme of casting yard with all salient details shall be got approved from Engineer-in-charge.

2. Placing of steel formwork in position and its removal including cleaning, oiling and maintenance during pendency of work.

3. Preparation of shop drawing i/c BBS for each segment showing all details as specified in drawings and the specifications.







7. Providing and placing form work in position required for casting of segments and its removal including cleaning, oiling and maintenance during pendency of work. Longline method shall be used for precast segments for portions curved in plan with radius less than 250 m. However, for straight portion of elevated road and plan curve greater than or equal to 250m, short line method can be adopted. Internal moulds of precast segments shall be able to cater for variable web thickness (transition and constant), variable soffit slab thickness (transition and constant) and various types of intermediate blisters either at web deck junction or soffit web junction.

8. Water/steam curing, stacking at casting yard including all handling, rehandling, interim storage operations required for the precast segments. The stacking of precast segments at site in two or more tiers shall be done with an intermediate frame which will receive upper box at web location and transfer the load on lower box at web location only (with three point support) and the scheme of stacking shall be got approved from the Engineer-in-charge.

9. Shifting of segments to the site using low bedded trailers in accordance with the prevailing traffic rules including loading and unloading at site with the help of cranes/ launching girders/ plants and equipment required.

10. Fabrication, assembling, testing, shifting of launching trusses whenever and wherever required.

11. Providing, preparing and applying approved epoxy agent for joining the segments including application of temporary pre-stressing for joining two precast segments or precast segment with cast-in-situ diaphragm segment till permanent pre-stressing.

12. All the operations involved in launching of segments by use of launching girder or ground supported staging/trestles, providing temporary bearings / jacks for supporting/ maintaining line and level, hanging of segments, movement, application of epoxy at joints, temporary pre-stressing etc. Load testing of the launching girder shall be done by the contractor at no additional cost to PWD.



15. All recess in the segments to be filled with grout as approved by Engineer-in-charge after erection of structure and removal of temporary pre-stressing.

16. Providing hooks for handling and lifting of precast segments etc.





18. Casting of concrete projection along with deck slab for supporting electric poles/signage including providing steel insert plates for fixing the same. Steel items shall be paid separately.

19. Contractor shall also install Bearings and Expansion Joints wherever required in the bridge deck as per approved drawings and as per manufacturer specifications/ directions of Engineer-in-charge. Nothing extra shall be paid on account of any incidental expenditure/ charges required for the fixing of Bearing and Expansion Joints. The cost of M60 grade concrete for filling the recess around EJs shall be measured and paid in this item. However the cost of providing and fixing Bearings and expansion joints shall be paid separately.

20. Cost of all provisions for fixing of rain water spouts as per drawings and as approved by the Engineer-in-charge to be kept in concrete during casting of concrete. The cost of material for recess filling around the rain water spouts is included in this item. However the cost of providing and fixing of the rain water spout shall be paid separately.

21. Cost of steel blasting to expose the aggregate for proper bonding, cement washing and other incidental expenditures.


23. Installation of any fixture into the precast segments (Cost of fixture to be paid separately).



Measurement shall be made for the volume of finished concrete as per drawing only.

3.3 Providing and laying cast-in-situ M75 grade concrete using 43/53 grade Ordinary Portland Cement for the construction of RCC PSC solid slab superstructure for loops complete as per drawings, specifications and provisions contained elsewhere in tender documents, including all type of steel shuttering, staging, scaffolding and necessary tools, plants and machinery, testing of materials etc. The rates quoted shall exclude the cost of providing and placing reinforcement and pre-stressing steel, including necessary hardware and the same shall be paid separately under item 4.1 and 4.2 respectively.

12,695 Cum

per cum


1. Providing and mixing all ingredients including admixtures (if required) etc. with weigh batching plant installed at site, transportation, placement, vibration, compaction and finishing at all heights, lifts and lead etc.

2. Providing & placing of steel formwork in position and its removal including cleaning, oiling and maintenance during pendency of work.




3.All steel formwork including staging, making special arrangement like trusses, girders etc. over the drains for supporting staging to be used by the contractor, casting, curing of finished concrete etc. complete.

4. Provision of special shuttering panels and approval by Engineer-in-charge in the curved portions of superstructure and local thickening near supports.

5. Providing, placing and anchoring with tie down clips and stays galvanised strips machine made corrugated void former tubes of required diameter with end cone, slip joint coupling, end cap, sealants etc. all complete in the superstructure (if required) as per the drawings and approved by Engineer-in-charge. The tubes shall be manufactured with 0.7mm (min.) thick galvanised strip sheet or as per manufacturer's recommendations.

6. Providing and fixing of rain water spouts / splasher including all accessories as per drawings and as approved by the Engineer-in-charge. All provisions to be kept in concrete for attaching the splasher shall be provided during casting of concrete. The cost of the splasher shall be paid separately as per item 8.9.

7. fixing/embedding all necessary provisions like HDPE pipes and conduits of electrical or other fixtures.

8. All incidentals, labour, material and testing, equipment and works required to execute and complete the job as per specifications and as approved by Engineer-in-charge.

9. Contractor shall also install Bearings and Expansion Joints wherever required in the bridge deck as per approved drawings and as per manufacturer specifications/ directions of Engineer-in-charge. Nothing extra shall be paid on account of any incidental expenditure/ charges required for the fixing of Bearing and Expansion Joints. Cost of Bearings and expansion joints to be paid separately under item no. 2.2 & 3.11 respectively.

10. casting of concrete projection along with deck slab for supporting electric poles/signage including providing steel insert plates for fixing the same. Steel items shall be paid under item 8.3.


12. Providing and fixing in position HDPE ducts for pre-stressing cables as per approved drawing or as directed by Engineer-in-charge.


Measurement shall be made for the volume of finished concrete as per drawing (excluding the volume of voids, if any) only.




3.4 Providing, pre-casting, transporting and placing in position precast pre-tensioned concrete girders as per drawing and technical specification in M45 grade Reinforced cement concrete using 43/53 grade OPC Cement as per site requirements, providing necessary shuttering, staging, tools, plants and machinery complete, including sampling, testing of materials etc., specifications and as directed by Engineer-in-charge, including the cost of permanent pre-tensioning, pre-stressing strands, sheathing, anchorages and other pre-stressing hardware, but excluding the cost of Reinforcement which shall be measured and paid under the item no. 4.1.

5,920 Cum per cum


1. Arranging all infrastructure including setting up of casting yard, stacking yard, casting beds, machines, tools and plants at the casting yard for pre-casting , curing, pre-tensioning, lifting and stacking of beams in stacking yard. The proposal / layout/ scheme of casting yard with all salient details shall be got approved from Engineer-in-charge.

2. All expenses incurred for gantry, launchers, cranes, tools & plants, machineries etc. to be used by the contractor for transportation, erection/launching and placing in final position at site etc. complete.

3. Preparation of shop drawing i/c BBS for each girder showing all details as specified in drawings and the specifications.



6. Pre-stressing by pre-tensioning of girders as per the direction of the Engineer-in-charge.

7. Providing and placing form work in position required for casting of girders, pre-tensioning and its removal including cleaning, oiling and maintenance during pendency of work.

8. Water/steam curing, stacking at casting yard including all handling, rehandling, interim storage operations required for the precast girders.

9. Shifting of pre-tensioned girders to the site using low bedded trailers in accordance with the prevailing traffic rules including loading and unloading at site with the help of cranes/ plants and equipment required.

10. All the operations involved in launching of girders by use of suitable machinery, materials etc. maintaining line and level.









Measurement shall be made for the volume of finished pre-tensioned concrete girders. All linear dimensions shall be measured correct to one centimeter restricted to design dimension and volume calculations shall be correct to two decimal place in cubic meter. The Pre-stressing shall not be measured and shall not be paid separately. The volume occupied by reinforcement, high tensile steel, sheathing, anchorages and opening for drainage spouts shall not be deducted.

3.5 Providing and laying M 45 grade concrete using 43/53 grade Ordinary Portland Cement for the construction of RCC Slab superstructure over Precast Pre-tensioned beams placed in position complete as per drawings, specifications and provisions including all type of steel shuttering, staging, scaffolding and necessary tools, plants and machinery, testing of materials etc. Reinforcement shall be measured and paid separately as per item 4.1.

a In situ Reinforced Cement Concrete in M45 grade 2,980 Cum

per cum

b Precast Reinforced Cement Concrete in M45 grade 1,191 Cum

per cum



2. Providing & placing of steel formwork in position and its removal including cleaning, oiling and maintenance during pendency of work.




3. All steel formwork including staging, making special arrangement like trusses, girders etc. over the drains for supporting staging to be used by the contractor for casting, curing of finished concrete etc. complete.

4. Provision of special shuttering panels and approval by Engineer-in-charge in the curved portions of superstructure and local thickening near supports.

5. All incidentals, labour, material and testing, equipment and works required to execute and complete the job as per specifications and as approved by Engineer-in-charge.

