government of andhra pradesh - welcome to tender ... · web viewgovernment of andhra pradesh...
TRANSCRIPT
Government of Andhra PradeshIrrigation & C.A.D. Department
HANDRI NIVA SUJALA SRAVANTHI PROJECT
Tender Document
VOLUME-II(Part-A) General Conditions of Contract(Part-B) Special Conditions of Contract
January-2005
HNSS PROJECT – PHASE 1
Volume-II (PART – A)GENERAL CONDITIONS OF CONTRACT
CONTENTS
CLAUSE NO
PARTICULARS REMARKS
1. GENERAL PROVISIONS
1.1 Definitions Modified
1.1.2.11 “Engineer-in-Charge” Inducted
1.1.2.12 “Tenderer / Bidder” Inducted
1.1.3.3 “Time for Completion” Modified
1.1.4.6 “Provisional Sum” Deleted
1.2 Interpretation
Modified1.3 Communications
Modified 1.4 Law and Language
Modified1.5 Priority of Documents
Modified1.6 Contract Agreement
Modified1.7 Assignment1.8 Care and Supply of Documents1.9 Confidentiality 1.10 Employer’s Use of Contractor’s Documents1.11 Contractor’s Use of Contractor’s Documents1.12 Confidential Details
Modified1.13 Compliance with Laws
Modified1.14 Joint and Several Liability
2. THE EMPLOYER
2.1 Right of Access to the Site2.2 Permits, Licences or Approvals2.3 Employer’s Personnel
2.4 Deleted
2.5 Employer’s Claims
3. THE EMPLOYER’S ADMINISTRATION
3.1 The Employer’s Representative Modified
3.2 Other Employer’s Personnel 3.3 Delegation Persons3.4 Instructions3.5 Determinations
4. THE CONTRACTOR
4.1 Contractor’s General Obligations Modified
4.2 Performance Security Modified
4.3 Contractor’s Representative4.4 Subcontractors
Modified4.5 Nominated Subcontractors4.6 Co-operation4.7 Setting Out Modified4.8 Safety Procedures4.9 Quality Assurance4.10 Site Data Modified4.11 Sufficiency of the Contract Price4.12 Unforeseeable Difficulties 4.13 Rights of Way and Facilities 4.14 Avoidance of Interference4.15 Access Route
Modified4.16 Transport of Goods4.17 Contractor’s Equipment Modified4.18 Protection of the Environment
Modified4.19 Electricity, Water and Gas Modified4.20 Deleted4.21 Progress Reports4.22 Security of the Site4.23 Contractor’s Operations on Site4.24 Fossils
5. DESIGN
CLAUSE NO
PARTICULARS PAGE NO
5.1
General Design Obligations Modified5.2 Contractor’s Documents5.3 Contractor’s Undertaking5.4 Technical Standards and Regulations5.5 Training 5.6 As-Built Documents5.7 Operation and Maintenance Manuals5.8 Design Error
6. STAFF AND LABOUR
6.1 Engagement of Staff and Labour6.2 Rates of Wages and Conditions of Labour6.3 Persons In the Service of Employer6.4 Labour Laws6.5 Working Hours
Modified6.6 Facilities For Staff and Labour
Modified6.7 Health and Safety 6.8 Contractor’s Superintendence6.9 Contractor’s Personnel
Modified6.10 Records of Contractor’s Personnel and Equipment 6.11 Disorderly Conduct
7. PLANT, MATERIALS AND WORKMANSHIP
7.1 Manner of Execution7.2 Samples 7.3 Inspection
Modified7.4 Testing7.5 Rejection7.6 Remedial Work7.7 Ownership of Plant and Materials7.8 Royalties
8. COMMENCEMENT, DELAYS AND SUSPENSION
8.1 Commencement of Work Modified
8.2 Time For Completion Modified
8.3 Programme Modified
8.4 Extension of Time For Completion Modified
8.5 Deleted
8.6 Rate of Progress
CLAUSE NO
PARTICULARS PAGE NO
8.7
Delay Damages Modified8.8 Suspension of Work
Modified8.9 Deleted8.10
Deleted8.11
Deleted8.12
Deleted
9. TESTS ON COMPLETION
9.1 Contractor’s Obligations 9.2 Delayed Tests Modified9.3 Retesting9.4 Failure to Pass Tests on Completion
Modified
10. EMPLOYER’S TAKING OVER
10.1 Taking Over of the Works and Sections Modified
10.2 Taking Over of Parts of the Works Modified
10.3 Deleted
11. DEFECTS LIABILITY11.1 Completion of Outstanding Work and Remedying Defects
Modified 11.2 Cost of Remedying Defects11.3 Deleted 11.4 Failure to Remedy Defect11.5 Removal of Defective Work11.6 Further Tests11.7 Right of Access 11.8
Deleted 11.9 Performance Certificate11.10 Unfulfilled Obligations11.11 Clearance of Site.
12. TESTS AFTER COMPLETION
12.1 Procedure for Tests after Completion Modified
12.2 Deleted
12.3 Retesting 12.4 Failure to Pass Tests after Completion
Modified
CLAUSE NO
PARTICULARS PAGE NO
13. VARIATIONS AND ADJUSTMENTS
13.1 Right to Vary 13.2 Value Engineering13.3 Variation Procedure13.4 Payment in Applicable Currencies
Modified13.5 Deleted13.6
Deleted13.7 Adjustment for Charges in Legislation 13.8 Adjustments for Charges in Cost
14. CONTRACT PRICE AND PAYMENT
14.1 The Contract Price Modified
14.2 Advance Payment Modified
14.3 Application for Interim Payments Modified
14.4 Schedule of Payments Modified
14.5 Deleted14.6 Interim Payments
Modified14.7 Timing of Payments
Modified14.8 Delayed Payment
Deleted14.9 Payment of Retention Money
Modified14.10 Statement at Completion
Modified14.11 Application for Final Payment
Modified14.12 Discharge
Modified14.13 Final Payment Modified14.14 Cessation of Employer’s Liability 14.15 Currencies of Payment
Modified14.16 Price Adjustment
15. TERMINATION BY EMPLOYER
15.1 Notice to Correct15.2 Termination by Employer15.3 Valuation at Date of Termination 15.4 Payment after Termination 15.5 Employer’s Entitlement to Termination
16. Deleted
RISK AND RESPONSIBILITY
17.1 Indemnities 17.2 Contractor’s Care of the Works17.3 Deleted17.4 Deleted17.5 Intellectual and Industrial Property Rights 17.6 Limitation of Liability
18. INSURANCE
18.1 General Requirements for Insurances Modified
18.2 Insurance for Works and Contractor’s Equipment Modified
18.3 Insurance against Injury to Persons and Damages to Property Modified
18.4 Insurance for Contractor’s Personnel Modified
18.5 General Requirements for Insurance Inducted
19. FORCE MAJEURE
19.1 Definition for Force Majeure Modified
19.2 Notice of Force Majeure Modified
19.3 Duty to Minimise Delay 19.4 Consequences of Force Majeure
Modified19.5
Deleted19.6 Optional Termination, Payment and Release
Modified19.7 Release from Performance under the Law
20. CLAIMS, DISPUTES AND ARBITRATION
20.1 Contractor’s Claims20.2 Appointment of the Dispute Adjudication Board
Modified20.3 Failure to Agree Dispute Adjudication Board
Modified20.4 Obtaining Dispute Adjudication Board’s Decision 20.5 Amicable Settlement
Modified
CLAUSE NO
PARTICULARS PAGE NO
20.6 Arbitration Modified
20.7 Failure to Comply with Dispute Adjudication Board’s Decision Modified
20.8 Expiry of Dispute Adjudication Board’s Appointment20.9 Price Adjustment
APPENDIX TO TENDER
ANNEXURE – GCCI PROFORMA FOR PERFORMANCE SECURITY
ANNEXURE – GCCII PROFORMA FOR ADVANCE PAYMENT GUARANTEE
VOLUME IIPART A
GENERAL CONDITIONS OF CONTRACT
PREFACE
The General conditions governing this contract shall be as stated in the Conditions of Contract for EPC Turnkey Projects ( 1999 Edition ) Published by Federation International des Ingenieurs - Conseils (FIDIC) designated. Some of the clauses in the Conditions of Contract for EPC Turnkey Projects ( 1999 Edition ) Published by Federation International does Ingenieurs - Conseils (FIDIC) are modified/amended/deleted as indicated in the Contents. There are a few additional Sub-Clauses also. However, the bidder(s) should carefully study all the clauses for comparison with the Conditions of Contract for EPC Turnkey Projects ( 1999 Edition ) Published by Federation International does Ingenieurs - Conseils (FIDIC)
VOLUME- II(PART A)
GENERAL CONDITIONS OF CONTRACT1. General provision1.1Definitions
In the Conditions of Contract, the following words and expressions shall have the meanings stated. Words indicating persons or parties include corporations and other legal entities, except where the context require otherwise.
1.1.1The Contract
1.1.1.1 “Contract” means the Contract Agreement, these Conditions, the Employer’s Requirements, the Tender, and the further documents (if any) which are listed in the Contract Agreement.
1.1.1.2 “Contract Agreement” means the Contract Agreement referred to in Sub-Clause 1.6 [Contract Agreement], including any annexed memoranda
1.1.1.3 “Employer’s Requirements” means the document entitled Employer’s requirements, as included in the Contract, and any additions and modifications to such documents in accordance with the Contract. Such document specified the purpose, scope, and/or design or other technical criteria, for the Works.
1.1.1.4 “Tender” means the Contractor’s signed offer for the Works and all other documents which the Contractor submitted therewith (other than these Conditions and the Employer’s Requirements, if so submitted), as included in the Contract.
1.1.1.5 “Schedule of Payments” mean the documents so named (if any), as included in the Contract.
1.1.2Parties And Persons
1.1.2.1 “Party” means the Employer or the Contractor, as the context requires.
1.1.2.2 “Employer” / “EMPLOYER” means the Irrigation and Command Area Development Department, Government of Andhra Pradesh.
1.1.2.3 “Contractor” means the person(s) named as Contractor in the Contract Agreement and the legal successors in the title to this person(s)
1.1.2.4 “Employer’s Representative” is the Superintending Engineer, H.N.S.S. Circle, ANANTAPUR as designated by the Government of Andhra Pradesh for the purpose of the Contract.
1.1.2.5 “Contractor’s Representative” means the person named by the Contractor in the Contract or appointed from time to time by the Contractor under Sub-Clause 4.3 (Contractor’s Representative) who acts on behalf of the Employer.
1.1.2.6 “Employer’s Personnel” means the Employer’s Representative, the assistant referred to in Sub-Clause 3.2 (Other Employer’s Personnel) and all other staff, labour and other employees of the Employer and of the Employer’s Representative; and any other Personnel notified to the Contractor, by the Employer or the Employer’s Representative, as Employers Personnel.
1.1.2.7 “Contractor’s Personnel” means the Contractors Representative and all Personnel whom the Contractor utilises on Site, who may include the staff, labour and other employees of the Contractor and of each Subcontractor; and any other Personnel assisting the Contractor in the execution of the Works.
1.1.2.8 “Subcontractor” means any person named in the Contract as a subcontractor, or any person appointed as subcontractor, for a part of the Works; and the legal successors in the title to each of these persons.
1.1.2.9 “DAB” means the person or three persons so named in the Contract, or other persons(s) appointed under Sub-Clause 20.2 (Appointment of the Dispute Adjudication Board) or Sub-Clause 20.3 (Failure to Agree Dispute Adjudication Board)
1.1.2.10 “FIDIC” means the Fédération Internationale des Ingénieurs-Conseils the international federation of consulting engineers.
1.1.2.11 “Engineer-in-charge” means the Executive Engineer, H.N.S.S.DIVISION II,ANANTAPUR to whom the Employer’s Representative may have delegated certain duties.
1.1.2.12 “Bidder”/”Tenderer” mean the firm/companies /individual /joint ventures /consortium who have preferred their bid or tender.
1.1.3Dated, Test, Periods and Completion
1.1.3.1 “Base Date” means the date 28 days prior to the latest date for submission of the Tender.
1.1.3.2 “Commencement Date” means the date notified under Sub-Clause 8.1 (Commencement of Works), unless otherwise defined in the Contract Agreement.
1.1.3.3 “Time for Completion” means the time for completing Part – A of the Contract for EPC Turnkey Project with any extension under Sub-Clause 8.4 [Extension of Time for Completing]), calculated from the Commencement Date.
1.1.3.4 “Tests on Completion” means the test which are specified in the Contract or agreed by both Parties or instructed as Variation, and which are carried out under Clause 9 [Tests on Completion] before the Works comprising Sections I, II, III, IV, V and VI are certified to be complete by the Employer.
1.1.3.5 “Taking-Over Certificate” means a certificate issued under Clause 10 [Employer’s Taking Over].
1.1.3.6 “Tests after completion” means the test (if any) which are specified in the Contract and which are carried out under Clause 12 [Tests after completion] after the Works or a Section (as the case may be) are taken over by the Employer.
1.1.3.7 “Defects Liability Period” means the period for notifying defects in the Works or a Section (as the case may be) under Sub-Clause 11.1 [Completion of Outstanding Work and Remedying Defect], as stated in the Appendix to Tender, calculated from the date on which the Works or Section is completed as certified under Sub-Clause 10.1 [Taking Over the Works and Section]. The defect liability period shall be two years from date calculated from the date on which the Works or Section is completed as certified under Sub-Clause 10.1 [Taking Over the Works and Section]
1.1.3.8 “Performance certificate” means the certificate issued under Sub-Clause 11.9 [Performance Certificate]
1.1.3.9 “day” means a calendar day and “year” means 365 days.
1.1.4Money and Payments
1.1.4.1 “Contract Price” means the agreed amount stated in the Contract Agreement in accordance with the price quoted in the Letter of Tender.
1.1.4.2 “Cost” means all expenditure reasonably incurred (or to be incurred) by the Contractor, whether on or off the Site, including overhead and similar charges, but does not include profit.
1.1.4.3 “Final Statement” means the statement defined in Sub-Clause 14.11 [Application for final payment].
1.1.4.4 (Deleted)
1.1.4.5 “Local Currency” means the lawful currency of India i.e. Indian Rupees.
1.1.4.6 (Deleted)
1.1.4.7 “Retention money” means the accumulated retention moneys which the Employer retains under Sub-Clause 14.3 [Application for Interim Payments] and pays under Sub-Clause 14.9 [Payment of Retention Money].
1.1.4.8 “Statement” means a statement submitted by the Contractor as part of an application for payment under Clause 14 (Contract Price and Payment).
1.1.5Works and Goods
1.1.5.1 “Contractor’s equipment” means all apparatus, machinery, vehicles and other things required for the execution and completion of the Works and the remedying of any defects. However, Contractor’s Equipment excludes Temporary Works, Employer’s equipment (if any), Plant, Materials and any other things intended to form or forming part of the Permanent Works.
1.1.5.2 “Goods” mean Contractor’s Equipment, Materials, Plant and Temporary Works, or any of them as appropriate.
1.1.5.3 “Material” means things of all kinds (other than plant) intended to form or forming part of the Permanent Works, including the supply only materials (if any to be supplied by the Contractor under the Contract.
1.1.5.4 “Permanent” Works means the permanent Works to be designed and executed by the Contractor under the Contract.
1.1.5.5 “Plant” means the apparatus, machinery and vehicles intended to form or forming part of the Permanent Works.