6. Contractor shall also install Bearings and Expansion Joints wherever required in the bridge deck as per approved drawings and as per manufacturer specifications/ directions of Engineer-in-charge. Nothing extra shall be paid on account of any incidental expenditure/ charges required for the fixing of Bearing and Expansion Joints. Cost of Bearings and expansion joints to be paid separately under item no. 2.2 & 3.11 respectively.

7. casting of concrete projection along with deck slab for supporting electric poles/signage including providing steel insert plates for fixing the same. Steel items shall be paid under item 8.3.



Measurements shall be made for the finished volume of concrete in slabs in cum. All linear dimensions shall be made correct to one centimeter restricted to design dimensions and volume calculation shall be worked out nearest to two decimal places in cubic meter. No deductions shall be made for providing holes and fixtures, if any.

3.6 Providing, pre-casting, transporting, erecting and placing in position over deck slab, precast crash barriers in M-40 grade concrete using 43/53 grade O.P.C. having formliner finish on the outer face and integrating with deck by providing and laying M-40 grade concrete in cast-in-situ portion of crash barrier as per approved drawing including centering and shuttering required, form liner finish, making joints at every 9 m in cast in situ portion and sealing with back up rod & polysulphide sealant, providing all tools, plants and machineries, leads and lifts etc. all complete as per approved drawing & direction of the Engineer-in-charge but excluding the cost of reinforcement which shall be paid separately under item no. 4.1.

6,563 Cum per cum


1. Providing and mixing all ingredient of cement concrete as per approved mix design including admixture, if any in approved concrete batching and mixing plant, transportation to pre-casting site in transit mixer of adequate capacity, placement of concrete with appropriate means including concrete pumps, compacting/ vibrating concrete, finishing to line and level, curing etc.




2. Approval of the facia patterns on crash barrier panels from the Engineer-in-charge.

3. Making all arrangements for pre-casting of part portion of Crash Barrier, handling, rehandling, curing, stacking, transportation to the site, erection in position with suitable means, integrating with deck and in situ portion of crash barrier complete as per approved drawing.

4. Providing shuttering, staging and scaffolding including its modification, erection and removal in accordance with the provisions mentioned else where in the tender document and form liner finish on the outer face of crash barrier.

5. Providing and laying approved quality Poly-sulfide sealant suitable for expansion joints including necessary back-up rods, bond breaking tapes etc. complete

5. Making arrangement and/or fixing/embedding all necessary fixtures. Cost of fixtures shall be paid for separately.

6. Fixing/embedding all necessary provisions like HDPE pipes and conduits of electrical etc. Cost of HDPE will be paid separately.




Measurements shall be made for the finished volume of concrete in Crash Barrier (Cast in situ portion as well as precast portion) in cum. All linear dimensions shall be made correct to one centimeter restricted to design dimensions and volume calculation shall be worked out nearest to two decimal places in cubic meter. No deductions shall be made for providing holes in crash barriers. The reinforcement shall be measured and paid under relevant item.

3.7 Providing, pre-casting, transporting, erecting and placing in position over deck slab, precast crash barriers in M-40 grade concrete using 43/53 grade O.P.C. having formliner finish on the outer face as per approved drawing including centering and shuttering required, form liner finish, sealing the joints with back up rod & polysulphide sealant, providing all tools, plants and machineries, leads and lifts etc. all complete as per approved drawing & direction of the Engineer-in-charge but excluding the cost of reinforcement which shall be paid separately under item no. 4.1.

4,389 Cum per cum


1. Providing and mixing all ingredient of cement concrete as per approved mix design including admixture, if any, in approved concrete batching and mixing plant, transportation to site in transit mixer of adequate capacity, placement of concrete with appropriate means including concrete pumps, compacting/ vibrating concrete, finishing to line and level, curing etc. for cast in situ and precast component of crash barrier.




2. Approval of the facia patterns, if any, on crash barrier panels from the Engineer-in-charge.

3. Providing shuttering, staging and scaffolding including its modification, erection and removal in accordance with the provisions mentioned else where in the tender document.


5. Fixing/embedding all necessary provisions like HDPE pipes.




Measurements shall be made for the finished volume of concrete in Crash Barrier in cum. All linear dimensions shall be made correct to one centimeter restricted to design dimensions and volume calculation shall be worked out nearest to two decimal places in cubic meter. No deductions shall be made for providing holes and fixtures in crash barriers.

3.8 Providing and laying machine batched, machine mixed and machine vibrated design mix reinforced concrete in Retaining Walls, Dirt wall, columns and coping of RE wall, if required etc., with M35 grade of concrete using Ordinary Portland Cement (conforming to strength requirement of IS:8112) as per approved drawings supplied by the Engineer-in-charge including all types of shuttering, staging, scaffolding, necessary tools, plants, machinery and all related operations as required to complete the work with all leads, lifts, and depths true to level and position all complete but excluding the cost of reinforcement and the same shall be paid separately under item 4.1 .

742 Cum per cum


1. Providing and mixing all ingredient of cement concrete as per approved mix design including admixture, if any, in approved concrete batching and mixing plant, transportation to casting -site in transit mixer of adequate capacity, placement of concrete with appropriate means including concrete pumps, compacting/ vibrating concrete, finishing to line and level, curing etc. all complete.

2. Approval and providing facia patterns, if any, on retaining wall from the Engineer-in-charge.

3. Providing shuttering, staging and scaffolding including its modification, erection and removal in accordance with the provisions mentioned else where in the tender document.

4. Making all arrangements for pre-casting of part portion of Crash Barrier, handling, rehandling, curing, stacking, transportation to the site, erection in position with suitable means, integrating with deck and in situ portion of crash barrier complete as per approved drawing.





6. Disposal of all spoils and rubbish and to keep the work area neat and tidy during the work and thereafter.

7. Safety measures including Barricading around the walls or any similar structure during construction as specified in approved drawings and as directed by the Engineer-in-charge.




Measurements shall be made for the finished volume of concrete in cum. All linear dimensions shall be made correct to one centimeter restricted to design dimensions and volume calculation shall be worked out nearest to two decimal places in cubic meter. No deductions shall be made for providing holes and fixtures in crash barriers.

3.9 Providing and laying Design Mix Reinforced Cement Concrete of grade M30 with 43/53 grade Ordinary Portland Cement in cast-in-situ Approach Slabs, Friction Slabs over the approaches complete as per drawing excluding the cost of steel reinforcement and same shall be paid separately under item 4.1 .

121 Cum per cum


1.Providing and mixing cement concrete with all ingredients and admixtures (if required), with weigh batching plant, transportation, placement, finishing and curing of concrete.

2.Providing steel shuttering, staging, and scaffolding, including its modification if any , erection and removal in accordance with the provisions mentioned elsewhere in the tender documents for all leads and lifts with all required tools and plants.

3. All incidental labour, material, equipment and works required to execute and complete the job.




The measurement shall be made for the finished volume of concrete in cubic meters correct to two decimal places. PCC under the approach slab shall not be measured for payment purpose.




3.10 Providing and installing 4mm thick polymer modified APP Double reinforcement membrane (Fiberglass and Nonwoven Polyester mat) of approved make including necessary primer and adhesive heating and rolling, overlapping and sealing joints etc. complete as per specifications and manufacture's recommendations by approved supplier as per the directions of Engineer-in-charge.

69,629 sqm per sqm


1.Providing 4mm thick polymer modified APP Double reinforcement membrane (Fiberglass and Nonwoven Polyester mat) of approved make at site.

2. Providing adhesive heating and rolling, overlapping and sealing joints etc. complete as per specifications and manufacture's recommendations

3. All incidental labour, material, equipment and works including transportation cost required to execute and complete the job.



The measurement shall be made for the finished area of deck in square meters correct to two decimal places. Overlaps shall not be measured for payment purpose

3.11 Providing and installing expansion joints as per specifications detailed in IRC:SP:69 duly supplemented with manufacturer's recommendations. Entire installation is to be carried out strictly in the presence of manufacturer's representative only at all times. Item to include preparation of design and drawing and its approval from the Engineer-in-charge, necessary provision and filling of recess for the expansion joints at no extra cost. The seal of the expansion joint shall be such as not to permit any dust collection at all times. Item to include all incidentals required to complete the job. Expansion Joints shall be provided with a warranty of trouble free maintenance of 15 years.

a Single strip seal joint with a total allowable movement of 80mm 979 Rm per m

b Longitudinal Expansion Joint with a total allowable transverse movement of 20mm

740 Rm per m


1. Engaging a specialised agency for execution of Expansion joint with the approval of Engineer-in-charge.

2. Preparation of design and drawing obtained from the specialised agency and its approval from the Engineer-in-charge.

3. Providing the Expansion joints of approved make and approved dimensions at site.




4. Installation of joints complete as per specifications and manufacture's recommendations in the presence of specialised agency's representative.