1.1.5.6 “Section” means five Sections I, II, III, IV and V of EPC part of the Contract and Section VI of Operation and Maintenance part of the contract.
1.1.5.7 “Temporary Works” means all temporary works of every kind (other than Contractor’s Equipment) required on Site for the execution and completion of the Permanent Works and the remedying of any defects.
1.1.5.8 “Works” mean the Permanent Works and the Temporary Works, or either of them as appropriate.
1.1.6Other Definitions
1.1.6.1 “Contractor’s Documents” means the calculation, computer programs and other software, drawings, manuals, models and other documents of a technical nature supplied by the Contractor under the Contract; as described in Sub-Clause 5.2 [Contractor’s Documents].
1.1.6.2 “Country” means India.
1.1.6.3 “Employer’s Equipment” means the apparatus, machinery and vehicles (if any) made available by the Employer for the use of the Contractor in the execution of the Works, as stated in the Employers Requirements; but does not include Plant which has not been taken over by the Employer.
1.1.6.4 “Force Majeure” is defined in Clause 19 (Force Majeure)
1.1.6.5 “Laws” means all national (or state) legislation, statutes, ordinances and other laws, and regulations and by-laws of any legally constituted public authority.
1.1.6.6 “Performance Security” means the security (or securities, if any) under Sub-Clause 4.2 (Performance Security)
1.1.6.7 “Site” means the places where the Permanent Works are to be executed and to which Plant and Materials are to be delivered, and any other places as may be specified in the Contract as forming part of the Site.
1.1.6.8 “Variation” means any change to the Employers Requirements or the Works, which instructed or approved as variation under Clause 13 (Variations and Adjustments)
1.2Interpretation
1.2.1 Special Conditions shall be read in conjunction with General Conditions, Technical specifications, Schedule of Works, Project Profile along with Drawings and other documents forming part of this Contract wherever applicable or the context so requires.
1.2.2 Notwithstanding the sub-division of the Contract into several contract
documents every part of each shall be deemed to be supplementary to and complimentary of every other part and shall be read with and into the Contract so far as it may be practicable to do so.
1.2.3 In the Contract unless otherwise stated specifically, the singular shall include the plural and vice versa wherever the Contract so requires. Words importing person shall include incorporated companies / registered association / body of individuals / firm of partnership as applicable in context thereof.
1.2.4 All headings and marginal notes to the Clauses / Articles of the General Condition or to the Specifications or to any other document forming part of the Contract are solely for the purpose of giving a concise indication of the general subject matter thereof and not a summary of the contents thereof, and they shall never be deemed to be part thereof or be used in the interpretation or construction thereof.
1.2.5 If during the course of execution of the Works any discrepancy or inconsistency, error or omission in any of the provisions of the Contract is discovered which has any effect on the execution of the Works, and need to be clarified, the same shall be referred to the Employer’s Representative who shall give his decision and the issue instructions directing the manner in which the Works are to be carried out. Any and all decisions and/or orders of the Employer’s Representative shall be deemed decision and/or orders of the Employer. The Contractor shall carry out the Works in accordance with such decisions and/or instructions of the Employer’s Representative.
1.2.6 Where it is mentioned in the Contract that the Contractor shall perform certain work or provide certain facilities, it is understood that the Contractor shall do so at his cost and the Contract Price shall be deemed to have included the cost of such performances and provisions so mentioned.
1.2.7 The materials, design and workmanship shall satisfy the applicable standards, specifications contained herein and codes referred to. Where the Contract stipulates requirements in addition to those contained in the standards, codes and specifications, those additional requirements shall also be satisfied.
1.3Communications
All communications during execution of the Contract shall be made at the following address:
Superintending Engineer, I&CAD Deptt.,H.N.S.S.CIRCLE,ANANTAPUR,, Andhra Pradesh,IndiaPIN 515 004,
Tel : 08554-240237.
Communication through electronic transmission shall be made to the following e-mail ID besides the Employer’s Representative.
E-mail ID of Superintending Engineer, H.N.S.S.CIRCLE, ANANTAPUR,
the Executive Engineer, H.N.S.S Division No:2 of the H.N.S.S.CIRCLE, ANANTAPUR
1.4 Law and Language
1.4.1 The language of the Contract shall be English.
1.4.2 All further documents and also correspondence in respect of the Contract shall be in English.
1.4.3 The Employer's representative and the Contractor's representative shall be fluent in English.
1.4.4 Governing Law and Jurisdiction
1.4.4.1
The Contract shall be construed and interpreted in accordance with and governed by the Laws of India.
1.4.4.2
In respect of all matters or actions arising out of the Contract and which may arise at any time, the Courts at Warrangal, shall have exclusive jurisdiction, subject to Clause 20 hereof (claims, dispute and Arbitration)
1.5 Priority of Documents
The documents forming the Contract are to be taken as mutually explanatory of one another. For the purposes of interpretation, the priority of the documents shall be in accordance with following sequence:
a) the Contract Agreement;b) Letter of Award, notice to proceedc) Contractor’s Bidd) Special Conditions of Contracte) General Conditions of Contractf) Letter of Tenderg) any other documents forming part of the Contract.
1.6Contract Agreement
The Contractor shall execute formal Contract agreement on appropriate value of stamp paper imposed by Law in connection with entry into Contract Agreement within 15 days from the date of Letter of Award.
The following documents shall be deemed to form and be read and construed as part of Contract Agreement
i. The Letter of Tender annexed with the agreement (which includes the break up of the Contract Price)
ii. The Addenda Nos _________iii. The Special Conditions of Contractiv. The General Conditions of Contractv. The Project Profilevi. The Technical Specificationsvii. Drawingsviii. any other documents forming part of the Contract.
Unless and until a formal agreement is prepared and executed this letter of tender together with written acceptance thereof, shall constitute a binding Contract between the Employer and Contractor.
1.7Assignment
Neither Party shall assign the whole or any part of the Contract or any benefit or interest in or under the Contract. However, either party:
a) may assign the whole or any part with the prior agreement of the other Party, at the sole discretion of such other Party, and
b) may as security in favour of a bank or financial institution, assign its right to any moneys due, or to become due, under the Contract.
1.8Care and Supply of Documents.
Each of the Contractor’s Documents shall be in the custody and care of the Contractor, unless and until taken over by the Employer. Unless otherwise stated in the Contract, the Contractor shall supply to the Employer six copies of each of the Contractor’s Documents.
The Contractor shall keep, on the Site, a copy of the Contract, publications named in the Employer’s Requirements, the Contractor’s Documents, and Variations and other communications given under the Contract. The Employer’s Personnel shall have the right of access to all these documents at all reasonable times.
If a Party becomes aware of an error or defect of a technical nature in a document, which was prepared for use in executing the Works, the Party shall promptly give notice to the other Party of such error of defect.
1.9Confidentiality
Both Parties shall treat the details of the Contract as private and confidential, except to the extent necessary to carry out obligations under it or to comply with applicable Laws. The Contractor shall not publish, permit to be published, or disclose any particulars of
the Works in any trade or technical paper or elsewhere without the previous agreement of the Employer.
1.10Employer’s Use of Contractor’s documents
As between the parties, the Contractor shall retain the copyright and other intellectual property rights in the Contractor’s Documents and other design documents made by (or on behalf of) the Contractor.
The Contractor shall be deemed (be signing the Contract) to give to the Employer a non terminable transferable non exclusive royalty free license to copy, use and communicate the Contractor’s Documents, including making and using modifications of them. The license shall;
a) apply throughout the actual or intended working life (whichever is longer) of the relevant parts of the Works.
b) Entitle any person in proper possession of the relevant part of the Works to copy, use and communicate the Contractor’s Documents for the proposes of completing, operating, maintaining, altering, adjusting, repairing and demolishing the Works, and
c) in the case of Contractor’s Documents which are in the form of computer programs and other software, permit the use on any computer on the Site and other places as envisaged by the Contract, including replacements of any computers supplied by the Contractor.
The Contractor’s Documents and other design documents made by (or on behalf of) the Contractor shall not, without the Contractor’s consent, be used, copied or communicated to a third party by (or on behalf of) the Employer for purposes other than those permitted under this Sub-Clause.
1.11Contractor’s Use of Employer’s documents
As between the Parties, the Employer shall retain the copyright and other intellectual property rights in the Employer’s Requirements and other documents made by (or on behalf of) the Employer. The Contractor may, at his cost, copy, use, and obtain communication of the documents for the purposes of the Contract.
They shall not, without the Employer’s consent, be copied, used or communicated to a third party by the Contractor, except as necessary for the purposes of the Contract.
1.12Confidential Details
Any information which the Contractor described in the tender being confedential can only be disclosed, if the Employer demands. The Contractor shall disclose any other information which the Employer may reasonably require in order to verify the Contractors’ compliance with the Contract.
1.13Compliance with Laws
The Contractor shall, in performing the Contract, comply with applicable Laws.
a) the Employer shall have obtained (or shall obtain) the planning, zoning or similar permission for the Permanent Works as having been (or being) obtained by the Employer; and the Employer shall indemnify and hold the Contractor harmless against and from the consequences of any failure to do so; and
b) the Contractor shall give all notices, pay all taxes, duties and fees, and obtain all permits, licenses and approvals, as required by the laws in relation to the design, execution and completion of the Works and the remedying of any defects and the Contractors shall indemnify and hold the Employer harmless against and from the consequences of any failure to do so.
1.14Joint and Several Liability
If the Contractor constitutes (under applicable Laws) a joint venture, consortium or other unincorporated grouping of two or more persons;
a) these persons shall be deemed to be jointly and severally liable to the Employer for the performance of the Contract:
b) these persons shall notify the Employer of their leader who shall have authority to bind the Contractor and each of these persons; and
c) The Contractor shall not alter its composition or legal status without the prior consent of the Employer.
2. The Employer
2.1Right of Access to the Site
2.1.1 The Employer shall provide whole / part of the land already available with the Employer or "as is where is basis" within 15 (fifteen) days from the Letter of Award without cost to the Contractor. The Contractor shall have right to use such land for the purpose of the Contract and shall have unrestricted access to such land. Within 30 (thirty) days of the date of signing of the Contract agreement, the Contractor's shall submit for the Employer's approval the Contractor’s phased requirement of additional land (if any).
2.1.2 The Contractor will do all further works in respect of internal project roads and other infrastructure facilities and also its maintenance during the currency of the construction period. The necessary cost in respect to these works is deemed to have been included within the Contract Price.
2.2Permits, Licenses or Approvals
The Employer shall (where he is in a position to do so) provide reasonable assistance to the Contractor at the request of the Contractor:
a) by obtaining copies of the Laws of the Country which are relevant to the Contract but are not readily available, and
b) for the Contractor’s applications for any permits, licenses or approvals require by the Laws of the Country
(i) which the Contractor is required to obtain under Sub-Clause 1.13 [Compliance with Laws]
(ii) for delivery for goods, including clearance through customs, and
(iii) for the export of Contractor’s Equipment when it is removed from the Site.
2.3Employer’s Personnel
The Employer shall be responsible for ensuring that the Employer’s Personnel and the Employer’s other contractors on the Site;
a) co-operate with the Contractor’s efforts under Sub-Clause 4.6 [Co-operation], and
b) Take actions similar to those which the Contractor is required to take under sub-paragraphs a), b) and c) of Sub-Clause 4.8 [Safety procedures] and under Sub-Clause 4.18 [Protection of the Environment].
2.4 (Deleted)2.5Employer’s Claims
If the Employer considers himself to be entitled to any payment under any Clause of these conditions or otherwise in connection with the Contract, and/or to any extension of the defection notification period, he shall give notice particulars to the Contractor. However, notice is not required for payments due under Sub-Clause 4.19 (electricity, water and Gas), under Sub-Clause 4.20 [Employer’s equipment and free issue material], or for other service requested by the contractors.
The notice shall be given as soon as practicable after the Employer became aware of the event or circumstances giving rise to the claim. A notice relating to any extension of the Defects Liability Period shall be given before the expiry of such period.
The particulars shall specify the Clause or other basis of the claim, and shall include substantiation of the amount and/or extension to which the Employer considers him to be entitled in connection with the Contract. The Employer shall then proceed in accordance with Sub-Clause 3.5 [Determinations] to agree or determine (i) the amount (if any) which the Employer is entitled to be paid by the Contractor, and/or (ii) the extension (if any of the Defects Liability Period in accordance with Sub-Clause 11.3 [Extension of Defects Liability Period].
The Employer may deduct this amount from any moneys due, or to become due, to the Contractor. The Employer shall only be entitled to set off against or make any deduction from an amount due to the Contractor, or to otherwise claim against the Contractor, in accordance with this Sub-Clause or with sub paragraph a) and/or b) of Sub-Clause 14.6 [Interim Payments].
3. The Employer’s administration
3.1The Employer’s Representative
The Superintending Engineer, H.N.S.S.CIRCLE,ANANTAPUR is the employer’s representative.
3.2Other Employer’s Personnel
The concerned Executive Engineers of H.N.S.S.CIRCLE,ANANTAPURare otherEmployers persons and incharge Engineers to the works of their jurisdiction (Engineer-in-Charge) as per work distributed by the Superintending Engineer, H.N.S.S.CIRCLE,ANANTAPUR.
The Engineer-in-Charge shall be suitably qualified person, who are competent to carry out these duties and exercise this authority, and who are fluent in the language for communication defined in Sub-Clause 1.4 [Law and Language]
3.3Delegated Persons
All these persons, including the Employer’s Representative and assistants, to whom duties have been assigned or authority has been delegated, shall only be authorised to issue instructions to the Contractor to the extent defined by the delegation. Any approval, check, certificate, consent, examination, inspection, instruction, notice, proposal, request, test, or similar act by a delegated person, in accordance with the delegation, shall have the same effect as though the act had been an act of the Employer. However:
a) unless otherwise stated in the delegated person’s communication relating to such act, it shall not relieve the Contractor from any responsibility he has under the Contract, including responsibility for errors, omissions, discrepancies and non- compliances;
b) any failure to disapprove any work, Plant or Materials shall not constitute approval, and shall therefore not prejudice the right of the Employer to reject the work, Plant or Materials; and
c) if the Contractor questions any determination or instruction of a delegated person, the Contractor may refer the matter to the Employer through the Employer’s Representative, who shall promptly confirm, reverse or vary the determination or instruction.
3.4Instructions
The Employer representative may issue to the Contractor instructions which may be necessary for the Contractor to perform his obligations under the Contract. Each instruction shall be given in writing and shall state the
obligations to which it relates and the Sub-Clause (or other term of the Contract) in which the obligations are specified. If any such instruction constitutes a Variation, Clause 13 [Variations and Adjustments] shall apply.
The Contractor shall take instructions from the Employer, or from the Employer’s Representative or an assistant to whom the appropriate authority has been delegated under this Clause.
3.5Determinations
Whenever these Conditions provide that the Employer shall proceed in accordance with this Sub-Clause 3.5 to agree or determine any matter, the Employer shall consult with the Contractor in an endeavour to reach agreement. If agreement is not achieved, the Employer shall make a fair determination in accordance with the Contract, taking due regard of all relevant circumstances.
The Employer shall give notice to the Contractor of each agreement or determination, with supporting particulars. Each Party shall give effect to each agreement or terminations, unless the Contractor gives notice, to the Employer, of this dissatisfaction with a determination within14 days of receiving it. Either Party may then refer the dispute to the DAB in accordance with Sub-Clause 20.4 [Obtaining Dispute Adjudication Board’s Decision].
4. The Contractor 4.1
Contractor’s General Obligations
4.4.1 In addition to the responsibilities and obligations of the contractor elsewhere provided in the Contractor, the Contractor shall with due care and diligence and subject to the provision of the Contract perform execute and maintain the works and provide all labour including supervision thereof, materials, construction equipment and all other things whether of a temporary or a permanent nature, required in and for such execution, completion and maintenance of the works as specifically provided in or to be reasonably inferred from the Contract.
4.1.2 The contractor shall take full responsibility for the adequate stability and safety for all its operations including site operations and methods of construction and providing / arranging adequate security for all its and its sub-contractors' personnel and their families, property either owned by it or held by it in trust, work-in-progress and installation responsibilities etc. in the project area.
If the Contractor or his sub-Contractor or their employees break, deface or destroy any property belonging to the Employer or others during the execution of the Contract, the same shall be made good by the Contractor at his own expense and in default thereof, the Employers Representative may cause the same to be made good by other agencies and recover expenses from the Contractor for which the certificate of expenses from the Employers Representative shall be final.
4.1.3 The Contractor shall make arrangements, for the full anticipated
requirement by installing Diesel Generating sets and operate these sets for his requirements of power at no extra cost to the Employer.
The Employer will provide full assistance to the Contractor to obtain construction power from APGENCO/APTRANSCO to meet part requirement as standby arrangement. Contractor will not have any claim, if construction power is not available from APGENCO/APTRANSCO. The Contractor will also be responsible for making all payments to APGENCO/APTRANSCO and will make no claims if the power is not available due to grid failure or otherwise.
4.1.4 The Contractor shall be responsible for further upgradation and maintenance of all internal roads in the Project to be made available pursuant to Clause - 2.1 hereof and provision of additional roads as necessary including their maintenance, without additional cost to the Employer. However the Contractor shall not be responsible for the upgrading and / or maintenance of the State Highway within the Project Area.
4.1.5 The Contractor shall be responsible for all arrangements for water including pumping all water requirements for all his work sites and colonies / camps.
4.1.6 The Contractor shall be responsible for all arrangements for gas including for all his work sites and colonies / camps.
4.1.7 The Contractor shall be responsible for construction and maintenance of additional access roads where necessary or the purpose of transporting all the materials from the quarry sites and the Contractor shall also be responsible for operation of the quarry sites and supply of the aggregate for the works.
4.1.8 The Contractor shall be responsible for obtaining all licenses, permits, consents right of way approvals etc. in Indian for carrying out his obligations and / or the obligations of his sub-contractors under this contract.
However, if so required on case-to-case basis, the employer may assist, by recommending the issue of such permits etc. to the appropriate authorities in India.
4.1.9 The Site shall be handed over to the Contractor along with existing infrastructure on "as is where is" basis. The Contractor shall be responsible for up keeping and maintaining of all the infrastructure taken over by him.
4.2Performance Security
4.2.1 The Contractor shall, for due performance of the Contract, furnish performance security in the form of a bank guarantee for an amount equivalent to 2.5% (Two and Half percent) of the Contract Price for PART A in the form set out in Annexure GCCI.
The Contractor shall also furnish to the Employer a performance security in the form of a bank guarantee for an amount equivalent to 2.5% (Two and Half percent) of the Contract Price for PART B in the form set out in Annexure GCCI.
Guarantees for amounts expressed in Indian Rupees shall be acceptable only if they are issued by the State Bank of India or any of its subsidiaries or a Nationalized Bank in India through any of its branches in India, or a foreign bank notified as a Scheduled Bank under the provisions of the Indian Banking Companies Regulation Act through any of its branches in India, provided that any guarantee issued by such foreign bank shall be acceptable only after its confirmation by the State Bank India, New Delhi Main Branch.
4.2.2 The bank guarantee for performance security covering Contract Price Part A shall come into force upon the Date of commencement and shall remain valid for a period of 3 (three) months beyond the date of expiry of defect liability period for EPC portion of the contract.
The bank guarantee for performance security covering Contract Price Part B shall come into force upon the Date for O&M and shall remain valid for a period of 3 (three) months beyond the date of completion of Operation and Maintenance period for O&M portion of the contract.
4.2.3 The Bank Guarantee for performance security shall be submitted to the Employer before signing of agreement.
4.3Contractor’sRepresentative
The Contractor shall appoint the Contractor’s Representative and shall give him all authority necessary to act on the Contractor’s behalf under the Contract.
Unless the Contractor’s Representative is named in the Contract, the Contractor shall, prior to the Commencement Date, submit to the Employer for consent the name and particulars of the person the Contractor proposes to appoint as Contractor’s Representative. If consent is withheld or subsequently revoked, or if the appointed person fails to act as Contractor’s Representative, the Contractor shall similarly submit the name and particulars of another suitable person for such appointment
The Contractor shall not, without the prior consent of the Employer, revoke the appointment of the Contractor’s Representative or appoint a replacement.
The Contractor Representative shall, on behalf of the Contractor, receive instructions under Sub-Clause 3.4 [Instruction]
The Contractor’s Representative may delegate any power, functions and authority to any competent person, and may at any time revoke the delegation. Any delegation or revocation shall not take effect until the Employer has received prior notice signed by the Contractor’s Representative,
naming the person and specifying the powers, functions and authority being delegated or revoked.
The Contractor’s Representative and all these persons shall be fluent in the language for communications defined in Sub-Clause 1.4 [Law and Language]
4.4Sub-contractors
4.4.1 The Contractor cannot sub-contract more than 50 % of contract value of the whole works.
No part of the Contract sub-let by the Contractor directly or indirectly to any firm or company without the prior consent the writing of the Employer for which the Contractor shall give a written request to the Employer at least 15 (fifteen) days in advance of the proposed day of sub-contacting (if any) which shall contain:
a) Contractor’s certification regarding the financial soundness of the proposed sub-contractor for the work;
b) Its scope and estimated value in relation to the Contract Price;c) Experience of the sub-contractor, in the related areas of work;d) The manpower, equipment, material and other resources available with
the sub-contractor for the work;
Within four weeks of the date of the receipt of request for consent pursuant to this Clause 4.4.1, the Employer shall either give in writing consent thereof or communicate its refusal with reasons. In the event of the Employer failing to communicate its refusal within the above said four weeks period, the Contractor shall be entitled to proceed as if the Employer had granted consent to such request.
4.4.2 Notwithstanding the provisions contained in Clause – 4.4.1 above the consent of the Employer shall not be required in respect of the following transfer, assignment, sub-contracting:(a) any charge in favour of the Contractor’s bankers of the moneys due under the Contract or the subrogation of insurers to the Contractor’s rights to receive payments due under the Contract.
(b) sub-contracts for the supply of constructions materials such as steel and cement and consumables such as explosives, oil and petroleum products procured within India;
(c) sub-contracts with sub-contractors and suppliers named in the Contract;
(d) sub-contracts for Construction Equipment and Temporary Works;
(e) sub-contracts for clearance and/or transportation.
4.4.3 Notwithstanding anything to the contrary contained herein the Contractor shall remain solely responsible for and shall obtain all permits, licenses, approvals and authorization as may be required under all applicable laws and the regulations in respect of any award or performance of any transfer, sub-contract.
4.4.4 Notwithstanding any transfer sub-contracting with the approval of the Employer as aforesaid, the Contractor shall be and shall remain solely responsible and liable to the Employer for the quality, proper and expeditious execution and performance of the Works and for due performance and observance of all the conditions of the Contract in all respects, as if such transfer has not taken place and as if the work so transferred has been done directly by the Contractor.
4.4.5 If any such sub-contractor engaged upon the Works, executes any work, which in the opinion of the Employers Representative is not in accordance with the Contract, the Employer may by written notice to the Contractor request him to terminate such sub-contract and the Contractor upon the receipt of such notice shall terminate such sub-contract and dismiss such sub-contractor and the later shall forthwith leave the work failing which the Employer shall have the right to remove such sub-contractor from the site. In such cases no liability whatsoever will be attached to the Employer, nor will the Employer bear the cost of such sub-contract.
4.4.6 Any action taken by the Employer under this sub-clause shall not relieve in any manner whatsoever the Contractor of any of his liabilities and obligations under the Contract including Time for Completion or give rise to any right to compensation / extension of time or otherwise
4.5Nominated Subcontractors
In this Sub-Clause, “nominated Subcontractor” means a Subcontractor whom the Employer, under Clause 13 [Variations and Adjustments], instruct the Contractor to Employ as a Subcontractor. The Contractor shall not be under any obligation to employ a nominated Subcontractor against whom the Contractor raises reasonable objection by notice to the Employer as soon as practicable, with supporting particulars.
4.6Cooperation
The Contractor shall, as specified in the Contract or as instructed by the Employer, allow appropriate opportunities for carrying out work to:
a) the Employer’s Personnel, b) any other contractors employed by the Employer, andc) the Personnel of any legally constituted public
authorities.
who may be employed in the execution on or near the Site of any work not included in the Contract.
Any such instruction shall constitute a Variation if and to the extent that it causes the Contractor to incur cost in an amount, which was not reasonably foreseeable by an experienced contractor by the date for submission of the Tender. Services for these personnel and other contractors may include the use of Contractor’s equipment, Temporary Works or access arrangements, which are the responsibility of the Contractor.
The Contractor shall be responsible for his construction activities on the Site, and shall co-ordinate his own activities with those of other contractors to the extent (if any) specified in the Employer’s Requirements.
If, under the Contract, the Employer is required to give to the Contractor possession of any foundation, structure, plant or means of access in accordance with Contractor’s Documents, the Contractor shall submit such documents to the Employer in the time and manner stated in the Employer’s Requirements.
4.7Setting Out
The Contractor shall verify at site the location lines / profile, levels and reference points as specified in the Contract. The Contractor on the basis of actual field survey shall carry out setting out of the entire project component and its relative position. The Contractor shall be responsible for the correct positioning of all parts of the works and shall rectify any error in the position, levels, and dimensions of alignment of the works.
The necessary cost in respect of these works is deemed to have been included within the Contract price.
4.8Safety Procedures
The Contractor shall:
a) comply with all applicable safety regulations,
b) take care for the safety of all persons entitled to be on the Site,
c) use reasonable effort to keep the Site and Works clear of unnecessary obstruction so as to avoid danger to these persons,
d) provide fencing, lighting, guarding and watching of the Works until completion and taking over under Clause 10 [Employer’s Taking Over], and
e) provide any Temporary Works (including roadway’s footways, guards and fences) which may be necessary, because for the execution of the Works, for the use and protection of the public and of Employers and occupiers of adjacent land.
4.9Quality Assurance
The Contractor shall institute a quality assurance system to demonstrate compliance with the requirements of the Contract: The system shall be in accordance with the details stated in the Contract. The Employer shall be entitled to audit any aspect of the system.
Details of all procedures and compliance documents shall be submitted to the Employer for information before each design and execution stage is commenced. When any documents of a technical nature are issued to the Employer, evidence of the prior approval by the Contractor himself shall be apparent on the document itself.
Compliance with the quality assurance system shall not relieve the Contractor of any of his duties, obligations or responsibilities under the Contract.
4.10Site Data
The Employer shall have made available to the Contractor for his information, prior to the Base Date, all relevant data in the Employer’s possession on subsurface and hydrological conditions at the Site, including environmental aspects. The Employer shall similarly make available to the Contractor all such data which come into the Employer’s possession after the base data.
The data and information given in the Project Profile (Vol. II Part C) of the Bid Document are based on the Investigations conducted so far. Variations / alternations in the said data / information more particularly in respect of Geology, which have bearing on the Design and Construction cannot be ruled out. The Contractor shall, therefore, satisfy himself about the adequacy and accuracy of the said data / information and interpretation thereof and if necessary, by any further Investigations to be conducted by the Contractor. Thus, Employer shall not be responsible for the accuracy / adequacy of the said data / information and interpretation thereof by the Contractor.
4.11Sufficiency of the Contract Price
The Contractor shall be deemed to have satisfied himself as to the correctness and sufficiency of the Contract Price.
Unless otherwise stated in the Contract, the Contract price covers all the Contractor’s obligations under the Contract (including those under provisional sums, if any) and all things necessary for the proper design, execution and completion of the Works and the remedying of any defects.
4.12Unforeseeable Difficulties
Except as other stated in the Contract:
a) the Contractor shall be deemed to have obtained all necessary information as to risks, contingencies and
other circumstances which may influence or affect the Works:
b) by signing the Contract, the Contractor accepts total responsibility for having foreseen all difficulties and costs of successfully completing the Works; and
c) the Contract Price shall not be adjusted to take account of any unforeseen difficulties or costs.
4.13Rights of Way and Facilities
The Contractor shall bear all costs and charges for special and/or temporary rights-of-way which he may require, including those for access to the Site. The Contractor shall also obtain, at his risk and cost, any additional facilities outside the Site which he may require for the purposes of the Works.
4.14Avoidance of Interference
The Contractor shall not interfere unnecessarily or improperly with:
a) the convenience of the public, or b) the access to and use and occupation of all roads and
footpaths, irrespective of whether they are public or in the possession of the Employer or of others.
The Contractor shall indemnify and hold the Employer harmless against and from all damages, losses and expenses (including legal fees and expenses) resulting from any such unnecessary or improper interference.
4.15Access Route
The Contractor shall be deemed to have been satisfied as to the suitability and availability of access routes to the Site. The Contractor shall use reasonable efforts to prevent any road or bridge from being damaged by the Contractor’s traffic or by the Contractor’s Personnel. These efforts shall include the proper use of appropriate vehicles and routes.
Except as otherwise stated in these Conditions:
a) the Contractor shall (as between the Parties) be responsible for any maintenance which may be required for his use of access routes;
b) the Contractor shall provide all necessary signs or directions along access routes, and shall obtain any permission which may be required from the relevant authorities for his use of routes, signs and directions;
c) the Employer shall not be responsible for any claims which may arise from the use or otherwise of any access route,
d) the Employer does not guarantee the suitability or availability of particular access routes, and
e) Costs due to non-suitability or non-availability, for the use required by the Contractor, of access routes shall be borne by the Contractor.
For details refer Drawing for Approach Road to Intake and various Intermediate Tanks.
4.16Transport of Goods
a) the Contractor shall give the Employer not less than 21 days’ notice of the date on which any Plant or a major item of other Goods will be delivered to the Site;
b) the Contractor shall be responsible for packing, loading, transporting, receiving. unloading, storing and protection all Goods and other things required for the Works; and
c) the Contractor shall indemnify and hold the Employer harmless against and from all damages, losses and expenses (including legal fees and expenses) resulting from the transport of Goods, and shall negotiate and pay all claims arising from their transport.
4.17Contractor’s Equipment
The Contractor shall be responsible for all Contractors’ Equipment. When brought on to the Site, Contractor’s Equipment shall be deemed to be exclusively intended for the execution of the Works.
Plant, etc., Exclusive Use for the Works
1) All Constructional Plant, Temporary Works and materials provided by the Contractor shall, when brought on to the site, be deemed to be exclusively intended for the execution of the Works and the Contractor shall not remove the same or any part thereof, except for the purpose of moving it from one part of the site to another, without the consent, in writing, of the Engineer, which shall not be unreasonably withheld.
Removal of Plant, etc.
2) Upon completion of the works the Contractor shall remove from the site all the said Constructional Plant and Temporary Works remaining thereon and any unused materials provided by the Contractor.