5. Providing the dust proof seal of approved make from the approved specialised agency and getting it installed between the edge beams.

6. All incidental labour, material, equipment and works including transportation cost required to execute and complete the job.


8. Providing warranty of 15 years for trouble free maintenance form the specialised agency and duly endorsed by the main construction agency


The measurement shall be made for the finished length of complete assembly consisting of two edge beams and seal duly inserted in position in meters correct to two decimal places.

TOTAL FOR SH - III

SH-IV: REINFORCEMENT AND PRE-STRESSING

4.1 Providing & placing in position at all depths and heights Thermo-Mechanically Treated (TMT) Fe 500 D grade Reinforcement Bars including cutting, straightening, bending, binding with mild steel annealed binding wire of 18 SWG i/c, testing of materials complete as per approved drawings, specifications and as per directions of the Engineer-in-charge. Item to include all incidental work to execute the job. The cost of all laps & splices, testing, welding, stiffeners, chairs and spacer bars, mechanical couplers for splicing 25mm and above dia bars shall be included in the quoted rates as per specifications.

17,150 MT per MT


1. The breakup of total quantity of Reinforcement are as following

a. Foundations = 5178 MT

b. Substructure = 2238 MT

c. Superstructrure = 9734 MT

For deviation purpose, the quantity of Reinforcement in substructure will be treated in superstructure i.e. total quantity in superstructure is 2238+9734 = 11972 MT




2. The item includes the cost of all the operations involved from procurement of the steel in the stacking yard up to the placement including cutting and bending as per the Bar Bending schedules (BBS to be prepared by the contractor and approved by the Engineer-in-charge) including the cost of stacking.

3. The item includes the cost of applying of one coat of cement wash slurry (1kg cement and 600cc inhibitor solution - Patent no.:109784/67 or equivalent) by dipping or brushing and drying for at least 24 hrs. on the steel immediately after procurement for its protection from corrosion.

4. Binding the steel with binding wires of 18 SWG gauge and/or by welding by electric arc recess at two of the four points at each crossing of reinforcement bars as per direction of Engineer-in-charge and as per the specifications. The size of the weld shall be adequate to ensure that it can withstand the handling till concreting.

5. The item includes the cost of spacers, chair bars, cover blocks, couplers (if used) reinforcement bars for lifting, hooks, handling and overlapping of bars for placing the steel.

6.Providing Laps in bars as shown on drawings or otherwise specified by the Engineer-in-charge. However, bars of maximum length shall be used in the work.


8. Providing barricading and all traffic safety requirements as directed by Engineer-in-charge.

9. The item includes all other incidental expenditures for completing the job.


The measurement for the payment shall be made on the weight in Tonnes and the weight shall be calculated by multiplying the total length of all the reinforcement of different diameter as per BBS by the standard coefficient for each diameter of bar. Method of deriving the weight of reinforcement used is as follows :

(i) Reinforcement shall be measured in length of different diameters as per drawings nearest to a centimeter.

(ii) The standard sectional weights referred to as in Table given under para 7.2.2 of Vol. II of Financial Bid document will be considered for conversion of length of various sizes of TMT bars into standard weight.




(iii) Records of actual sectional weights shall be kept diameter wise and lot wise. The average sectional weight for each diameter shall be arrived at from samples from each lot of steel received at site. The decision of the Engineer-in-charge shall be final w.r.t. the procedure to be followed for determining the average sectional weight of each lot. Quantity of each diameter of steel received at site of work each day will constitute one single lot for the purpose. The weight of steel by conversion of length of various sizes of bars based on the actual weighted average sectional weight shall be termed as Derived Actual Weight.

(iv) (a) If the Derived Weight as in sub-para (iii) above is lesser than the standard weight as in sub-para (ii) above then the derived actual weight shall be taken for payment. (b) If the derived actual weight is found more than the standard weight, then the standard weight as worked out in sub-para (ii) above shall be taken for payment. In such case nothing extra shall be paid for the difference between the derived actual weight and the standard weight.

4.2 Providing/fabricating and stressing of 19K15 or other approved system post-tension H.T low relaxation strands conforming to IS 14268:1995, threading them (i.e. cutting, pulling, pushing and placing) in HDPE doubly corrugated sheathing ducts, placing them in proper profiles for permanent pre-stressing of concrete segments/RCC members including anchorages, bearing plates, wedges, recess filling etc. Complete as per detailed drawings and approved specifications, grouting the cables after pre-stressing as per specifications, recording the pre-stressing data, presenting/reporting the same in the manner required by the Engineer-in-charge, treating the projected end of the strands after anchorages and covering the same with pre-packed, free flow, high strength, non-shrink grout/mortar such as conbextra HF of M/s FOSROC or approved equivalent as per the specifications, all complete including the cost of all labour, machinery and materials and pre-stressing hardware etc., as per the specifications and directions of the Engineer-in-charge.

1,381 MT per MT


1. Engaging a specialised agency for execution of Pre-stressing work with the approval of Engineer-in-charge.

2. Provision of all materials and accessories for permanent as well as temporary use like necessary pre-stressing hardware such as trumpet cone, bearing plates, anchorages, wedges, bursting reinforcement, Jacks and Pumps of suitable capacity, all other tools & Plants, machinery and manpower of all categories to complete the job of pre-stressing as per the specifications and as per the directions of the Engineer-in-charge.

3. Providing and laying doubly corrugated HDPE sheathing of required size, as per technical specifications in the required line and level as per approved construction drawing.




4. Procurement of H.T. low relaxation strands from approved supplier. The extra pieces of strands after stressing of the cables will be the liability / property of the contractor.

5. Threading of strands in HDPE ducts as per specifications and direction of Engineer-in-charge.

6. All other items of materials, plants and equipment and works (not specifically excluded above), for proper pre-stressing operation of the cables, providing and mixing cement grout as per specification and grouting the ducts including provision of vents and grouting etc. will be included in the cost of this item.

7. Carrying out the tests on the Pre-stressing systems including making all other necessary arrangements in an approved manner.

8. Stressing of strands conforming to relevant specifications to the required force and to required extensions as per the specifications mentioned elsewhere in tender documents, approved drawing and in accordance with the approved and established system of pre-stressing with necessary jacks (multi strand jacks only), power pumps, and locking each strand in accordance with prescribed system at both ends including cutting the superfluous strands and sealing the ends etc. complete.

9. Provision of all steel chairs/spacer bars wherever required.

10. Presentation of the test reports and pre-stressing data in the approved format to the Engineer-in-charge including the corrective measures that may be necessary and required.


12. All incidental labour, materials, equipment and works required to execute the job and adopting all safety precautions as per the directions of Engineer-in-charge.

13. Providing barricading and all traffic safety requirements and management of traffic as per direction of Engineer-in-charge.


The measurement for this item will be based on the theoretical quantity of the weight of strands pre-stressed. Length of strands will be calculated from anchorage Plate face to anchorage plate face(s) at the two ends and weight should be worked out by multiplying with standard weight of individual strands as per relevant IS code. Any length beyond anchorage plate face as above including those due to attaching jacks, elongation etc. shall not be measured for payments. There will be no separate measurement/payment for any pre-stressing hardware like anchorages, bearing plates, wedges, bursting reinforcements, trumpet etc. and are deemed to be included in the quoted rate.

TOTAL FOR SH -IV




SH- V: REINFORCED SOIL WALL

5.1 Providing and laying M 35 grade (using 43/53 grade Ordinary Portland Cement) precast concrete facia wall having minimum area as 1.5 sqm, minimum height as 900 mm, minimum thickness as 180 mm including design with approval including excavation, providing "levelling pad" using M15 grade concrete, TMT 500 D reinforcing steel in precast facia panels with form liner finishes as per the design requirements, drainage pipes, precast cover facia for drainage pipes as per drawings, logo panels, geo-textile filter fabric including 600 mm wide filter media at base and sides behind the facia wall as per drg., drain sleeve in lower panels as per drawings and design, supplying and laying in position the specified and approved length of galvanised steel strips with proper connection to facia panel as per the design and drawings and direction of the Engineer-in-charge and anchoring with filled up surface of earth, complete excluding the cost of backfill, but including all arrangement like semi-saucer / kerb channel or drain required for drainage complete with all materials, labour, lead & lift, transportation, plants, machinery, scaffolding to keep facia panels in position, taxes, royalties etc. complete. The coping beam is not permitted and the top panels shall be cast in the inclined profile as per approved shop drawings. Any ground improvement works for bearing capacity enhancement of ground (if required) shall also be included in the quoted rates.

9,018 sqm per sqm


1. Designing and getting the approval for reinforced soil wall system from Engineer-in-charge and engaging a specialised agency for execution and supervision of work.

2. Preparing shop drawings for casting the RCC panels as per approved design with minimum height as 900 mm, minimum thickness as 180 mm and area of each panel not less than 1.5 sqm. The coping beam is not permitted and the top panels shall be cast in the inclined profile as per approved shop drawings.