Employer not Liable for Damage to Plant, etc.
3) The Employer shall not at any time be liable for the loss of or damage to any of the said Constructional Plant, Temporary Works or materials .
Re-export of Plant 4) In respect of any Constructional Plant which the Contractor shall have imported for the purposes of the Works, the Employer will assist the Contractor, where required, in procuring any necessary Government consent to the re-export of such Constructional Plant
by the Contractor upon the removal thereof as aforesaid.
Customs Clearance 5) The Employer will assist the Contractor, where required, in obtaining clearance through the Customs of Constructional Plant, materials and other things required for the Works.
4.18Protection of the Environment
The Contractor shall take all reasonable steps to protect the environment (both on and off the Site) and to limit damage and nuisance to people and property resulting from pollution, noise and other results of his operations.
The Contractor shall ensure that emissions, surface discharges and effluent from the Contractor’s activities shall not exceed the values prescribed by applicable laws.
4.19Electricity, Water and Gas
The Contractor shall except as stated below, be responsible for the provision of all power, water and other services he may require in accordance with Sub-Clause 4.1 [Contractor’s General Obligations].
The Contractor shall be entitled to use for the purpose of the Works such supplies of electricity, water, gas and other services as may be available on the Site. The Contractor shall, at his risk and cost, provide any apparatus necessary for his use of these services and for measuring the quantities consumed.
The quantities consumed and the amounts due (at these prices) for such services shall be agreed or determined in accordance with Sub-Clause 2.5 [Employer’s claims] and Sub-Clause 3.5 [Determinations]. The Contractor shall pay these amounts to the Employer.
4.20 Deleted
4.21Progress Reports
Monthly progress reports shall be prepared by the Contractor and submitted to the Employer in six copies. The first report shall cover the period up to the end of the first calendar month following the Commencement Date. Reports shall be submitted monthly thereafter, each within 5 days after the last day of the period to which it relates.
Reporting shall continue until the Contractor has completed all work, which is known to be outstanding at the completion date stated in the Taking-Over Certificate for the Works.
Each report shall include:
(a) charts and detailed descriptions of progress, including each stage of design, Contractor's Documents, procurement, manufacture, delivery to Site, construction, erection, testing, commissioning and trial operation;
(b) photographs showing the status of manufacture and of progress on the Site;
(c) for the manufacture of each main item of Plant and Materials, the name of the manufacturer, manufacture location, percentage progress, and the actual or expected dates of:
(i) commencement of manufacture, (ii) Contractor’s inspections,(iii) tests, and(iv) shipment and arrival at the Site;
(d) the details described in Sub-Clause 6.10 [Records of Contractor's Personnel and Equipment];
(e) copies of quality assurance documents, test results and certificates of Material;
(e) list of Variations, notices given under Sub-Clause 2.5 [Employer's Claims] and notices given under Sub-Clause 20.1 [Contractor's Claims];
(g) safety statistics, including details of any hazardous incidents and activities relating to environmental aspects and public relations; and (h) comparisons of actual and planned progress, with details
of any events or circumstances which may jeopardize the completion in accordance with the Contract, and the measures being (or to be) adopted to overcome delays.
4.22Security of the Site
(a) the Contractor shall be responsible for keeping unauthorised persons off the Site, and
(b) authorised persons shall be limited to the Contractor's Personnel and the Employer's Personnel; and to any other personnel notified to the Contractor, by (or on behalf of) the Employer, as authorised personnel of the Employer's other contractors on the Site.
4.23Contractor's Operations on Site
The Contractor shall confine his operations to the Site, and to any additional areas which may be obtained by the Contractor and agreed by the Employer as working areas. The Contractor
shall take all necessary precautions to keep Contractor's Equipment and Contractor's Personnel within the Site and these additional areas, and to keep them off adjacent land.
During the execution of the Works, the Contractor shall keep the Site free from all unnecessary obstruction, and shall store or dispose of any Contractor's Equipment or surplus materials. The Contractor shall clear away and remove from the Site any wreckage, rubbish and Temporary Works, which are no longer, required.
Upon the issue of the Taking-Over Certificate for the Works, the Contractor shall clear away and remove all Contractor’s Equipment, surplus material, wreckage, rubbish and Temporary Works. The Contractor shall leave the Site and the Works in a clean and safe condition. However, the Contractor may retain on Site, during the Defects Liability Period, such Goods as are required for the Contractor to fulfill obligations under the Contract.
4.24Fossils
All fossils, coins, articles of value or antiquity, and structures and other remains or items of geological or archaeological interest found on the Site shall be placed under the care and authority of the Employer. The Contractor shall take reasonable precautions to prevent Contractor's Personnel or other persons from removing or damaging any of these findings.
The Contractor shall, upon discovery of any such finding, promptly give notice to the Employer, who shall issue instructions for dealing with it. If the Contractor suffers delay and/or incurs Cost from complying with the instructions, the Contractor shall give a further notice to the Employer and shall be entitled subject to Sub-Clause.20.1 [Contractor's Claims] to:
(a) an extension of time for any such delay, if completion is or will be delayed, under Sub-Clause 8.4 [Extension of Time for Completion], and
(b) payment of any such Cost, which shall be added to the Contract Price.
After receiving this further notice, the Employer shall proceed in accordance with Sub- Clause 3.5 [Determinations] to agree or determine these matters.
5. Design
5.1General Design Obligations
The Contractor shall be deemed to have scrutinized, prior to the Base Date, the Employer's Requirements (including design criteria and calculations, if any). The Contractor shall be responsible for the design of the Works and for the accuracy of
such Employer's Requirements (including design criteria and calculations), except as stated below.
The Employer shall not be responsible for any error, inaccuracy or omission of any kind in the Employer's Requirements as originally included in the Contract and shall not be deemed to have given any representation of accuracy or completeness of any data or information, except as stated below. Any data or information received by the Contractor, from the Employer or otherwise shall not relieve the Contractor from his responsibility for the design and execution of the Works.
5.2Contractor's Documents
The Contractor's Documents shall comprise the technical documents specified in the Employer's Requirements, documents required to satisfy all regulatory approvals, and the documents described in Sub-Clause 5.6 [As-Built Documents] and Sub-Clause 5.7 [Operation and Maintenance Manuals]. Unless otherwise stated in the Employer's Requirements, the Contractor’s Documents shall be written in the language for communications defined in Sub-Clause 1.4 [Law and Language].
The Contractor shall prepare all Contractor's Documents, and shall also prepare any other documents necessary to instruct the Contractor’s Personnel.
If the Employer's Requirements describe the Contractor's Documents which are to be submitted to the Employer for review, they shall be submitted accordingly, together with a notice as described below. In the following provisions of this Sub-Clause, (i) "review period" means the period required by the Employer for review, and (ii) "Contractor’s Documents" exclude any documents which are not specified as being required to be submitted for review.
Unless otherwise stated in the Employer's Requirements, each review period shall not exceed-21 days, calculated from the date on which the Employer receives a Contractor’s Document and the Contractor's notice. This notice shall state that the Contractor's Document is considered ready, both for review in accordance with this Sub-Clause and for use. The notice shall also state that the Contractor's Document complies with the Contract, or the extent to which it does not comply.
The Employers may, within the review period, give notice to the Contractor that a Contractor's Document fails (to the extent stated) to comply with the Contract. If a Contractor's Document so fails to comply, it shall be rectified, resubmitted and reviewed in accordance with this Sub-Clause, at the Contractor's cost.
For each part of the Works, and except to the extent that the Parties otherwise agree:
(a) execution of such part of the Works shall not commence prior to the expiry of the review periods for all the Contractor’s Documents which are relevant to its design and execution;
(b) execution of such part of the Works shall be in accordance with these Contractor's Documents, as submitted for review; and
(c) if the Contractor wishes to modify any design or document which has previously been submitted for review, the Contractor shall immediately give notice to the Employer. Thereafter, the Contractor shall submit revised documents to the Employer in accordance with the above procedure.
(d) if the Employer's Representative instruct that further Construction Documents are necessary for carrying the works, the Contractor shall upon receiving the Employer's Representative Instructions prepare such construction documents and shall not be considered as variation under Clause - 13.0.
Any such agreement (under the preceding paragraph) or any review (under this Sub-Clause or otherwise) shall not relieve the Contractor from any obligation or responsibility.
5.3Contractor's Undertaking
The Contractor undertakes that the design, the Contractor’s Documents, the execution and the completed Works will be in accordance with:
(a) the Laws in the Country, and (b) the documents forming the Contract, as altered or modified by Variations.
5.4. Technical Standards and Regulations
The design, the Contractor’s Documents, the execution and the completed work shall comply with the Country's technical standards, building, construction and environmental Laws, Laws applicable to the product being produced from the Works, and other standards specified in the Employer's Requirements, applicable to the Works, or defined by the applicable Laws.
All these Laws shall, in respect of the Works and each Section, be those prevailing when the Works or Section are taken over by the Employer under Clause 10 [Employer's Taking Over]. References in the Contract to published standards shall be understood to be references to the edition applicable on the Base Date, unless stated otherwise.
If changed or new applicable standards come into force in the Country after the Base Date, the Contractor shall give notice to the Employer and (if appropriate) submit proposals for compliance. In the event that:
(a) the Employer determines that compliance is required, and (b) the proposals for compliance constitute a variation,
then the Employer shall initiate a Variation in accordance with Clause 13 [Variations and Adjustments].
5.5 Training
The Contractor shall carry out the training of Employer’s Personnel in the operation and maintenance of the Works to the extent specified in the Employer’s Requirements. If the Contract specifies training which is to be carried out before taking-over, the Works shall not be considered to be completed for the purposes of taking-over under Sub-Clause 10.1 [Taking Over of the Works and Sections] until this training has been completed.
5.6As-Built Documents
The Contractor shall prepare, and keep up-to-date, a complete set of 'as-built' records of the execution of the Works, showing the exact as-built locations, sizes and details of the work as executed. These records shall be kept on the Site and shall be used exclusively for the purposes of this Sub-Clause. Two copies shall be supplied to the Employer prior to the commencement of the Tests on Completion.
In addition, the Contractor shall supply to the Employer as-built drawings of the Works, showing all Works as executed, and submit them to the Employer for review under Sub-Clause 5.2 [Contractor's Documents]. The Contractor shall obtain the consent of the Employer as to their size, the referencing system, and other relevant details.
Prior to the issue of any Taking-Over Certificate, the Contractor shall supply to the Employer the specified numbers and types of copies of the relevant as-built drawings, in accordance with the Employer's Requirements. The Work shall not be considered to be completed for the purposes of taking-over under Sub Clause 10.1 [Taking Over of the Works and Sections] until the Employer has received these documents.
5.7Operation and Maintenance Manuals
Prior to commencement of the Tests on Completion, the Contractor shall supply to the Employer provisional operation and maintenance manuals in sufficient detail for the Employer to operate, maintain, dismantle, reassemble, adjust and repair the Plant.
The Works shall not be considered to be completed for the purposes of taking-over under Sub-Clause 10.1 [Taking Over of the Works and Sections] until the Employer has received final operation and maintenance manuals in such detail, and any other manuals specified in the Employer's Requirements for these purposes.
5.8 Design Error
If errors, omissions, ambiguities, inconsistencies, inadequacies or other defects are found in the Contractor's Documents, they and the Works shall be corrected at the Contractor's cost, notwithstanding any consent or approval under this Clause.
6. Staff and Labour
6.1Engagement of Staffand Labour
Except as otherwise stated in the Employer's Requirements, the Contractor shall make arrangements for the engagement of all staff and labour, local or otherwise, and for their payment, housing, feeding and transport.
6.2Rates of Wages and conditions of labour
The Contractor shall pay rates of wages, and observe, conditions of labour which are not lower than those established for the trade or industry where the work is carried out. If no established rates or conditions are applicable, the Contractor shall pay rates of wages and observe conditions which are not lower than the general level of wages and conditions observed locally by employers whose trade or industry is similar to that of the Contractor
6.3Persons in the Service of Others
The Contractor shall not recruit, or attempt to recruit, staff and labour from amongst he Employer’s Personnel.
6.4Labour Laws
The Contractor shall comply with all the relevant labour Laws applicable to the Contractor's Personnel, including Laws relating to their employment, health, safety, welfare, immigration and emigration, and shall allow them all their legal rights.
The Contractor shall require his employees to obey all applicable Laws, including those concerning safety at work.
6.5 Working Hours
Subject to Indian laws and regulations, the contractor is authorized to work day and night, as well as on Sundays and/or festival days, provided that it makes payment of all sums due therefore to its labour and personnel.
6.6Facilities for Staff and Labour
Except as otherwise stated in the Employer's Requirements, the Contractor shall provide and maintain all necessary accommodation and welfare facilities for the Contractor's Personnel. The Contractor shall also provide facilities for the Employer's Personnel as stated in the Employer's Requirements.
The Contractor shall not permit any of the Contractor’s Personnel to maintain any temporary or permanent living quarters within the structures forming part of the Permanent Works.
The Contractor shall remain responsible for removal and site clearance of the entire project area as per instruction of the Employer's Representative; unless the facilities are taken over by the Employer.
6.7Health and Safety
The Contractor shall at all times take all reasonable precautions to maintain the health and safety of the Contractor's Personnel. In collaboration with local health authorities, the Contractor shall ensure that medical staff, first aid facilities, sick bay, and ambulance service are available at all times at the Site and at any accommodation for Contractor's and Employer's Personnel, and that suitable arrangements are made for all necessary welfare and hygiene requirements and for the prevention of epidemics.
The Contractor shall appoint an accident prevention officer at the Site, responsible for maintaining safety and protection against accidents. This person shall be qualified for this responsibility, and shall have the authority to issue instructions and take protective measures to prevent accidents. Throughout the execution of the Works, the Contractor shall provide whatever is required by this person to exercise, this responsibility and authority.
The Contractor shall send, to the Employer, details of any accident as soon as practicable after its occurrence. The Contractor shall maintain records and make reports concerning health, safety and welfare of persons, and damage to property, as the Employer may reasonably require.
6.8Contractor's Superintendence
Throughout the design and execution of the Works, and as long thereafter as is necessary to fulfill the Contractor's obligations, the Contractor shall provide all necessary superintendence to plan, arrange, direct, manage, inspect and test the work.
Superintendence shall be given by a sufficient number of persons having adequate knowledge of the language for communications (defined in Sub-Clause 1.4 [Law and Language] and of the operations to be carried out (including the methods and techniques required, the hazards likely to be encountered and methods of preventing accidents), for the satisfactory and safe execution of the Works.
6.9Contractor's Personnel
The Contractor shall provide and employ on the site in connection with the execution of the works and performance of its obligations under the Contract:
(a) Only such technical personnel as are skilled and experienced in their respective callings and such sub-agents, foremen and leading hands as are competent to do or give proper supervision to the work they are required to perform or supervise, and
(b) Such skilled, semi-skilled and unskilled labour as is necessary for the proper and timely execution of the works.
The Employer may require the Contractor to remove (or cause to be removed) any person employed on the Site or Works, including the Contractor's Representative if applicable, who:
(a) persists in any misconduct or lack of care, (b) carries out duties incompetently or negligently, (c) fails to conform with any provisions of the Contract, or(d) persists in any conduct which is prejudicial to safety,
health, or the protection of the environment.
If appropriate, the Contractor shall then appoint (or cause to be appointed) a suitable replacement person.
6.10Records of Contractor's Personnel and Equipment
The Contractor shall submit, to the Employer, details showing the number of each class of Contractor’s Personnel and of each type of Contractor's equipment on the Site. Details shall be submitted each calendar month, in a form approved by the Employer, until the Contractor has completed all work which is known to be outstanding at the completion date stated in the Taking-Over Certificate for the Works.
6.11Discorderly Conduct
The Contractor shall at all times take all reasonable precautions to prevent any unlawful, riotous or disorderly conduct by or amongst the Contractor’s Personnel, and to preserve peace and protection of persons and property on and near the Site.
7. Plant, Materials and Workmanship
7.1 Manner of Execution
The Contractor shall carry out the manufacture of Plant, the production and manufacture of Materials, and all other execution of the Works:
(b) in the manner (if any) specified in the Contract, (c) in a proper workmanlike and careful manner, in
accordance with recognised good practice, and (d) with properly equipped facilities and non-hazardous
Materials, except as otherwise specified in the Contract.7.2 Samples
The Contractor shall submit samples to the Employer for review in accordance with the procedures for Contractor's Documents described in Sub-Clause 5.2 [Contractor's Documents], as specified in the Contract and at the Contractor's cost. Each sample shall be labeled as to origin and intended use in the Works.
7.3 Inspection
The Employer's Personnel or an outside agency authorized by the Employer shall:
(a) have full access to all parts of the Site and to all places from which natural Materials are being obtained, and
(b) during production, manufacture and construction (at the Site and, to the extent specified in the Contract, elsewhere), be entitled to examine, inspect, measure, and test the materials and workmanship, and to check the progress of manufacture of Plant and production and manufacture of Materials.
The Contractor shall give the Employer's Personnel or an outside agency authorized by the Employer full opportunity to carry out these activities. Including providing access, facilities, permissions and safety equipment. No such activity shall relieve the Contractor from any obligation or responsibility.
In respect of the work which The Employer's Personnel or an outside agency authorized by the Employer are entitled to examine, inspect, measure and/or test, the Contractor shall give notice to the Employer whenever any such work is ready and before it is covered up, put out of sight, or packaged for storage
or transport. The Employer shall then either carry out the examination, inspection, measurement or testing without unreasonable delay, or promptly give notice to the Contractor that the Employer does not require to do so. If the Contractor fails to give the notice, he shall, if and when required by the Employer, uncover the work and thereafter reinstate and make good, all at the Contractor's cost.
7.4Testing
This Sub-Clause shall apply to all tests specified in the Contract, other than the Tests after Completion (if any).
The Contractor shall provide all apparatus, assistance, documents and other information, electricity, equipment, fuel, consumables, instruments, labour, materials, and suitably qualified and experienced staff, as are necessary to carry out the specified tests efficiently. The Contractor shall agree, with the Employer, the time and place for the specified testing of any Plant, Materials and other parts of the Works.
The Employer may, under Clause 13 [Variations and Adjustments], vary the location or details of specified tests, or instruct the Contractor to carry out additional tests. If these varied or additional tests show that the tested Plant, Materials or workmanship is not in accordance with the Contract, the cost of carrying out this Variation shall be borne by the Contractor, notwithstanding other provisions of the Contract.
The Employer shall give the Contractor not less than 24 hours' notice of the Employer's intention to attend the tests. If the Employer does not attend at the time and place agreed, the Contractor may proceed with the tests, unless otherwise instructed by the Employer, and the tests shall then be deemed to have been made in the Employer's presence.
If the Contractor suffers delay and/or incurs Cost from complying with these instructions or as a result of a delay for which the Employer is responsible, the Contractor shall give notice to the Employer and shall be entitled subject to Sub Clause 20.1 [Contractor's Claims] to:
(a) an extension of time for any such delay, if completion is or will be delayed, under Sub-Clause 8.4 [Extension of Time for Completion].
After receiving this notice, the Employer shall proceed in accordance with Sub-Clause 3.5 [Determinations] to agree or determine these matters.
The Contractor shall promptly forward to the Employer duly certified reports of the tests. When the specified tests have been passed, the Employer shall endorse The Contractor's test certificate, or issue a certificate to him, to that effect. If the Employer has not attended the tests, he shall be deemed to have accepted the readings as accurate.
7.5Rejection
If, as a result of an examination, inspection, measurement or testing, any Plant, Materials, design or workmanship is found to be defective or otherwise not in accordance with the Contract, the Employer may reject the Plant, Materials, design or workmanship by giving notice to the Contractor, with reasons. The Contractor shall then promptly make good the defect and ensure that the rejected item complies with the Contract.
If the Employer requires this Plant, Materials, design a workmanship to be retested, the tests shall be repeated under the same terms and conditions. If the rejection and retesting cause the Employer to incur additional costs, the Contractor shall subject to Sub-Clause 2.5 [Employer's Claims] pay these costs to the Employer.
7.6 Remedial Work
Notwithstanding any previous test or certification, the Employer may instruct the Contractor to:
(a) remove from the Site and replace any Plant or Materials which is not in accordance with the Contract,
(b) remove and re-execute any other work which is not in accordance with the Contract, and
(c) execute any work which is urgently required for the safety of the Works, whether because of an accident, unforeseeable event or otherwise.
If the Contractor fails to comply with any such instruction, which complies with Sub-Clause 3.4 [Instructions], the Employer shall be entitled to employ and pay other persons to carry out the work. Except to the extent that the Contractor would have been entitled to payment for the work, the Contractor shall subject to Sub Clause 2.5 [Employer's Claims] pay to the Employer all costs arising from this failure.
7.7 Employer ship of Plant and Materials
Each item of Plant and Materials shall, to the extent consistent with the Laws of the Country, become the property of the Employer at whichever is the earlier of the following times, free from liens and other encumbrances:
(a) when it is delivered to the Site;
(b) when the Contractor is entitled to payment of the value of the Plant and Materials under Sub-Clause 8.10 [Payment for Plant and Materials in Event of Suspension].
7.8 Royalties
Unless otherwise stated in the Employer's Requirements, the Contractor shall pay all royalties, rents and other payments for:
(a) natural Materials obtained from outside the Site, and(b) the disposal of material from demolitions and
excavations and of other surplus material (whether natural or man-made), except to the extent that disposal areas within the Site are specified in the Contract.
8. Commencement, Delays and Suspension
8.1Commencement of Works
The Contractor shall commence the Design Engineering and Infrastructure works within 15 days (fifteen) days from the date of issue of Letter of Award (LOA). Execution of Civil Works shall come into effect subsequent to when each and all of the following conditions have been fulfilled, which shall be subject to a maximum time limit of 15 (fifteen) days from the date of issue of LOA.
(a) Signing of the Contract Agreement and Credit Agreements (if any);
(b) Delivery to the Employer of the Performance Security pursuant to Sub-Clause 4.2 hereof;
8.2Time for Completion
8.2.1 Time for completion of works as per Sub-Clause 10.1 shall be 24 months reckoned from the date of order to commence referred to Sub-Clause 8.1.
8.2.2 The Contractor shall complete the whole of the works and each section (if any) within the time for completion for the works or section (as the case may be) including:
(a) Achieving the passing of the Tests on Completion and
(b) Completing all works which are stated in the Contract as being required for the Works or Sections to be considered to be completed for the purposes of issue of completion certificate covering part A of the contract in accordance with Sub-Clause 10.1 [Taking Over of the Works and Sections].
8.2.3 For the purpose of Sub-Clause 8.2.3, 8.4 and 10.2 hereof "Works" shall have the same meaning as defined in Sub-Clause 4.4 and shall include all the Permanent and Temporary Works to be executed, all items and things to be supplied / done and all services and activities to be performed such as the planning, design and engineering
service, civil works, electrical, mechanical, hydro-mechanical and other supply, erection works including testing and commissioning and all auxiliary and associated works and services all required for the completion in all respects of all the pumping units.
8.3 Programme
8.3.1 The Contractor shall submit a time programme to the employer within 10 (ten) days after the commencement date and the programme shall be based on the basic time period for completion and milestone as indicated in the Contract Document. Contractor’s programme shall be considered effective upon acceptance by the Employer's Representative.
8.3.2 The Contractor shall also submit a revised programme whenever the previous programme is consistent with actual progress or with the Contractor's obligations unless other wise stated in the contract each programme shall include:
(a) the order in which the Contractor intends to carry out the Works, including the anticipated timing of each major stage of the Works.
(b) The periods for reviews under Sub-Clause 5.2 [Contractor's Documents],
(c) The sequence and timing of inspections and tests specified in the Contract, and
(d) A supporting report which includes:
(i) a general description of the methods which the Contractor intends to adopt for the execution of each major stage of the Works, and
(ii) the approximate number of each class of Contractor's Personnel and of each type of Contractor's Equipment for each major stage.
8.3.3 Unless the Employer, within 21 days after receiving a programme, gives notice to the Contractor stating the extent to which it does not comply with the Contract, the Contractor shall proceed in accordance with the programme, subject to his other obligations under the Contract. The Employer's Personnel shall be entitled to rely upon the programme when planning their activities.
8.3.4 The Contractor shall promptly give notice to the Employer of specific probable future events or circumstances, which may adversely affect or delay the execution of the Works. In this event, or if the Employer gives notice to the Contractor that if a programme fails (to the extent stated) to comply with the Contract or to be consistent with actual progress and the Contractor's stated intentions, the Contractor shall submit a revised programme to the Employer in accordance with this Sub-Clause.
8.4 Extension of Time for Completion
8.4.1 Time allowed for execution of the works as specified in Sub-Clause 8.2.3 is the essence of the Contract.
8.4.2 However, if the Work is delayed on account of the following events and affect the Time for Completion of the Works: (i) Force Majeure as defied in Sub-Clause 19.6 or (ii) Excepted Risks (iii) Suspension of Work for which extension is admissible as
per Sub-Clause 8.8 or
(vi) a) General strikes in India or in the country of the Contractor
b) Railway or Road way or Port or Shipping Strikes in India or outside India
c) Country wide Strikes in Cement of Steel factories or Oil Companies in India, but always excluding strikes limited to personnel of the contractor and / or its sub-Contractors.
The contractor shall subject to the provisions of the Contract, within 14 days of the happening of any such event as aforesaid give notice thereof in writing to the Employers Representative and within a period of further four weeks following the 7 days period, shall give a second notice to the Employer Representative setting out therein particulars of the event impeding or delaying the Works, the part of the works affected by such event, the likely effect on the Time of Completion of the Works specified in Sub-Clause 8.2 and, the extension in Time for Completion required with justification therefore. Such notice shall be accompanied by evidence of the happening of the event referred to in Sub-Clause 8.4.2 herein above. On receipt of such notice, the Employer Representative may grant such extension of time as considered fair and reasonable in his opinion.
8.5 (Deleted)
8.6Rate of Progress
If, at any time:
(a) actual progress is too slow to complete within the Time for Completion, and/or
(b) progress has fallen (or will fall) behind the current programme under Sub-Clause 8.3 [Programme],
other than as a result of a cause listed in Sub-Clause 8.4 [Extension of Time for Completion], then the Employer may instruct the Contractor to submit, under Sub Clause 8.3 [Programme], a revised programme and supporting report describing the revised methods which the Contractor proposes to adopt in order to expedite progress and complete within the Time for Completion.
Unless the Employer notifies otherwise, the Contractor shall adopt these revised methods, which may require increases in the working hours and/or in the numbers of Contractor's Personnel and/or Goods, at the risk and cost of the Contractor. If these revised methods cause the Employer to incur additional costs, the Contractor shall subject to Sub-Clause 2.5 [Employer's Claims] pay these costs to the Employer, in addition to delay damages (if any) under Sub-Clause 8.7 below.
8.7 Delay Damages
If the Contractor fails to comply with Sub-Clause 8.2 (Time for Completion), the Contractor shall be subject to Sub-Clause 2.5 (Employer’s Claims) pay delay damages to the Employer for this default. These delay damages shall be the sum stated in the Appendix to Tender, which shall be paid for every day which shall elapse between the relevant mile stone/Time for Completion and the date stated in the Taking Over Certificate. However, the total amount due under this Sub-Clause shall not exceed 10% of the total Part A of contract price.
These delay damages shall be the only damages due from the Contractor for such default, other than in the event of termination under Sub- Clause 15.2 (Termination by Employer) prior to completion of the Works. These damages shall not relieve the Contractor from his obligation to complete the Works, or from any other duties, obligations or responsibilities, which he may have under the Contract.
8.8Suspension of Work
The Employer may at any time instruct the Contractor to suspend progress of part or all of the Works. During such suspension, the Contractor shall protect, store and secure such part or the Works against any deterioration, loss or damage.
The Employer may also notify the cause for the suspension. If and to the extent that the cause is notified and is the responsibility of the Contractor, the Contractor shall not be entitled for payment of any such cost, which shall be added to the Contract Price.
8.9 (Deleted)
8.10 (Deleted)
8.11 (Deleted)
8.12 (Deleted)
9. Tests on Completion
9.1Contractor’s Obligations
The Contractor shall carry out the Tests on Completion in accordance with this Clause and Sub-Clause 7.4, [Testing] after providing the documents in with Sub Clause 5.6 [As-Built Documents] and Sub-Clause 5.7 [Operation and Maintenance Manual].
The Contractor shall give to the Employer not less than 21 days' notice of the date after which the Contractor will be ready to carry out each of the Tests on Completion. Unless otherwise agreed, Tests on Completion shall be carried out within 14 days after this date, on such day or days as the Employer shall instruct.
The Tests on Completion shall be carried out in the following sequence:
(a) pre-commissioning tests, which shall include the appropriate inspections and ("dry" or "cold") functional tests to demonstrate that each item of Plant can safely under-take the next stage,(b);
(b) commissioning tests, which shall include the specified operational tests to demonstrate that the Works or Section can be operated safely and as specified, under all available operating conditions; and
(c) trial operation, which shall demonstrate that the Works or Section perform reliably and in accordance with the Contract.
During trial operation, when the Works are operating under stable conditions, the Contractor shall give notice to the Employer that the Works are ready for any other Tests on Completion, including performance tests to demonstrate whether the Works conform with criteria specified in the Employer's Requirements and with the Performance Guarantees.
Trial operation shall not constitute a completion certificate under Clause 10 [Employer's Taking Over]. Any product produced by the Works during trial operation shall be the property of the Employer.
In considering the results of the Tests on Completion, appropriate allowances shall be made for the effect of any use of the Works by the Employer on the performance or other characteristics of the Works. As soon as the Works, or a Section, have passed each of the Tests on Completion described in sub-paragraph (a), (b) or (c), the Contractor shall submit a certified report of the results of these Tests to the Employer.
9.2
Delayed Tests If the Tests on Completion are being unduly delayed by the Contractor, the Employer may by notice require the Contractor to carry out the Tests within 21 days after receiving the notice. The Contractor shall carry out the Tests on such day or days within that period as the Contractor may fix and of which he shall give notice to the Employer
If the Contractor fails to carry out the Tests on Completion within the period of 21 days, the Employer’s Personnel may proceed with the Tests at the risk and cost of the Contractor. These Tests on Completion shall then be deemed to have been carried out in the presence of the Contractor and the results of the Tests shall be accepted as accurate.
9.3Retesting
If the Works, or a Section, fail to pass the Tests on Completion, Sub-Clause 7.5 [Rejection] shall apply, and the Employer or the Contractor may require the failed Tests, and Tests on Completion on any related work, to be repeated under the same terms and conditions.