3. All initial layout and alignment of reinforced soil wall after site clearance and initial excavation, for the construction of RE Wall structure and providing leveling pad including all components like reinforcing element, etc., dismantling of footpath, planters etc. if required as per the directions of the Engineer-in-charge and preparing designs & shop drawings giving levels etc. The work shall be started only after approval of the design and shop drawings by Engineer-in-charge.

4. Approval of the desired form liner finish, facia patterns on panels including logo panel with name of clients etc. from the Engineer-in-charge. Nothing extra shall be payable for mock ups and trials of the facia panels and other items.




5. Providing precast facia panel as per approved drawing & pattern, erecting the panels true to line and level and galvanised carbon steel strips including connections with the panel complete as per drawing and direction of Engineer-in-charge.

6. Filter media with stone crushed aggregates and geotextile fabric as per drawings at the bed level of the embankment of reinforced earth structure and behind the facia panels for proper drainage as per approved drawings and particular specifications.

7. Providing and placing 200 mm dia PVC perforated Pipe (perforation at top half only) wrapped in geotextile and filled with filter media, as per drawing for drainage of seepage water (sub surface drains) from the fill between RS walls.

8. Providing GI steel reinforcing strip of required strength of 40KN/m as per drawing in the friction slab in addition to the soil reinforcement provided with the reinforced soil wall panels.

9. All transportation, erection in position and alignment as per approved shop drawings to the satisfaction of Engineer-in-charge.

10. Drainage system for disposal of storm water including providing vertical drainage pipe on the surface of wall and covering with precast cover facia complete as per drawing and direction of Engineer-in-charge.



13. Providing barricading and all traffic safety requirements and traffic management during construction as per direction of Engineer-in-charge and Traffic Police.


The wall area shall be measured from top of concrete levelling pad at base to top of facia panels in square meter restricted to design area as per approved drawing. All linear dimensions shall be measured correct to one centimeter and area calculations shall be correct to two decimal place in square meter. The cost of backfill (other than filter media) is not included in this item and shall be measured and paid for separately in item no. 5.2. No separate payment for any type of reinforcement shall be made.




5.2 Providing, placing and compacting approved backfill material in layers as per approved methodology including testing for reinforced fill portion and random fill portion in the approaches between the Reinforced Soil (RS) Wall panels as per approved drawings and particular specifications. Item to include 500mm thick sub-grade construction as per specifications with CBR under soaked conditions not less than 5%. All incidental work required to complete the job shall be included in the quoted rates. The item shall be measured and paid for the finished volume of backfill and sub-grade placed in position excluding the volume of filter media at base and behind the RS walls.

45,473 cum per cum


1. The item includes the cost of all the operations involved to complete the job as given under section 305 of MORTH Specifications for Road and Bridge Works (Fourth Revision) 2001 including the cost of all material, machinery, Tools and Plants and labour to complete the job as per approved drawings and as directed by the Engineer in charge.

2. The item includes the cost of testing of all the materials involved in the execution of the Earth Work in Embankment as per section 900 of MORTH Specifications for Road and Bridge works (Fourth Revision) 2001 and Quality Assurance Plan prepared by the Contractor and duly approved by the Engineer-in-charge.

3. The item includes all other incidental expenditures for completing the job as directed by the Engineer-in-charge.


The volume of fill material shall be calculated by taking cross sectional level at interval of 5 m in longitudinal direction and 3m in Transverse direction and using the method of average end areas.

TOTAL FOR SH - V

SH-VI: ROAD WORKS

6.1 Excavation for roadway including shoulder, carriageway and median with disposal including all leads and lifts all complete as per clause 301 of MoRT&H Specifications of road and bridge works (fourth revision). Item to include excavation in ordinary rock (not requiring blasting ) like laterites shales, sandstones, stone / brick masonry, plain / RCC concrete, footpath, median, WBM, WMM, lime concrete, BM, DBM & BC etc.

2,250 cum per cum

A-The scope of work of this item also includes:

1. All safety measures during excavation for workers / T&P against poisonous gases, leachate etc. coming out of garbage.




2. Cutting for excavation shall be done in stabilised slope. The contractor shall submit design and drawings for slope stability in the given strata for approval of Engineer-in-charge.

3. Excavation through all types of malba including removal of all obstructions like boulders, rocks, building rubbish, city waste etc.

4. Disposal of all spoils, dismantled materials, surplus earth for all leads and lifts, and to keep the work area neat and tidy during the work and thereafter.

5. It shall include proper compaction of excavated surface before carrying out further work.

6. Cost of Pumping / bailing out of water, leachate etc. including its labour, material and equipment including running charges.


The volume of excavated material shall be calculated by taking measurements of length, width and height correct to one cm. The volume of excavated material shall be calculated by taking cross sectional level at interval of 5 m in longitudinal direction and 3m in Transverse direction and using the method of average end areas.

6.2 Preparation and consolidation of sub grade with power road roller of 8 to 12 tonne capacity after excavating earth to an average of 22.5 cm depth, dressing to camber and consolidating with road roller including making good the undulations etc. and re-rolling the sub grade and disposal of surplus earth withall leads and lift complete inlcuding the cost of all materials, machinery, manpower as per the specifications.

22,350 sqm per sqm

SUB-BASE AND BASE COURSES

6.3 Providing, laying, spreading and compacting specified close graded sand, stone aggregate or any other close graded material as per MoRT&H specifications (Table 400-1) gradation-I of C.B.R. value not less than 20%, in lower granular sub-base course 150 mm thick including mixing the material to OMC, spreading with motor grader on a prepared base compacting with vibratory road roller of 8 to 10 Tonne capacity to achieve the desired density i/c all materials, labour, machinery, etc. complete as per clause - 401of MoRT&H specifications for road and bridge works (fourth revision).

6,759 Cum per cum


1. The item includes the preparation of subgrade and laying of lower layer of granular sub-base of thickness 150mm.

2. The item includes the disposal of earth/spoils of the site for all leads and lifts as per the directions of the Engineer-in-charge.




3. The item includes the cost of all the operations involved to complete the job as per MoRT&H Specifications for Road and Bridge Works (Fourth Revision) including the cost of arrangement of all material, machinery, Tools & Plants, manpower of all categories as per the directions of the Engineer-in-charge.

4. The item includes the cost of testing of all the materials involved in the execution of the item as well the item at subgrade level, lower sub base and upper sub base as per the requirement of section 900 of the MoRT&H Specifications for Road and Bridge Works (Fourth Revision) and Quality Assurance Plan prepared by the Contractor and duly approved by the Engineer-in-charge.



Measurements for payment shall be made for finished item on volume basis in cubic metres, volume being calculated by taking levels before laying and finishing Lower Granular Sub-base layer. The compacted volume of granular sub-base in required width only shall be measured for payment.

6.4 Providing, laying, spreading and compacting specified graded sand, stone aggregate or any other coarse graded material as per MoRT&H specifications (Table 400-2) gradation-II of C.B.R. value not less than 30 % in upper granular sub-base course 150 mm thick including mixing the material to OMC, spreading with motor grader on a prepared base compacting with vibratory road roller of 8 to 10 Tonne capacity to achieve the desired density i/c all materials, labour, machinery, etc. complete as per clause - 401 of MoRT&H specifications.

6,759 Cum

per cum


1. The item includes the preparation of subgrade and laying of lower layer of granular sub-base of thickness 150mm.

2. The item includes the disposal of earth/spoils of the site for all leads and lifts as per the directions of the Engineer-in-charge.

3. The item includes the cost of all the operations involved to complete the job as per MoRT&H Specifications for Road and Bridge Works (Fourth Revision) including the cost of arrangement of all material, machinery, Tools & Plants, manpower of all categories as per the directions of the Engineer-in-charge.

4. The item includes the cost of testing of all the materials involved in the execution of the item as well the item at subgrade level, lower sub base and upper sub base as per the requirement of section 900 of the MoRT&H Specifications for Road and Bridge Works (Fourth Revision) and Quality Assurance Plan prepared by the Contractor and duly approved by the Engineer-in-charge.






Measurements shall be made for finished item on volume basis in cubic metres, volume being calculated by taking levels before laying and finishing Upper Granular Sub-base layer. The volume of granular sub-base only shall be measured for payment.

6.5 Providing, laying, spreading and compacting 250 mm thick Wet Mix Macadam (WMM) base course comprising of graded stone aggregates and granular material conforming to MORTH Specification (Table 400-11) in two layers of specified compacted thickness each, including pre-mixing the material with water at OMC in mechanical mixing plant, carriage of mixed materials by tippers to site, laying and spreading in uniform layers in base-course on a well prepared sub-base/base course on well prepared surface and compacting with power vibratory roller of 8 to 10 tonne capacity to achieve the desired density at OMC including all material, labours, machinery etc. complete for all leads and lifts and as per the directions of Engineer-in-Charge.

11,265 Cum per cum


1. The item includes the cost of all the operations involved to complete the job as given under section 406 of MoRT&H Specifications for Road and Bridge Works (Fourth Revision) 2001 including the cost of arrangement of all material, machinery, Tools & Plants, manpower of all categories as per the directions of the Engineer-in-charge.

2. The item includes the cost of testing of all the materials involved in the execution of the WMM as well finished item as per the requirement given in section 900 of MoRT&H Specifications for Road and Bridge Works (Fourth Revision) and as per direction of Engineer-in-charge.

3. The item includes all other incidental expenditures for completing the job as per the directions of the Engineer-in-charge.


Measurements shall be made for finished item on volume basis in cubic meters, volume being calculated by taking levels at 5 m intervals in longitudinal direction and at 3 m intervals in transverse direction before laying WMM and after the finishing of WMM.

6.6 Providing and applying Primer Coat with bitumen emulsion on prepared surface of granular base including clearing of road surface and spraying primer at the rate of 0.60 kg/sqm using mechanical means

45,061 Sqm per sqm





1. Cost of all material, labour and equipment and its handling including operation of the equipment.

2. Preparation of surface including cleaning removal of loose particles.

3. Maintaining adequate moisture curing and spraying the sand to blot the unabsorbed primer and spraying sand if traffic is likely to ply on primed surface.



The item shall be measured in terms of area of the surface primed in sqm correct to two decimal places.

6.7 Providing and applying Tack Coat with bituminous emulsionusing emulsion pressure distributor at the rate of 0.20 kg per sqm on the prepared bituminous/granular surface cleaned with mechanical broom.

294,840 Sqm per sqm


1. Cost of all labour, material and equipment and its operation and curing the surface for proper completion of work.

2. Testing of material and finished work as per clause 900 of MoRT&H specifications of road and bridge works (fourth revision)



The item shall be measured in terms of area of the surface primed in sqm correct to two decimal places.

6.8 Providing and laying 50 to 100 mm average compacted thickness of Bituminous Macadam with bitumen of grade CRMB-60 @3.5% (percentage by weight of total mix) prepared in Computarised Batch Type Hot Mix Plant of 100-120 TPH capacity using crushed stone aggregates of specified grading premixed with bituminous binder, transported to site by tippers, laid over a previously prepared surface with paver finisher equiped with electronic sensor to the required grade, level and alignment and rolling with smooth wheeled/vibratory rollers as per specifications to achieve the desired compaction and density, complete as per specifications and directions of Engineer-in-Charge.

3,380 Cum per cum


1. Item includes design and submission of job mix formulae which is to be approved by Engineer-in-charge.




2. Cost of all material, labour, equipment including its transportation to site, proper staking and upkeep cost of all equipment required for the preparation of mixed to required temperature, transportation of mix to site laying and compaction to achieve proper density removal of damaged work or rejected material from site.

3. Providing seal coat if traffic is likely to pass over the surface for short duration

4. Testing of material and finished work as per clause 900 of MoRT&H specifications of road and bridge works (fourth revision)



Measurements for payment shall be made for finished item on volume basis in cubic meters, volume being computed by taking levels before laying BM and after the finishing of BM on average end area basis.

6.9 Providing and laying 50 to 100 mm average compacted thickness of Dense Bituminous Macadam with bitumen of grade CRMB-60 @ 5% (percentage by weight of Total mix) and lime filler @ 2% (percentage by weight ofaggregate) on prepared surface with specified graded crushed stone aggregates including hot mixing of stone aggregates, filler and bitumen in computerised batch type hot mix plant of 100 - 120 TPH capacity, transporting the mixed material by tippers to site and laying the mixed material with paver finisher fitted with electronic sensing device to the required level and grade and rolling by road rollers, as per MORTH specifications, to achieve the desired density and compaction, but excluding the cost of primer/tack coat.

3,890 cum


1. The item includes the cost of all the operations involved to complete the job as given under section 504, 502 and 503 of MoRT&H Specifications for Road and Bridge Works (Fourth Revision) including the cost of arrangement of all material, machinery, Tools & Plants, manpower of all categories as per the directions of the Engineer-in-charge.

2. The item includes the submission and approval of the Job Mix Formula from the Engineer-in-charge.

3. The item includes the cost of testing of all the materials involved in the execution of the finished item of Dense Bituminous Macadam as per the requirement given in section 900 of MoRT&H Specifications for Road and Bridge Works (Fourth Revision) and approved Quality Assurance Plan






Measurements for payment shall be made for finished item on volume basis in cubic meters, volume being computed by taking levels before laying DBM and after the finishing of DBM.

6.10 Providing and laying 40/50mm compacted thickness of Bitumimnous Concrete with bitumen of grade CRMB-60 @ 5.5% (percentage by weight of Total mix) and lime filler @ 2% (percentage by weight of Aggregate) on prepared surface with specified graded crushed stone aggregates for wearing course including hot mixing of stone aggregates, filler and bitumen in computerised batch type hot mix plant of 100-120 TPH capacity, transporting the mixed material by tippers to site and laying the mixed material with paver finisher fitted with electronic sensing device to the required level and grade and rolling by road rollers, as per MORTH specifications, to achieve the desired density and compaction, but excluding the cost of tack coat complete as per teh directions of the Engineer-in-charge.

5,378 Cum per cum


1. The item includes the cost of all the operations involved to complete the job as given under section 509 and 503 of MoRT&H Specifications for Road and Bridge Works (Fourth Revision) 2001 including the cost of arrangement of all material, machinery tools and plants, manpower of all categories as per direction of Engineer-in-charge.

2. The item includes design and submission of the Job Mix Formula to be approved by the Engineer-in-charge.

3. The item includes the cost of testing of all the materials involved in the execution of B C and finished work as per the requirement given in section 900 of MoRT&H Specifications for Road and Bridge Works (Fourth Revision)



Measurements for payment shall be made for finished item on volume basis in cubic meters, volume being computed by taking levels before laying BC and after the finishing of BC.

6.11 Providing and laying Bitumen Mastic wearing course (as per section 515 of MORTH specifications) with industrial bitumen of grade 85/25 conforming to IS:702 prepared by using mastic cooker and laid to required level and slope including providing anti-skid surface with bitumen precoated fine grained hard stone chipping of approved size at the rate of 0.005 cum per 10 sqm and at approximate spacing of 10 centimetres centre to centre in both directions, pressed into surface protruding 1mm to 4 mm over mastic surface, including cleaning the surface, removal of debris etc. all complete (Considering bitumen using 10.2 % as per MORTH specifications).




a 25 mm thick mastic wearing course 69,629 Sqm

b 40 mm thick mastic wearing course 18,010.50 Sqm


1. Item includes design and submission of job mix formulae which is to be approved by Engineer-in-charge.

2. Item includes cost of all material and equipment needed for completion of the work as per clause 515 and testing of all materials and works as per section 900 of MoRT&H specifications for road and bridge works (fourth revision) and as per direction of Engineer-in-charge.

3. The item includes the cost of testing of all the materials involved in the execution of work as per the requirement given in section 900 of MoRT&H Specifications for Road and Bridge Works (Fourth Revision) or specified elsewhere and required to ensure the quality of work.



Measurements for payment shall be made for finished item on area basis in square meters, area being computed by taking measurements after finish of Mastic work at proper intervals.

TOTAL FOR SH - VI




SH-VII : TRAFFIC SIGNS, MARKINGS & OTHER ROAD APPURTENANCES

7.1 Providing and laying of hot applied thermoplastic compound 2.5 mm thick including reflectorising glass beads @ 250 gms per sqm area, (thickness of 2.5 mm is exclusive of surface applied glass beads) as per IRC:35, marking strips (retro-reflective) Lane / centre line / edge line/ transverse marking and any other marking, continuous or broken including directional arrows, lettering, curved lines on curves etc. of specified shade/colour by automatic thermoplastic paint applicator machine fitted with profile shoe, Glass beads dispenser, propane tank heater and profile shoe heater, driven by experienced operator on bituminous or cement concrete road surfaces including cost of material, labour, T&P, cleaning the road surface of all dirt, scales, oil, grease and foreign material etc. complete as per direction of the Engineer-in-charge, applicable specifications. The raw material used for marking shall conform BS 3262 Part - I & MoRT&H Specifications for road and bridge works (fourth revision) under section 800 clause 803.4; Item to include all incidental expenditure required to complete the job. The item shall also include the cost and application of sealing primer to be applied to concrete surfaces as per recommendation of the manufacturer.

6,000 Sqm per sqm


1. Specialised agency with the approval of the Engineer-in-charge shall be engaged for the execution of this item

2. The item includes the cost of all operations involved to complete the job as given under Section 800 clause 803.4 of MoRT&H Specifications for Road and Bridge Works (Fourth Revision) including the cost of arrangement of all material, machinery, Tools & Plants, manpower of all categories as per drawings and the directions of the Engineer-in-charge.