9.4Failure to Pass Tests on Completion
If the Works, or a Section, fail to pass the Tests on Completion repeated under Sub-Clause 9.3 [Retesting], the Employer shall be entitled to:
(a) order further repetition of Tests on Completion under Sub-Clause 9.3;
(b) if the failure deprives the Employer of substantially the whole benefit of the Works or Section, reject the Works or Section (as the case may be), in which event the Employer shall have the same remedies as are provided in sub-paragraph (c) of Sub-Clause 11.4 [Failure to Remedy Defects]; or
(c) issue a completion Certificate after levying liquidated damages as specified in Appendix to Tender
In the event of sub-paragraph (c), the Contractor shall proceed in accordance with all other obligations under the Contract, and the Contract Price shall be reduced by such amount as shall be appropriate to cover the reduced value to the Employer as a result of this failure. Unless the relevant reduction for this failure is stated (or its method of calculation is defined) in the Contract, the Employer may require the reduction to be (i) agreed by both Parties (in full satisfaction of this failure only) and paid before this Completion Certificate is issued, or (ii) determined and paid under Sub-Clause 2.5 [Employer's Claims] and Sub-Clause 3.5 [Determinations].
10. Employer's Taking Over
10.1Taking Over of the Works and Sections
Except as stated in Sub-Clause 9.4 [Failure to Pass Tests on Completion], the total Works covering part A of the contract comprising Sections I, II, III, IV and V shall be initially certified to be complete by the Employer when (i) the Works have been completed in accordance with the Contract, including the matters described in Sub-Clause 8.2 [Time for Completion] and except as allowed in sub-paragraph (a) below, and (ii) a completion Certificate for the Works has been issued, or is deemed to have been issued in accordance with this Sub-Clause.
The Contractor may apply by notice to the Employer for a completion Certificate not earlier than 14 days before the Works will, in the Contractor's opinion, be complete and ready for operation.
The Employer shall, within 28 days after receiving the Contractor's application:
(a) Issue the completion certificate to the Contractor stating the date on which the total works of part A comprising Sections I, II, III, IV and V were completed in accordance with the Contact; or
(b) reject the application, giving reasons and specifying the work required to be done by the Contractor to enable the completion Certificate to be issued. The Contractor shall then complete this work before issuing a further notice under this Sub-Clause.
The Contractor shall be handed over the project along with all its components including Intake pump house, intermediate and booster pump houses, pipeline and allied works immediately after issue of completion certificate for part A (EPC Part) comprising Sections I, II, III, IV and V and the Contractor would Operate and Maintain the project for a period of 2(two) years in accordance with Employer’s Requirements. After completion of the operation and maintenance period of 2(two) years, taking-over certificate will be issued in accordance with the provision in the Contract.
10.2 Taking Over of Parts of the Works
Parts of the Works shall not be taken over or used by the Employer, except as may be stated in the Contract or as may be agreed by both Parties.
10.3 (Deleted)
11. Defects Liability
11.1Completion of Outstanding Workand Remedying Defects
Defect liability period shall be two years from the date of issue of completion certificate in accordance with Sub-clause 10.1.
In order that the Works and Contractor’s Documents, and each Section, shall be in the condition required by the Contract (fair wear and tear excepted) by the expiry date of the relevant Defects Liability Period or as soon as practicable thereafter, the Contractor shall:
(a) complete any work which is outstanding on the date stated in a Taking-Over Certificate, within such reasonable time as is instructed by the Employer, and
(b) execute all work required to remedy defects or damage, as may be notified by the Employer on or before the expiry date of the Defects Liability Period for the Works or Section (as the case may be).
If a defect appears or damage occurs, the Employer shall notify the Contractor accordingly.
11.2 Cost of Remedying Defects
All work referred to in sub-paragraph (b) of Sub-Clause 11.1 [Completion of Outstanding Work and Remedying Defects] shall be executed at the risk and cost of the Contractor if and to the extent that the work is attributable to:
(a) the design of the Works,(b) Plant, Materials or workmanship not being in accordance
with the Contract, (c) improper operation or maintenance which was
attributable to matters for which the Contractor is responsible (under Sub-Clauses 5.5 to 5.7 or otherwise), or
(d) failure by the Contractor to comply with any other obligation.
If and to the extent that such work is attributable to any other cause, the Employer shall give notice to the Contractor accordingly, and Sub-Clause 13.3 [Variation Procedure] shall apply.
11.3 (Deleted)
11.4Failure to Remedy Defects
If the Contractor fails to remedy any defect or damage within a reasonable time, a date may be fixed by (or on behalf of) the Employer, on or by which the defect or damage is to be remedied. The Contractor shall be given reasonable notice of this date.
If the Contractor fails to remedy the defect or damage by this notified date and this remedial work was to be executed at the cost of the Contractor under Sub-Clause 11.2 [Cost of Remedying Defects], the Employer may (at his option):
(a) carry out the work himself or by others, in a reasonable manner and at the Contractor's cost, but the Contractor shall have no responsibility for this work; and the Contractor shall subject to Sub-Clause 2.5 [Employer's Claims] pay to the Employer the costs reasonably incurred by the Employer in remedying the defect or damage;
(b) agree or determine a reasonable reduction in the Contract price in accordance with Sub-Clause 3.5 [Determinations]; or
(c) if the defect or damage deprives the Employer of substantially the whole benefit of the Works or any major part of the Works, terminate the Contract as a whole, or in respect of such major part which cannot be put to the intended use. Without prejudice to any other rights, under the Contract or otherwise, the Employer shall then be entitled to recover all sums paid for the Works or for such part (as the case may be), plus financing costs and the cost of dismantling the same, clearing the Site and returning Plant and Materials to the Contractor.
11.5 Removal of Defective Work
If the defect or damage cannot be remedied expeditiously on the Site and the Employer gives consent, the Contractor may remove from the Site for the purposes of repair such items of Plant as are defective or damaged. This consent may require the Contractor to increase the amount of the Performance Security by the full replacement cost of these items, or to provide other appropriate security.
11.6 Further Tests
If the work of remedying of any defect or damage may affect the performance of the Works, the Employer may require the repetition of any of the tests described in the Contract, including Tests on Completion and/or Tests after Completion.
The requirement shall be made by notice within 28 days after the defect or damage is remedied.
These tests shall be carried out in accordance with the terms applicable to the previous tests, except that they shall be carried out at the risk and cost of the Party liable, under Sub-Clause 11.2 [Cost of Remedying Defects], for the cost of the remedial work.
11.7Right of Access
Until the Performance Certificate has been issued, the Contractor shall have the right of access to all parts of the Works and to records of the operation and performance of the Works, except as may be inconsistent with the Employer's reasonable security restrictions.
11.8 (Deleted)
11.9Performance Certificate
Performance of the Contractor's obligations shall not be considered to have been completed until the Employer has issued the Performance Certificate to the Contractor, stating the date on which the Contractor completed his obligations under the Contract.
The Employer shall issue the Performance Certificate within 28 days after the latest of the expiry dates of the Defects Liability Periods, or as soon thereafter as the Contractor has supplied all the Contractor's Documents and completed and tested all the Works, including remedying any defects. If the Employer fails to issue the Performance Certificate accordingly:
(a) the Performance Certificate shall be deemed to have been issued on the date 28 days after the date on which it should have been issued, as required by this Sub-Clause, and
(b) Sub-Clause 11.11 [Clearance of Site] and sub-paragraph (a) of Sub-Clause 14.14 [Cessation of Employer’s Liability] shall be inapplicable.
Only the Performance Certificate shall be deemed to constitute acceptance of the Works.
11.10 Unfulfilled Obligations
After the Performance Certificate has been issued, each Party shall remain liable for the fulfillment of any obligation which remains unperformed at that time. For the purposes of determining the nature and extent of unperformed obligations, the Contract shall be deemed to remain in force.
11.11 Clearance of Site
Upon receiving the Performance Certificate, the Contractor shall remove any remaining Contractor's Equipment, surplus material, wreckage, rubbish and Temporary Works from the Site.
If all these items have not been removed within 28 days after the Employer issues the Performance Certificate, the Employer may sell or otherwise dispose of any remaining items. The Employer shall be entitled to be paid the costs incurred in connection with, or attributable to, such sale or disposal and restoring the Site.
Any balance of the moneys from the sale shall be paid to the Contractor. It these moneys are less than the Employer's costs, the Contractor shall pay the outstanding balance to the Employer.
12. Test after Completion
12.1Procedure for Tests after Completion
If Tests after Completion are specified in the Contract, this Clause shall apply.
(a) the Employer shall provide all electricity, fuel and materials, and make the Employer's Personnel and Plant available;
(b) the Contractor shall provide any other plant, equipment and suitably qualified and experienced staff, as are necessary to carry out the Tests after Completion efficiently; and
(c) the Contractor shall carry out the Tests after Completion in the presence of such Employer's and/or Contractor's Personnel as either Party may reasonably request.
The Tests after Completion shall be carried out as soon as is reasonably practicable after the period of 2 (two) year’s of Operation and maintenance. The Employer shall give to the Contractor 21 days' notice of the date after which the Tests after Completion will be carried out. Unless otherwise agreed, these Tests shall be carried out within 14 days after this date, on the day or days determined by the Employer.
The results of the Tests after Completion shall be compiled and evaluated by the Contractor, who shall prepare a detailed report. Appropriate account shall be taken of the effect of the Employer's prior use of the Works.
12.2 (Deleted)
12.3
Retesting If the Works, or a Section, fail to pass the Tests after Completion
(a) sub-paragraph (b) of Sub-Clause 11.1 [Completion of Outstanding Work and Remedying of Defects] shall apply, and
(b) either Party may then require the failed Tests, and the Tests after Completion on any related work, to be repeated under the same terms and conditions.
If and to the extent that this failure and retesting are attributable to any of the matters listed in sub-paragraphs (a) to (d) of Sub-Clause 11.2 [Cost of Remedying Defects] and cause the Employer to incur additional costs, the Contractor shall subject to Sub- Clause 2.5 [Employer's Claims] pay these costs to the Employer.
12.4Failure to Pass Tests after Completion
If the following conditions apply, namely:(e) the Works, or a Section, fail to pass any or all of the
Tests after Completion, (f) the relevant sum payable as non-performance damages
for this failure is stated (or its method of calculation is defined) in the Contract, and
(g) the Contractor pays this relevant sum to the Employer with in the validity period of performance security , Otherwise the Employer will proceed for recovery of the amount by encashment of the performance security.
then the Works shall be deemed to have passed these Tests after Completion.
If the Works fail to pass a Test after Completion and the Contractor proposes to make adjustments or modifications to the Works or such Section, the Contractor may be instructed by (or on behalf of) the Employer that right of access to the Works or Section cannot be given until a time that is convenient to the Employer. The Contractor shall then remain liable to carry out the adjustments or modifications and to satisfy this Test, within a reasonable period of receiving notice by (or on behalf 0f the Employer of the time that is convenient to the Employer. However, if the Contractor does not receive this notice during the currency of the contract, the Contractor shall be relieved of this obligation and the Works shall be deemed to have passed this Test after Completion.
After receiving this notice, the Employer shall proceed in accordance with Sub-Clause 3.5 [Determinations] to agree or determine this Cost and profit.
13. Variations and Adjustments
13.1 Right to Vary
Variations may be initiated by the Employer at any time prior to issuing the Taking-Over Certificate for the Works, either by an instruction or by a request for the Contractor to submit a proposal. A Variation shall not comprise the omission of any work which is to be carried out by others.
The Contractor shall execute and be bound by each Variation, unless the Contractor promptly gives notice to the Employer stating (with supporting particulars) that (i) the Contractor cannot readily obtain the Goods required for the Variation, (i) it will reduce the safety or suitability of the Works, or (iii) it will have an adverse impact on the achievement of the Performance Guarantees. Upon receiving this notice, the Employer shall cancel, confirm or vary the instruction.
13.2 Value Engineering
The Contractor may, at any time, submit to the Employer a written proposal which (in the Contractors opinion) will, if adopted, (i) accelerate completion, (ii) reduce the cost to the Employer of executing, maintaining or operating the Works, (iii) improve the efficiency or value to the Employer of the completed Works, or (iv) otherwise be of benefit to the Employer.
The proposal shall be prepared at the cost of the Contractor and shall include the items listed in Sub-Clause 13.3 [Variation Procedure].
13.3 Variation Procedure
If the Employer requests a proposal, prior to instructing a Variation, the Contractor shall respond in writing as soon as practicable; either by giving reasons why he cannot comply (if this is the case) or by submitting:
(a) a description of the proposed design and/or work to be performed and a programme for its execution,
(b) the Contractor's proposal for any necessary modifications to the programme according to Sub-Clause 8.3 [Programme] and to the Time for Completion, and
(c) the Contractor's proposal for adjustment to the Contract Price.
The Employer shall, as soon as practicable after receiving such proposal (under Sub Clause 13.2 [Value Engineering] or otherwise), respond with approval, disapproval or comments.
The Contractor shall not delay any work whilst awaiting a response.
Each instruction to execute a Variation, with any requirements for the recording of Costs, shall be issued by the Employer to the Contractor, who shall acknowledge receipt. .
Upon instructing or approving a Variation, the Employer shall proceed in accordance with Sub-Clause 3.5 [Determinations] to agree or determine adjustments to the Contract Price and the Schedule of Payments. These adjustments shall include reasonable profit, and shall take account of the Contractor's submissions under Sub Clause 13.2 [Value Engineering] if applicable.
13.4 Payment in ApplicableCurrencies
The Contract provides for payment of the Contract Price in Indian Rupees only.
13.5 (Deleted)
13.6 (Deleted)
13.7Adjustments for Changes in Legislation
No price adjustment shall be applicable on any account either for increase or decrease in cost resulting from a change in the laws of Union of India including the introduction of new laws and also due to variation in exchange rates for conversion of currencies.
13.8Adjustments for Changes in Costs
The Contract Price shall not be subject to adjustment for any changes in the cost of labour, materials or other inputs to the works during the Contract period.
14. Contract Price and Payment
14.1 The Contact Price shall be comprising of:
PART A – Total value of the work for EPC Turnkey Contract as per Contract Agreement. PART B – Total value of the work for Operation and Maintenance of the installation for a period of 2 (two) years as per Contract Agreement.
(a) The Employer will pay the Contractor a Firm Contract Price for completion of all works as specified under the scope of work / employers requirement; which shall include but not limited to supply and installation of all plants and its accessories leading to successful
commissioning of 2 nos. of 7,4.2,3,2.5 Cumecs pumps at pump houses and 3000 mm to 2000 mm steel pipeline as shown in tabular form 4.5.8 of Vol-II_Part-C with allied works including operation and maintenance of the Pumps, other allied electric equipment for a period of 2 (two) years after successful commissioning of the project Phase–II on EPC Turnkey cum O&M contract basis.
(b) payment for the Works shall be made on a fixed lump sum monthly basis. Assessment for verification of payment shall be made on the basis of the quantity executed and corresponding quoted rates in the Contract. However, the Contractor shall be entitled to get fixed lump sum monthly installment payment provided the value of the work executed is more than or equal to the fixed lump sum monthly installment as indicated in Contract under Sub- Clause 14.4
(c) The Contractor shall pay all duties and taxes in consequence of his obligations under the Contract, and the Contract Price shall not be adjusted for such costs, as stated in Sub-Clause 13.7;
(d) any quantities set out in the price schedules by the Contractor shall be considered as minimum quantities to be executed against each item of works identified in the price schedules. However, in all cases payment shall be limited to the total price quoted by the Contractor against each item of works.
(e) any quantities, prices or rates of payment per unit quantity which may be set out in a Schedule are only to be used to assess the value of interim payments as per Clause 14.3.
(f) the Contract Price will be paid to the Contractor in Indian Rupees only as indicated in the Contract Price Schedule.
14.2 Advance Payments
14.2.1 The Employer will make recoverable advance payments to the extent of 10% (ten Percent) of the total value of the Part A of the Contract Price in two installments. Interest @8% per annum (simple interest) against the above advance shall be charged.
14.2.2
14.2.3
First installment equivalent to 5% (five percent) of the PART –A contract price as advance payment for mobilization shall be certified upon submission of:(a) Bank Guarantee (in the form set out in Annexure GCCII) of equivalent amount, (b) Contract agreement as per Sub-Clause 1.6(c) Performance security 5% (five percent) of the total value of the Contract as indicated in Sub- Clause 4.2.
Second installment equivalent to 5% (five percent) of the total PART-A contract price as advance payment shall be certified upon submission of:
(a) Bank Guarantee (in the form set out in Annexure GCCII) of equivalent amount,(b) Confirmation about mobilization (c) Additional Investigation Documents, (d) Submittal of Pipe line Design documents for approval
Both the above Bank Guarantee for advance shall be remain valid for a period of 3 (three) months in excess of time for completion as specified under Sub-
Clause 8.2 for Section – (I), (II), (III), (IV) and (V) of the work.
14.3 Application for Interim Payment Certificates
The Contractor shall submit a statement in six copies to the Engineer-in-charge after the end of each month, in a form approved by the Engineer-in-charge, showing the amounts to which the Contractor considers himself to be entitled, together with supporting documents which shall include the detailed report on the progress during the month in accordance with Sub-Clause 4.14 for each section of the Work. The statement shall include the following items, as applicable, which shall be expressed in Indian Rupees and also shall include the following items, as applicable, which shall be expressed in the sequence listed below:
(a) the estimated contract value of the Construction Documents produced and the Works executed up to the end of the month;
(b) amount to be deducted for retention, shall be @5% from the each interim bills except form advance payments.
(c) any amount to be deducted against recovery of advance amount in accordance with rate specified in Appendix to Tender,
(d) Delay damages in respect of non-achievement of milestone as per Appendix to Tender
(e) any other additions or deductions which may have become due in accordance with the Contract (including those under Clause 20)
(f) Deduction of Income tax, works contract tax and other taxes etc. as
applicable.
(g) The total amounts certified on all previous Interim Payment Certificates.
14.3.1 Payment for Section I – separate payment for Design and Engineering services for Civil/Hydro-mechanical/Electro-mechanical engineering works and plants shall be assessed on the basis of the rate specified in the contract
14.3.2 Payment for Section II - Civil Works as indicated in the Schedule shall be paid towards execution of civil works against monthly interim payment certificate prepared on the basis of various items and quantities of work executed at the unit rates of various items of works as per detailed Schedule of Works and upon subsequent certification by the Engineer- in- charge. No secured advance against any placement and purchase of construction materials/manufactured materials/ brought out items shall be made against any civil works. All progressive payments made towards civil works shall be treated as interim payment. No payment against any earthwork in excavation in foundation of structure shall be made until the foundation concrete has been laid and foundation work of the relevant structure has been completed. However, in all cases payment shall be limited to the total price quoted by the Contractor against each item of works. Payment shall be effective to the extent of execution of each activity in respect of each individual structure. Contractor shall submit a bill to the Employer indicating cumulative value of the works executed against individual structure, payment already received against each
14.3.3
14.3.4
14.3.5
14.3.6
of the structure till the date of next/preceding bill and the balance of the amount payable under these items for individual structure.
Payment for Section III – Hydro-mechanical works shall be made as under:
a) 70% of the quoted price shall be paid on receipt of each brought out item of works as indicated in the Price Schedule (Ex-works) as progressive payment against interim payment certificate.
b) 20% of quoted price shall be paid on erection of hydro-mechanical equipment as progressive payment against interim payment certificate prepared on the basis of various items erected.
c) 10% of the quoted price shall be paid on successful testing and commissioning of each equipment as progressive payment against interim payment certificate prepared on the basis of various items supplied, erected, tested and commissioned in accordance with the Contract Agreement.
Payment for Section IV – Electromechanical works shall be made as under:
(a) 70% of the quoted price for supply of goods (Ex-works) shall be paid on receipt of goods at site as progressive payment against interim payment certificate prepared on the basis of various items supplied in accordance with the Contract Agreement
(b) 20% of erection, testing and commissioning charges shall be paid in monthly installments against pro-rata contract value of the work completed as per the agreed construction schedule and on certification by the Engineer-in-charge.
(c)10% of the quoted price shall be paid on successful testing and commissioning of each equipment as progressive payment against interim payment certificate prepared on the basis of various items supplied, erected, tested and commissioned in accordance with the Contract Agreement.
.Deleted
All progressive payments made to the Contractor shall be reviewed on quarterly basis and reconciled with the break-up of the Schedule. Over payments/under payments made, if any, shall be adjusted in the next interim payments.
14.4 Schedule of Payments
The Contractor shall include a schedule of monthly payments for both Part – A and Part – B of the Contract separately specifying the installments spread over the stipulated entire construction period in which the Contract Price will be paid. The monthly installment as quoted in the schedule of payments during bidding stage and subsequent revision / modification (if applicable) during Contract Agreement stage shall be considered as guideline for interim payment certificate.
Certification for interim payment shall be based on the assessment of actual progress achieved in executing the works and if actual progress is found to be less than the value on which the schedule of payment was based, then the employer representative may proceed in accordance with Sub-Clause – 3.5 (Determinations) to agree or determine revised installments, which shall take account of the extent to which progressive executed value of the work is less than that the value of work on which the installments were previously based.
14.5 (Deleted)14.6 Interim Payment
No amount will be paid until the Employer has received and approved the Performance Security. Thereafter, the Employer shall within 28 days after receiving a Statement and supporting documents, give to the Contractor notice of any items in the Statement with which the Engineer in charge disagrees, with supporting particulars. Payments due shall not be withheld, except that:
(a) if any thing supplied or work done by the Contractor is not in accordance with the Contract, the cost of rectification or replacement may be withheld until rectification or replacement has been completed; and/or (b) if the Contractor was or is failing to perform any work or obligation in accordance with the Contract and had been so notified by the Engineer in charge, the value of this work, or obligation may be withheld until the work or obligation has been performed.
The Employer may, be any payment, make any correction or modification that should properly be made to any amount previously considered due. Payment shall not be deemed to indicate Engineer in charge acceptance, approval, consent or satisfaction.
14.7 Timings of Payment(a) the Employer shall pay the amount certified in each Interim Payment Certificate within a reasonable time from the date on which the Engineer-in-charge received the Contractor's statement and supporting documents; otherwise the Contractor’s statement shall be returned within within a reasonable time with specific remarks for reconciliation . (b) the Employer shall pay the amount certified in the Final Payment Certificate
within a reasonable time from the date of issue of the Certificate.
14.8 (Deleted)14.9 Payment of Retention Money
When the Employer’s Representative has issued the Completion Certificate for the Works covering Part – A of the Contract, and the Works have passed all specified tests, the first half of the Retention Money shall be certified by the Engineer-in-charge for payment to the Contractor against submission of bank guarantee of equivalent amount which shall be remain valid up to 3(three) months in excess of defect liability Period. The bank guarantee shall be suitably extended to such time any work remain to be executed under Clause 11 or Clause 12.
Unless otherwise stated in the contract, upon expiry of the Defect Liability period, the Engineer-in-charge shall certify the second half of the Retention money to the Contractor for payment. Except that, if at such time any work shall remain to be executed under Clause 11 or Clause 12, the Engineer-in-charge shall be entitled to withhold certification, until completion of such work, of so much of the balance of the Retention Money as shall represent the cost of the work remaining to be executed.
14.10 Statement at Completionwithin a reasonable time after the issue of the final Taking-Over Certificate for the Works, the Contractor shall submit, to the Employer's Representative, six copies of a statement at completion with supporting documents showing in detail, in the form approved by the Employer's Representative under Sub- Clause 13.3:
(a) the final value of all work done in accordance with the Contract up to the date stated in such Taking-Over Certificate, (b) any further sums which the Contractor considers to be due. and (c) an estimate of amounts which the Contractor considers will become due to him under the Contract.
The estimated amounts shall be shown separately in such statement at completion..
14.11 Application for Final Payment within a reasonable time after the issue of the Performance Certificate. the Contractor shall submit to the Employer's Representative six copies of a draft final statement with supporting documents showing in detail in a form approved by the Employer 's Representative:
(a) the value of all work done in accordance with the Contract. and (b) any further sums which the Contractor considers to be due to him under the Contract or otherwise . If the Employer's Representative disagrees with or cannot verify any part of the draft final statement, the Contractor shall submit such further information as the Employer's Representative may reasonably require and shall make such changes in the draft as may be agreed between them. The Contractor shall then prepare and submit to the Employer's Representative the final statement as agreed (for the purposes of these Conditions referred to as the "Final Statement").
If, following discussions between the Employer's Representative and the Contractor and any changes to the draft final statement which may be agreed between them, it becomes evident that a dispute exists, the Employer’s Representative shall deliver to the Employer (with a copy to the Contractor) an Interim Payment Certificate for those parts of the draft final statement which are not in dispute. The dispute may then be resolved under Clause 20, in which case the Contractor shall then prepare and submit to the Employer (with a copy to the Employer's Representative) a Final Statement in accordance with the outcome of the dispute.
14.12 DischargeWhen submitting the Final Statement, the Contractor shall submit a written discharge, which confirms that the total of the Final Statement represents full and final settlement of all monies due to the Contractor under the Contract. Such discharge may state that it shall become effective only after payment due under the Final Payment Certificate has been made and the Performance Security referred to in Sub-Clause 4.2 has been returned to the Contractor.
14.13 Final Payment The Employer’s Representative shall issue to the Employer, with a copy to the Contractor, the Final Payment Certificate within a reasonable time after receiving the Final Statement and written discharge in accordance with Sub-Clauses 14.11 and 14.12, stating:
(a) the amount which is finally due, and
(b) after giving credit to the Employer for all amounts previously paid by the Employer and for all sums to which the Employer is entitled, the balance, if any, due from the Employer to the Contractor or from the Contractor to the Employer as the case may be.
If the Contractor has not applied for a Final Payment Certificate in accordance with Sub-Clauses 14.11 and 14.12, the Employer’s Representative shall request the Contractor to do so. If the Contractor fails to make such an application within a reasonable time, the Employer’s Representative shall issue the Final Payment Certificate for such amount as he considers to be due.
14.14 Cessation of Employer’s LiabilityThe Employer shall not be liable to the Contractor for any matter or thing arising out of (or in connection with) the Contract or execution of the Works, unless the Contractor shall have included a claim for it in his Final Statement and (except for matters or things arising after the issue of the Taking – Over Certificate for the Works) in the statement at completion described in Sub-Clause 14.10.
14.15 Currency of PaymentsAll payments whatsoever will be made in Indian Rupees only as per Contract Agreement.
14.16Price Adjustment:-
14.16.1 Procedure:14.16.1(A) No escalation on prices and wages will be paid. The bidder has
to quote the bid taking into account of any variation in rates and wages during the period of execution i.e.; from the date of quoting the rates to the end of completion of work in all respects.
(B) However, in respect of cement and steel escalation of prices will be made for the actual quantity used in the work if the prices increase by more than 5% over prevailing market rates of Rs2700 per M.T. and RS 27500 per M.T. for cement and steel respectively. For the purpose of assessing the increase in prices, the actual market price of cement and steel communicated by the Engineer-in –chief ,Admn.wing, I&CAD Dept. will be adopted.
The contract price shall be adjusted for increase or decrease in rates and prices for labour, cement, steel, fuel, lubricants and other materials ( Electro mechanical works) in accordance with the following principals and procedures as defined in clause 20.9 of conditions of contract.
i) Price adjustment shall apply only for work carried out within the stipulated time or extension granted by the Employer and shall not apply to work carried out beyond the stipulated time for reasons attributable to the Contractor, and
ii) Price adjustment shall be calculated separately for the local and foreign components of the payment for work done in the manner explained in the following clauses.
iii) The price adjustment formula shall be applied to the value of work done during each quarter as defined below:
R=Total value of work done during the quarter as defined in clause 47.1 of conditions of contract.
RI= Portion of R, payable in local currency.RF = Portion of R, payable in foreign currency (at fixed exchange
rats)
R= RI + RF
14.16.2. Local Currency Component
a) Labour
Price adjustment for increase or decrease in local labour costs shall be paid in accordance with the following formula.
VL = 0.85 x PL/100 x RI (LI-LO)/LO
Where,
VL = Increase or decrease in the cost of work during the quarter under consideration due to change in rates for local labour.
PL = % of labour component of the work.
LO = Average consumer price index for industrial workers for KURNOOL Center for quarter preceding the stipulated date of opening of bids ( as published by the Labour Bureau, the Ministry of Labour, Government of India ).
LI = Average consumer price index for industrial workers for KURNOOL Center for the quarter under consideration (as published by the Labour Bureau, the Ministry of the Government of India, New Delhi ).
b) Materials
The price adjustment for increase or decrease in cost of local materials shall be paid in accordance with the following formula.
i) Cement
VC = 0.85 x PC/100 x RI (CI – CO)/ CO
Where,
VC = Increase or decrease in the cost of work during the quarter under consideration due to change in rates of cement.
PC = % of cement component of the work.
CO = Average whole sale price index for cement for the quarter preceding the date of opening of bids (as published by the Ministry of Industrial Development, Government of India, New Delhi ).
CI = Average wholesale price index for cement for the quarter under consideration (as published by the Ministry of Industrial Development, Government of India, New Delhi).
ii) Steel
VS = 0.85 x PS/100 x RI (SI – SO)/SO
Where,
VS = Increase or decrease in the cost of work during the quarter under consideration due to change in rates of steel.
PS = % of steel component of the work.
SO = Average whole sale price index for steel (bars and rods) for the quarter preceding the stipulated date of opening of Bids (as published by the Ministry of Industrial Development, Government of India, New Delhi).
SI = Average whole sale price index for steel ( bars and rods ) for the quarter under consideration ( as published by the Ministry of Industrial Development, the Government of India, New Delhi ).
iii) Other Material
VM = 0.85 x PM/100 x RI (MI – MO)/MO
Where,
VM = Increase or decrease in the cost of work during the quarter under consideration due to change in rates of local materials other than cement and steel.
PM = % of material component of the work (other than cement and steel).
MO = Average whole sale price index for all commodities for the quarter preceding the stipulated last date of opening of the Bids (as published by the Ministry of Industrial Development, Government of India, New Delhi).
MI = Average whole sale price index for all commodities for the quarter under consideration ( as published by the Ministry of Industrial Development, the Government of India, New Delhi ).
c) Fuel and Lubricants
The price adjustment for increase or decrease in the cost of fuel and lubricants shall be paid in accordance with the following formula.
VF = 0.85 x PF/100 x RI (FI – FO)/ FO
Where,
VF = Increase or decrease in the cost of work during the quarter under consideration due to change in rates for fuels and lubricants.
PF = % of fuel and lubricants component of the work.
FO = Average official retail price of HSD at the existing consumer’s pumps of IOC at KURNOOL on the day one of the calendar month preceding the stipulated date of opening of bids.