3. The item includes the cost of testing of all materials involved in the execution of the item as per the requirement given in MORTH Specifications for Road and Bridge Works (Fourth Revision) 2001 and QAP mentioned elsewhere in the tender document.



Measurement for payment shall be made for finished area in square meters measured correct to two decimal places. While measure the area, the width will remain constant as the thickness of the strips and shall be multiplied by the measured length of the strips provided at site.




7.2 Manufacturing, supplying and fixing retro reflective sign boards made up of 2mm thick aluminium sheet, face to be fully covered with high intensity unmetalised micro-prismatic retro reflective sheeting conforming to type-IX of ASTM-D-4956-01 in blue and white or other colour combination as approved by the Engineer-in-charge including subject matter, message (bi-lingual), symbols and borders etc. as per IRC:67-2001, pasted on substrate by pressure sensitive adhesive backing conforming to class 1 of ASTM-D-4956-01 and fixing the same with suitable sized aluminium alloy rivets and/or bolts & nuts to back support frame of M.S. angle iron of size 25x25x3 mm along with theft resistant measures, mounted and fixed with 2 Nos. M.S. angles of size 35x35x5mm to a vertical post made up of M.S.- Tee of section ISNT 50x50x6mm welded with base plate of size of 100x100x6mm at the bottom end and including making holes in pipes, angles, flats, providing & fixing M.S. message plate of required size wherever necessary. Steel work to be painted with approved shade, primer and paints as per specifications for steel structures (Vertical post of MS-Tee to be painted in black and white colours). Backside of aluminium sheet to be painted with two or more coats of epoxy paint including appropriate priming coat including all leads and lifts etc. complete as per drawing, specifications and directions of Engineer-in-charge.

a Informatory signs on single or double posts

(i) Direction signs, 1200 x 700 mm 42 Each

(ii) Advance direction / destination 1500 x 900 50 Each

(iii) Place identification sign 450 x 600 mm 37 Each

b Mandatory

(i) Octagonal 900 mm height for “STOP” 12 Each

(ii) Circular 600 mm dia. (Speed Limit/No parking/No stopping sign)

40 Each

c Cautionary signs like curve ahead, one way sign, merging traffic etc. as per drawing or as directed by Engineer-in-charge, Triangular 900 mm or 1200 ´ 800 rectangular

30 Each


1. The item includes the cost of all operations involved to complete the job as given under Section 800 of MoRT&H Specifications for Road and Bridge Works (Fourth Revision) including the cost of arrangement of all material, machinery, Tools & Plants, manpower of all categories, earthwork and foundations in M30 grade as per drawings and the directions of the Engineer-in-charge.

2. The item includes the cost of testing of all materials involved in the execution of the item as per the requirement given in Section 900 of Specifications for Road and Bridge Works (Fourth Revision) 2001 and QAP mentioned elsewhere in the tender document.






Measurement for payment shall be made for finished item on the basis of number of items counted.

7.3 Providing and installing retro-reflective single sided overhead signboards comprising of customized modular PU Epoxy Coated MS angle iron frame work, aluminium composite panel (ACP) as base board, micro prismatic retro-reflective sheet and electro cut coloured overlay film. The horizontal and vertical members of the MS frame module shall be made of MS angle iron 50x50x5mm in box shape. No panel size shall be more than one Sqm and each shall be braced diagonally (one way only) with MS angle iron 50x50x5mm in box shape. The MS frame module shall have length not more than 3M and multiple modules shall be connected together with 15mm. dia SS bolts of 304 grade spaced not more than 300 mm c/c. The aluminium composite panel (ACP) shall be 4mm thick with 0.5mm thick skin of aluminium on both sides. The ACP shall be routed, folded and fixed on the MS frame with VHB tape 25mm wide provided through out the length and breadth of the frame including riveting at the right angle face of the frame with pop riveting or with self taping SS screws 5mm. dia spaced not more than 300mm center to center ensuring that no riveting is seen on either face of the frame. On the front face of the ACP, micro prismatic retro-reflective sheet conforming to Type-IX of ASTM: D 4956-07 shall be pressure fixed as background sheet (In white colour) which will be over laid with electro cut transparent film of approved make and colour to create a desired road sign. The rear side of the MS frame shall be covered with balancing ACP of the same description and shall be fixed in the similar manner.

240 Sqm per sqm


1. The scope of work rate shall include all materials, labour, equipment, fabrication, transportation, erection, installation and incidentals all complete as per direction of the Engineer-in-charge.

2. The scope of work includes all operations required for making Aluminium Composite Panels an fixing on MS frame.

3. All operations required for making customised modular PU Epoxy Coated MS angle iron frame work.

4. Providing the micro prismatic retro-reflective sheet of required specifications and electro cut coloured overlay film.

5. Providing the MS frame module in required dimensions, bracing it and connecting the modules with require SS bolts of required grade.

6. All operations required to pressure fixing the micro-prismatic sheet to the board in the specified manner .





8. The item includes the cost of testing of all materials involved in the execution of the item as per the nomenclature of the item.


Measurement for payment shall be made for Finished Area of the sheet as per approved drawing in square meters correct to two decimal places. Structural frame work including painting, M.S. base plate, holding down bolts to be paid separately in item no. 7.4

7.4 Providing and fabricating Structural steel work welded and bolted, in built up sections for overhead signage upto 18m span length, 4.0 m cantilever arm of signage etc. Using Large diameter steel pipe (heavy duty MS pipes), MS flats, Base plates, Holding down bolts, nuts and washers for overhead signage structure etc. including cutting, hoisting, fixing in position and applying approved primer and finishing paints approved quality as per specifications and instruction of Engineer-in-charge. Item to exclude earthwork, PCC, reinforcement bars, RCC M-35 in foundation etc. and all material, labour, plants and equipment, incidental works and all complete as per drawing and Technical Specifications, (Clause 802 and as per IRC: 67-2001) and directions of Engineer-in-charge. Item to also include providing and laying 25 mm thick (average) free flow high strength non-shrink cementitious grout like conbextra-GP2 or approved equivalent below the base plate.

21,000 Kg per Kg


1. The item includes the cost of all operations involved to complete the job as given under Section 802 of Specifications for Road and Bridge Works (Fourth Revision) 2001 including the cost of arrangement of all material, machinery, Tools & Plants, manpower of all categories as per the directions of the Engineer-in-charge.

2. The item includes the cost of testing of all materials involved in the execution of the item as per the requirement given in Section 900 of Specifications for Road and Bridge Works (Fourth Revision) 2001 and QAP mentioned elsewhere in the tender document.



Measurement for payment shall be made for total weight of steel structure including base plate and bolts etc. as per approved shop drawing in metric tonnes.




7.5 Providing and fixing approved quality retro-reflectorised road delineators of orange coloured retro-reflective sheet fixed on vertical face of G.I. Pipe posts of 65 mm dia x 0.7 m height above finished level installed as per drawing and instructions of Engineer-in-charge including installation complete.

250 Nos. Each


1. The item includes the cost of all operations involved to complete the job as per the Specifications including the cost of arrangement of all material, machinery, Tools & Plants, manpower of all categories as per the directions of the Engineer-in-charge.

2. The item includes the cost of testing of all materials involved in the execution of the item as per the requirement given in the tender document or otherwise required.



Measurement for payment shall be made for finished item on the basis of number of items counted.

7.6 Providing and fixing Glow Studs of size 100 x 20 mm made of heavy duty body shall be moulded ASA (Acrylic styrene Acryloretrite) or HIP (High impact polystyrene) or ABS having electronically welded micro-prismatic lens with abrasion resistant coating as approved by Engineer in charge. The glow stud shall support a load of 13635 kg tested in accordance with ASTM D4280.The slope of retro-reflective surface shall be 35(+/-5) degrees to base.The reflective panels on both sides with at least 12 cm of reflective area up each side.The luminance intensity should be as per the specification and shall be tested as described in ASTM 1: 809 as recommended in BS :873 part 4:1973. The studs shall be fixed to the road surface using the adhesive conforming to IS, as per procedure recommended by the manufacturer complete as per direction of Engineer-in-charge.

2,720 Nos. Each






Measurement for payment shall be made for finished item on the basis of each item counted.

TOTAL FOR SH - VII




SH-VIII : MISCELLANEOUS ITEMS

8.1 Providing and painting with approved quality 2 coats of anti carbonation coating as per specifications and as directed by Engineer- in-Charge to unplastered concrete surface of piers and superstructure after cleaning the surface of dirt, dust, oil, grease, efflorescence and applying paint @ of 1 litre for 2.25 sqm. (150 microns thickness) including all scaffolding etc. necessary tools, plants, machinery and all related operations as required to complete the work as per drawings and specifications with all leads, lifts and depths.

171,058 Sqm per sqm






Measurements for payment shall be made on area basis in square meters, area being computed by taking measurements correct to two decimal places. Area of the actual surface provided the Anticarbonation paint will be measured.

8.2 Providing and applying approved quality 2 coats of polyamide cured coater epoxy coating to unplastered concrete surface after cleaning the surface of dirt, dust, oil, grease, efflorescence and applying paint @ of 1 litre for 2 sqm. for piers in the drain portions till HFL level and pier portions embedded in ground all complete including all scaffolding, testing of materials etc. necessary tools, plants, machinery and all related operations as required to complete the work as per drawings, specifications and directions of Engineer- in-Charge with all leads, lifts and depths.

4,468 Sqm per sqm









Measurements for payment shall be made on area basis in square meters, area being computed by taking measurements correct to two decimal places. Area of the actual surface provided the required coats of polyamide cured coater epoxy will be measured.

8.3 Providing, fabricating and fixing in position structural steel insert plates/ gusset plates with lug bars for electrical poles, steel boxes and fixtures, edge protection angles with lugs, rolled angles and pipes, including fixing the hold fasts/holding down bolts (complete with nuts and washer wherever required) for providing in all RCC structures/segments and at all levels complete as per drawings and specifications. Rate includes welding with approved quality welding rods, with all materials, labour, tools and plants etc. as per drawings and specifications and as directed by Engineer-in-charge.

8,750 Kg per Kg



2. The item includes the cost of testing of all materials involved in the execution of the item as per the requirement.



The weight of structural steel item shall be measured in kgs for the fabricated item as per shop drawing and standard weight of plates, sections and pipes etc. No deduction for the holes shall be made. All kinds of bolts (nuts, washers complete) except HSFG Bolts and not covered in other items (but used for permanent works) will be payable in this item. Temporary bolts are not payable.

8.4 Making bell mouth opening / entrance of size 100cm x 50cm x 50 cm for drainage under footpath including providing cement concrete 1:3:6 (1 cement :3 coarse sand :6 graded stone aggregate 20 mm nominal size) for shape of bell mouth including plastering providing and fixing 100cm x 50 cm x 5 cm size precast RCC slab 1:2:4 (1 cement :2 coarse sand :4 graded stone aggregate 12.5 mm nominal size) reinforced with cold twisted bars reinforcement @ 100 kg per cum of reinforced concrete including plastering with cement mortar 1:3 (1 cement :3 fine sand) of 6 mm thickness on exposed surface of the slab & bell mouth including centering, shuttering & neat cement punning inside the bell mouth etc. all complete as per the approved drawings and instructions of the Engineer-in-charge.

130 Nos. each









Item shall be measured and paid on the basis of each number of bell mouth opening.

8.5 Providing and laying M 20 grade concrete in Kerb Channel, footpath etc. Item includes cost of all labour, material, T & P and other incidental expenses for proper completion of work as per drawing, direction of Engineer in Charge and Clause 408 of MoRT&H specification of road and bridge works (fourth revision)

225 cum per cum






Measurement shall be made for the finished volume of concrete only. No deduction will be made for the volume occupied by any fixture provided and reinforcement etc. The measurement for the concrete volume shall be based on concrete dimensions measured.

8.6 Providing and laying at or near ground level factory made kerb stone of M-25 grade cement concrete in position to the required line, level and curvature, jointed with cement mortar 1:3 (1 cement: 3 coarse sand) including making joints with or without grooves (thickness of joints except at sharp curve shall not to more than 5mm), including making drainage opening wherever required complete etc. as per direction of Engineer-in-charge (length of finished kerb edging shall be measured for payment). (Precast C.C. kerb stone shall be approved by Engineer-in-charge).

550 Cum per cum









Measurement shall be made for the finished volume of kerb stones fixed at site.

8.7 Providing and laying 230 mm thick brick masonry using brick of class designation 75 in cement mortar 1:6 (1 cement: 6 coarse sand stone dust ) including all materials, labour, incidentals etc. below kerb stones up to any height, curing etc. complete

425 Cum per cum






Item shall be measured in cum correct to two decimal places. Measurements will be made for the finished item without plaster on the brick masonry.

8.8 Providing and fixing water splasher assembly consisting of drainage spouts and gratings in superstructure deck slab consisting of M.S. grating of size 412 x 412 with M.S. plate 12 x 25 mm, 6mm thick M.S. drain pipe of interal dia 125 mm, connection of grating and drain pipe using 6mm MS plate, 6 mm thick collar plate, lower assembly having inverted bowl of 6 mm stainless steel and 4 no. 12 mm dia rod and embedding the part assembly while casting deck slab/ segment, fixing the lower assembly including nuts, bolts, welding, making perforations, hot dip galvanised assembly after fabrications etc. complete as per approved drawing, specifications and directions of Engineer-in-charge.

600 Nos. each





1. Providing and fixing of spouts in segments/superstructure deck, wherever required as per approved drawing all complete.

2. Taping all points to be leak proof, tested etc. including all couplers, materials, manpower and tool and tackle etc. complete as per the direction of Engineer-in-Charge.

3. Testing all the materials involved in the execution of the item as per QAP and specifications including providing the samples abd transporting to the testing laboratory.

4. All incidental labour, material, equipment and works required ti execute the job as per the direction of Engineer-in-Charge.


Item shall be measured and paid on the basis of each number of drainage spouts provided.

8.9 Dismantling of cement concrete in crash barriers or any other location by mechanical means using pneumatic tools, breaking to pieces not exceeding 0.02 cum in volume and stock piling at designated locations and disposal of dismantled materials up to a lead of 1000 metres, stacking serviceable and unserviceable materials separately.

30 Cum per cum


1. The item includes the cost of all operations involved to dismantel the concrete including arrangement of all material, machinery, Tools & Plants, manpower of all categories as per the directions of the Engineer-in-charge.


3. If additional volume of concrete gets accidently dismatelled or due to carelessness of the agency, same will bemade good at the cost of the agency and by the agency.


Item shall be measured in cum correct to two decimal places. Measurements will be made for the actual volume of concrete required to be dismantelled. Measurements will be made prior to dismatelling activity.

8.10 Providing and Painting two or more coats of synthetic enamel paint of approved brand and manufacture of required colour over an under coat of suitable shade with ordinary paint of approved brand and manufacture or cement primer to give an even shade :

8,796 Sqm per sqm









Item shall be measured in sqm correct to two decimal places. Measurements will be made for the finished item provided the synthetic enamel paint

8.11 Providing and laying 250 mm dia. non pressure NP2 (light duty) R.C.C pipes with collars jointed with stiff mixture of cement mortar in the proportion of 1:2 (1 Cement : 2 fine sand) including testing of joints etc. complete.

260 m pe rm






Item shall be measured in sqm correct to two decimal places. Measurements will be made for the finished item provided the synthetic enamel paint

TOTAL FOR SH - VIII





PART-B

(For Electrical Works)





Name of Work : Construction of Elevated Road over Barapulla Nallah starting from Sarai Kale Khan to Aurobindo Marg near INA Market, New Delhi-Phase-II from Jawaharlal Nehru Stadium to Aurobindo Marg with connection at Ring Road, Lala Lajpat Rai Marg and Aurobindo Marg. SH: Construction of Main carriageway works etc.

PART – B ELECTRICAL WORKS

SL. No.

Sub Heads and Description of Items Quantity

Unit

Rate (Rs.)

Amount (Rs)

Quantity Unit In Fig. In Fig.

SH-I : STREET LIGHT POLES

1.1 Fabrication, supply and erection (on existing RCC pedestal) of flange mounted hot dip galvanized octagonal pole of length 11 M made from 4mm thick MS sheet, having bottom diameter of 210mm and top diameter of 90 mm complete with window with flush cover at a height of 2.5 MT or as per direction of Engineer in Charge) from the base for cable termination block etc. and galvanized base plate of size 300mm x 300mm x 20mm / as required. The pole top shall be suitable for direct mounting of light fixture with 76 mm mounting hole.

285 Nos. Each

The following may be housed in the window provided for cable termination including their supply and fixing:

(i) 6mm thick laminated mounting sheet of suitable size inside the window by providing and welding three No GI strips; 4 mm thick of suitable length and having suitable size tapped holes - 10 nos. as required. : : 1 No.

(ii) A set of 20 Amp brass neutral link, 2 way copper bus bar & Din Channel for two Nos. MCB on existing laminated sheet : 1Set

(iii) 6 Amp SP MCB 'C' Characteristics curve. : 1 No.

(iv) 4 way, 63 Amp heavy duty terminal block suitable for 25 sq. mm conductor- 4nos. and shorting links -5nos. On DIN channel of suitable length- 2 nos. on the existing laminated sheet : 1 No.

(v) Earth stud welded at suitable height with two nos. washer, spring washer & nuts : 2 Nos.

(vi) Cable Support Clamp Suitable for Four nos. of 4 x 25 sq. mm Cable




1.2 Supplying and fixing 3 Nos. 24mm dia G.I foundation U bolts (EN8 Grade) with nuts washer, 1 no. template (4 mm thick, 300mm x 300mm size), making of 6 Nos. x 28 mm dia holes with PCD of 300mm for 11 M Poles. The foundation Bolts shall be as per the sketch (Foundation) in item at 1.2 above.

285 Nos. Each

TOTAL FOR SH - I

SH-II : STREET LIGHT FIXTURES

2.1 S.I.T.C. Street light fixture of approved make and quality suitable for 250 W HPSV Lamp Street light Fixture with 250 W SONT Plus Lamp, complete with standard accessories as per technical specification. It shall have a housing made of LM6 die-cast Aluminium, a lamp and reflector compartment with IP 66 degree of enclosure protection, a cover made of toughened glass sealed on to the reflector & control gear compartment with a removable gear-tray with ballast, igniter, capacitor etc., mounted on it. The control gear shall be compatible with the lamp used and the compartment shall have an enclosure protection of rating IP 54. The fixture shall be complete with the lamp (SON-T Plus) and mounted directly on the pole or on an existing/new (new arm bracket to be paid separately ) arm as required.

285 Nos. Each

TOTAL FOR SH - II

SH - III : WIRING/ CABLES

3.1 Supplying and drawing 3 core 2.5 Sq. mm Cable PVC insulated copper conductor multicore cable in the existing 11 mts. poles and bracket from cable termination connector to the fitting along with providing suitable Copper lugs connections as required

285 Nos. Each

3.2 Supply and laying of following sizes of PVC insulated and PVC sheathed/XLPE Aluminium conductor Power cable (Armoured) of 1.1 KV grade in the existing HUME/Pipe/RCC/HDPE Pipe etc. as required.

a 3.5 Core x 35 sq. mm A2XFY Cable 4200 Mts Mtr

b 4 Core x 16 sq. mm A2XFY Cable 10000 Mts Mtr

3.3 Supplying and making indoor end termination with brass compression gland and aluminium lugs for 3.5 Core x 35 sq. mm A2XFY Cable of PVC insulated and PVC sheathed / XLPE aluminium conductor cable of 1.1 KV grade as required.

30 Nos. Each




3.4 Supplying & laying of One number double walled corrugated (DWC) high density poly-ethylene antirodent pipe conforming to IS : 14930 ( Part-II ) complete with necessary fitting for protection of 1.1 KV grade U.G. cables fixing in crash barrier etc. as required.

a 90/76 mm dia nominal size. 17200 Mtrs Mtr

b 120/103 mm dia nominal size. 9000 Mtrs Mtr

3.5 Providing, boring and laying of HDPE pipe of 120 mm dia confirming to IS 14930, with pressure rating of 4 kgf/Cm2 by trenchless technology with nodding method by making bore in the horizontal direction across the road as per the direction of Engineer-in-charge with moling equipment including jointing, cleaning, nodding of pipe including providing suitable cover on mouth of pipe i/c excavation of pits of required size of depth 1.2 mtrs. to 2 mtr. refilling etc. as required.

1000 Mtrs Mtr

3.6 Supplying & laying 2 Nos DWC HDPE Pipe 50 mm dia (OD) confirming to IS 14930 Part-II embedded in concrete from junction box to pole for incoming and outgoing cable etc. as required.

285 Nos Each

3.7 Providing and fixing pole junction box of size 300 mm x 300 mm x 200 mm (deep) made from 1.6 mm thick mms sheet and front cover of fiber sheet complete with powder coating, making hole for HDPE Pipes i/c fixing in crass barrier etc. as required.

350 Nos Each

TOTAL FOR SH - III




SH - IV : FEEDER PILLAR

4.1 Fabrication, supplying and erection of out door type feeder pillar (Double door type) of suitable size not less than 30 cm and up to 45 cm deep made out of 16 SWG thick CRCA steel sheet duly compartmentalised having 4 strip busbar of 150 amp capacity. Compartment - I (Suitable CT Type energy meter) with locking arrangement. Compartment - II(PWD) with spring load allen key type locking arrangement. Supplying and fixing the following accessories in the existing cubicle panel board/feeder pillar including connection, testing etc. as required.

1 No Each

(i) 100Amps, 4P MCCB, 36KA=1 No.

(ii) 3AMPS 4 MCCB, 36KA = 12 Nos.

(iii) Fuse link, Type HF, Cylinderical/DIN type HRC Fuse links type HF and HF, 2-32

(iv) 6Amp,10KA SP MCB = 2 Nos.

(v) CT, Resin cast, BPL, Class - 1, Burden 5VA, 100/5 = 3 Nos.

(vi) Analog Ammeter 0-100Amp, 96mm square CTR 100/5, Flush Type, Class 1.5, 0-100A

(vii) Ammeter Selector switch 3POs+OFF, 6A = 1 No.

(viii) Analog Voltmeter 0-500 Volt 96 sq mm flush type with selector switch : 1 No.

(ix) Voltmeter Selector switch 3POs+OFF, 6A = 1 No.

(x) Indicating lamps (RYG) : 1 Set

(xi) Indicating light Color Blue = 1Set

(xii) Push button, Actuator Type, Color Red, Green =1+1 = 2 Nos.

(xiii) Push button Element 1 NC &1 NO = 1+1=2 Nos.

(xiv) Selector Switch, 3Pole, A/M = 1 No.

(xv) Astronomical Time switch EE 180, 230V AC = 1 No.

(xvi) Power Contactor, Aux Contact 2NO + 2NC,MNX - 110, AC3 Duty, 240 V, 110A, TP =1

(xvii) Danger notice plate = 1 No.




4.2 Fabrication, supplying and erection of out door type feeder pillar (Double door type) of suitable size not less than 30 cm and up to 45 cm deep made out of 16 SWG thick CRCA steel sheet duly compartmentalised having 4 strip busbar of 150 amp capacity. Compartment - I (Suitable CT Type energy meter) with locking arrangement. Compartment - II(PWD) with spring load allen key type locking arrangement. Supplying and fixing the following accessories in the existing cubicle panel board/feeder pillar including connection, testing etc. as required.

3 Nos Each

(i) 100Amps, 4P MCCB, 36KA= 1 No.

(ii) 63AMPS 4 MCCB, 36KA = 6 Nos.

(iii) Fuse link, Type HF, Cylinderical/DIN type HRC Fuse links type HF and HF, 2-32

(iv) 6Amp,10KA SP MCB = 2 Nos.

(v) CT, Resin cast, BPL, Class - 1, Burden 5VA, 100/5 = 3 Nos.

(vi) Analog Ammeter 0-100Amp, 96mm square CTR 100/5, Flush Type, Class 1.5, 0-100A

(vii) Ammeter Selector switch 3POs+OFF, 6A = 1 No.

(viii) Analog Voltmeter 0-500 Volt 96 sq mm flush type with selector switch : 1 No.

(ix) Voltmeter Selector switch 3POs+OFF, 6A = 1 No.

(x) Indicating lamps (RYG) : 1 Set

(xi) Indicating light Color Blue = 1Set

(xii) Push button, Actuator Type, Color Red, Green =1+1 = 2 Nos.

(xiii) Push button Element 1 NC &1 NO = 1+1=2 Nos.

(xiv) Selector Switch, 3Pole, A/M = 1 No.

(xv) Astronomical Time switch EE 180, 230V AC = 1 No.

(xvi) Power Contactor, Aux Contact 2NO + 2NC,MNX - 110, AC3 Duty, 240 V, 110A, TP =1

(xvii) Danger notice plate = 1 No.

TOTAL FOR SH - IV




SH - V : EARTHING

5.1 Earthing with G.I earth pipe 4.5 mtr long x 40mm dia including accessories and providing masonry enclosure with cover plate, having locking arrangement (but without salt and charcoal) complete. as required.

8 Sets Set

5.2 Providing and fixing 6 SWG dia G.I wire on surface / in recess for loop earthing along with the existing surface / recess conduit / sub-main wiring / cable as required.

26000 Mtrs Mtr

TOTAL FOR SH - V

SH - VI : DISMANTLING AND REFIXING OF POLES & FIXTURES

6.1 Taking out existing octagonal pole, 8/10/11/12 mtr high with arm bracket complete in all respect, from foundation, carriage from site to contractor's yard, storage at safe place, carriage from contractor's yard to site and refixing on new foundation at site for without any damage including removal of unserviceable/dismental materials. (Foundation & holding clamps bolts shall be paid separately).

20 Nos Each

6.2 Dismantelling of existing 150/250/400 Watt electrical

street light fittings from exiting Pole of 12 Mtr. Height, carriage from site to contractor's yard storage at safe place, carriage from contractor's yard to site and refixing on octagonal poles with satisfactory operation at site without any damage.

20 Nos Each

6.3 Credit for the dismental assorted sizes of cables received from shifting of existing poles.

600 Mtrs Mtr

TOTAL FOR SH - VI

nit

Documents

financial bid volume

special conditions of

assistant engineer e

additional conditions

site conditions

executive engineer e

p correction

electrical works