FI = Average official retail price of HSD at the existing consumer’s pumps of IOC at KURNOOL on the 15th day of the middle calendar month of the quarter under consideration.
Note :
PL + PC + PS + PM + PF should not be more than 100.
14.16.3. Foreign Currency Component
The price adjustment due to increase or decrease in the portion of cost of work payable in foreign currency shall be made in accordance with the following formula.
VFX = 0.85 x RF (PLI – PLO)/ PLO
Where,
VFX = Increase or decrease in the portion of cost of work payable in foreign currency during the quarter under consideration due to change in prices of foreign inputs.
PLO = Index for the foreign inputs as published in the country of origin for quarter proceeding the stipulated date of opening of Bids.
PLI = Index for the foreign inputs as published in the country of origin for the quarter under consideration.
a) The Bidder shall in his Bid, indicate the appropriate Index / Indices, the source of publication and the period in which it is published and furnish copies or extracts from the preceding 12 months of publications. The proposed Index or indices shall be subject to approval of the Employer.
b) Indices shall be appropriate for their purpose and shall relate to the Contractor’s proposed source of supply of inputs on the basis of which his Bid price and anticipated foreign currency requirements should have been computed. As the proposed basis for price adjustment the Contractor shall submit with the Bid.
i) Schedule of indices duly completed by the Bidder to show the source of all indices and the latest value of official or provisional base indices.
ii) Official publications showing the values of the proposed indices as available during the twelve months preceding to the stipulated date of opening date of bids.
c) If the currencies in which the foreign exchange is expressed are different from the currencies of the source of the relevant indices, the Engineer shall determine the correction to be applied in calculating the price adjustment factor in order to avoid difference in the amount of price adjustment. Such correction should correspond to the ratio of the exchange rates between the respective currencies on the date one of the calendar month prior to the stipulated date of opening of Bids.
d) If the bidder has requested payment in more than one foreign currency, foreign currency RF shall be suitably broken up and a separate formula be applied to each currency component by applying the corresponding indices for the foreign input procured with that currency.
14.16.4. Changes in Cost due to Legislation
a) If after the date for opening of Bids for the works, there occurs in India any change to any National or state statue, Ordinance, Decree or Other Law or regulation or Bye – Law of any local or duly constituted Authority, or the introduction of any such National or State status, Ordinance, Decree, Law regulations or Bye-Law which causes additional or deduced cost to Contractor, other than under the component indicated under the Sub-Clauses 14.16.1 to 14.16.3 above, in the execution of the works, such additional or reduced cost shall be certified by the Engineer after examining the records provided by the claimant and shall be paid by or credited to the Employer.
b) Notwithstanding the foregoing, such additional or reduced cost shall not be separately paid or credited if, (i) the same has been paid in whatever manner including payment made though any of the inputs to the price adjustment formulae in accordance with the provisions of Clause 20.9.1 of General Conditions of Contract or (ii) the same has been taken into account by any other clause of the Contract.
14.16.5. Components with Percentages
The following percentages are estimated by the Employer for the price adjustment for the entire contract. However, the Bidder may not be bound by the following percentages, provided that the Bidder
shall indicate such percentages in appendix to the Bid with full evidence.
1. Labour – PL 8%2. Cement – PC 1%3. Steel – PS 50%4. POL – PF 24%5. Other Materials – PM 17%
15. Termination by Employer15.1 Notice to Correct
If the Contractor fails to carry out any obligation under the Contract, the Employer may by notice require the Contractor to make good the failure and to remedy it within a specified reasonable time.
15.2Termination by Employer
The Employer shall be entitled to terminate the Contract if the Contractor:
(a) fails to comply with Sub-Clause 4.2 [Performance Security] or with a notice under Sub-Clause 15.1 [Notice to Correct],
(b) Abandons the Works or otherwise plainly demonstrate the intention not to continue of his obligations under the Contract.
(c) without reasonable excuse fails to proceed in accordance with Clause 8 [Commencement, Delays and Suspension]
(d) subcontracts the whole of the Works or assigns Contract without the required agreement
(e) becomes bankrupt or insolvent, goes into liquidation, has a receiving administration order made against him, compounds with his creditors. or carries on business under a receiver, trustee or manager for the benefit of his creditors, or if any act is done or event occurs which (under applicable Laws) has a similar effect to any of these acts or events, or
(f) gives or offers to give (directly or indirectly) to any person any bribe, gift, gratuity, commission or other thing of value, as an inducement or reward:
i. for doing or forbearing to do any action in relation to the Contract, or for showing or forbearing to show favour or
ii. disfavour to any person in relation to the Contract,
or if any of the Contractor's Personnel, agents or Subcontractors gives or offers to give (directly or indirectly) to any person any such inducement or reward as is described in this sub-paragraph (f). However, lawful inducements and rewards to Contractor's Personnel shall not entitle termination.
In any of these events or circumstances, the Employer may, upon giving 14 days’ notice to the Contractor, terminate the Contract and expel the Contractor from the Site. However, in the case of sub-paragraph (e) or (f), the Employer may by notice terminate the Contract immediately.
The Employer's election to terminate the Contract shall not prejudice any other rights of the Employer, under the Contract or otherwise.
The Contractor shall then leave the Site and deliver any required Goods, all Contractor Documents, and other design documents made by or for him, to the Employer. However, the Contractor shall use his best efforts to comply immediately with any reasonable instructions included in the notice (i) for the assignment of any subcontract, and (ii) for the protection of life or property or for the safety of the Works.
After termination, the Employer may complete the Works and/or arrange for any other entities to do so. The Employer and these entities may then use any Goods, Contractor's Documents and other design documents made by or on behalf of the Contractor.
The Employer shall then give notice that the Contractor's Equipment and Temporary Works will be released to the Contractor at or near the Site. The Contractor shall promptly arrange their removal. at the risk and cost of the Contractor However, if by this time the Contractor has tailed to make a payment due to the Employer, these items may be sold by the Employer in order to recover this payment. Any balance of the proceeds shall then be paid to the Contractor.
15.3 Valuation at Date of Termination
As soon as practicable after a notice of termination under Sub-Clause 15.2 [Termination by Employer] has taken effect, the Employer shall proceed in accordance with Sub-Clause 3.5 [Determinations] to agree or determine the value of the Works, Goods and Contractor's Documents, and any other sums due to the Contractor for work executed in accordance with the Contract.
15.4Payment afterTermination
After a notice of termination under Sub-Clause 15.2 [Termination by Employer] has taken effect the Employer may:a) proceed in accordance with Sub-Clause 2.5
[Employer's Claims], b) with-hold further payments to the Contractor
until the costs of design, execution, completion and remedying of any defects, damages for delay in completion (if any), and all other costs incurred by the Employer, have been established, and/or
c) recover from the Contractor any losses and damages incurred by the Employer and any extra costs of completing the Works, after allowing for any sum due to the Contractor under Sub-Clause 15.3 [Valuation at Date of Termination]. After recovering any such losses,
damages and extra costs, the Employer shall pay any balance to the Contractor
15.5 Employer's Entitlement of Termination
The Employer shall be entitled to terminate the Contract, at any time for the Employer's convenience, by giving notice of such termination to the Contractor. The termination shall take effect 28 days after the later of the dates on which the Contractor receives this notice or the Employer returns the Performance Security.
16. (Deleted)
17. Risk and Responsibility
17.1 Indemnities
The Contractor shall indemnify and hold harmless the Employer, the Employer's Personnel, and their respective agents, against and from all claims, damages, losses and expenses (including legal fees and expenses) in respect of:
(a) bodily injury, sickness or death, of any person whatsoever arising out of or in the course of or by reason of the design, execution and completion of the Works and the remedying of any defects, unless attributable to any negligence, willful act or breach of the Contract by the Employer, the Employer's Personnel, or any of their, respective agents, and
(b) damage to or loss of any property, real or personal (other than the Works), to the extent that such damage or loss:
1. arises out of or in the course of or by reason of the design, execution and completion of the Works and the remedying of any defects, and
2. is not attributable to any negligence, willful act or breach of the Contract by the Employer, Employer's Personnel, their respective agents, or anyone directly or indirectly employed by any of them.
The Employer shall indemnify and hold harmless the Contractor, the Contractor's Personnel, and their respective agents, against and from all claims, damages, losses and expenses (including include legal fees and expenses) in respect
of (1) bodily injury, sickness, disease or death, which is attributable to any negligence, willful act or breach of the Contract by the Employer, the Employer's Personnel, or any of their respective agents, and (2) the matters for which liability may be excluded from insurance cover, as described in sub-paragraphs (d)(i), (ii) and (iii) of Sub-Clause 18.3 [Insurance Against Injury to Persons and Damage to Property].
17.2Contractor's Care of the Works
The Contractor shall take full responsibility for the care of the Works and Goods from the Commencement Date until the Taking-Over Certificate is issued (or is deemed to be issued under Sub-Clause 10.1 [Taking Over of the Works and Sections]) for the Works, when responsibility for the care of the Works shall pass to the Employer. If a Taking-Over, Certificate is issued (or is so deemed to be issued) for any Section of the Works, responsibility for the care of the Section shall then pass to the Employer.
After responsibility has accordingly passed to the Employer, the Contractor shall take responsibility for the care of any work which is outstanding on the date stated in a Taking-Over Certificate, until this outstanding work has been completed.
If any loss or damage happens to the Works, Goods or Contractor's Documents during the period when the Contractor is responsible for their care, from any cause not listed in Sub-Clause 17.3 [Employer's Risks], the Contractor shall rectify the loss or damage at the Contracts, risk and cost, so that the Works, Goods and Contractor's Documents conform with the Contract.
The Contractor shall be liable for any loss or damage caused by any actions performed by the Contractor after a Taking-Over Certificate has been issued. The Contractor shall also be liable for any loss or damage which occurs after a Taking-Over Certificate has been issued and which arose from a previous event for which the Contractor was liable.
17.3 (Deleted)
17.4 (Deleted)
17.5 Intellectual andIndustrial PropertyRights
In this Sub-Clause, "infringement" means an infringement (or alleged infringement) of any patent, registered design, copyright, trade mark, trade name, trade secret or other
intellectual or industrial property right relating to the Works; and "claim" means a claim (or proceedings pursuing a claim) alleging an infringement.
Whenever a Party does not give notice to the other Party of any claim within 28 days of receiving the claim, the first Party shall be deemed to have waived any right to indemnity under this Sub-Clause.
The Employer shall indemnify and hold the Contractor harmless against and from any claim alleging an infringement which is or was:
(a)an unavoidable result of the Contractor’s compliance with the Employer's Requirements, or
(b)a result of any Works being used by the Employer:
(i) for a purpose other than that indicated by, or reasonably to be inferred from, the Contract, or
(ii) in conjunction with any thing not supplied by the Contractor, unless such use was disclosed to the Contractor prior to the Base Date or is stated in the Contract.
The Contractor shall indemnify and hold the Employer harmless against and from any other claim which arises out of or in relation to (i) the Contractor's design, manufacture, construction or execution of the Works, (ii) the use of Contractor's Equipment, or (iii) the proper use of the Works.
If a Party is entitled to be indemnified under this Sub-Clause, the indemnifying Party may (at its cost) conduct negotiations for the settlement of the claim and any litigation or arbitration which may arise from it. The other Party shall, at the request and cost of indemnifying Party, assist in contesting the claim. This other Party (and its Personnel) shall not make any admission which might be prejudicial to the indemnifying Party, unless the indemnifing Party failed to take over the conduct of any negotiations, litigation or arbitration upon being requested to do so by such other Party.
17.6 Limitation of Liability
Neither Party shall be liable to the other Party for loss of use of any Works, loss of profit loss of any contract or for any indirect or consequential loss or damage which may be suffered by the other Party in connection with the Contract, other than under Sub-Clause 17.1 [Indemnities].
The total liability of the Contractor to the Employer, under or in connection with the Contract other than under Sub-Clause 4.19
[Electricity, Water and Gas], Sub-Clause 4.20 [Employer's Equipment and Free-Issue Material], Sub-Clause 17.1. [Indemnities] and Sub-Clause 17.5 [Intellectual and Industrial Property Rights], shall not exceed the Contract Price stated in the Contract Agreement.
This Sub-Clause shall not limit liability in any case of fraud, deliberate default or reckless misconduct by the defaulting Party.
18. Insurance
18.1 Insurance for Design
The Contractor shall effect professional indemnity insurance, which shall insure the Contractor’s liability by reason of professional negligence in the design of the Works. Such insurance shall be for a limit of not less than the amount specified in the Appendix to Tender. The Contractor shall use his best endeavors to maintain such professional indemnity insurance in full force and effect throughout the periods of his liability, under the Contract and under the law of the Country. The Contractor undertakes to give the Employer reasonable notice in the even of difficulty (if any) in extending, renewing of reinstating such insurance.
18.2 Insurance for Works and Contractor’s Equipment
The contractor shall insure the Construction Documents, Plant, materials and Works in the joint names of the Employer, the Contractor and Subcontractors, against all loss or damage. This insurance shall cover loss or damage from any cause other than the Employer’s risks listed in Sub-Clause 17.3 sub-paragraphs (a), (b), (c) and (d) in so far as such insurance is readily obtainable. Such insurance shall be for a limit of not less than the full replacement cost (including profit) and shall also cover the costs of demolition and removal of debris. Such insurance shall be in such a manner that the Employer and the Contractor are covered from the date by which the evidence is to be submitted under Sub-Clause 18.5(a), until the date of issue of the final Taking-Over Certificate for the Works. The Contractor shall extend such insurance to provide cover until the date of issue of the Performance Certificate, for loss or damage for which the Contractor is liable arising from a cause occurring prior to the issue of the final Taking-Over Certificate, and for loss or damage occasioned by the Contractor or Subcontractors in the course of any other operations (including those under Clauses 11 and 12). The Contractor shall insure the Contractor’s Equipment in the joint
names of the Employer, the Contractor and Subcontractors, against all loss or damage. This insurance shall cover loss or damage from any cause other than the Employer’s risks listed in Sub-Clause 17.3 sub-paragraphs (a), (b), (c) and (d) in so far as such insurance is readily obtainable. Such insurance shall be for a limit of not less than the full replacement value (including delivery to Site). Such insurance shall be in such a manner that each item of equipment is insured while it is being transported to the Site and throughout the period it is on or near the Site.
18.3 Insurance against Injury to Persons and Damage to PropertyThe Contractor shall insure against liability to third parties, in the joint names of the Employer, the Contractor and Subcontractors, for any loss, damage, death or bodily injury which may occur to any physical property (except things insured under Sub-Clause 18.2) or to any person (except persons insured under Sub-Clause 18.4), which may arise out of the performance of the Contract and occurring before the issue of the Performance Certificate. Such insurance shall be for a limit of not less than the amount specified in the Appendix to Tender.
18.4 Insurance for Contractor’s Personnel
The Contractor shall effect and maintain insurance against losses and claims arising from the death or injury to any person employed by the Contractor or any Subcontractor, in such a manner that the Employer and the Employer’s Representative are indemnified under the policy of insurance. For a Subcontractor’s employees, such insurance may be effected by the Subcontractor, but the Contractor shall be responsible for compliance with this Clause.
18.5 General Requirements for Insurance
Each insurance policy shall be consistent with the general terms agreed in writing prior to the Effective Date, and such agreement shall take precedence over the provisions of this Clause.
The Contractor shall, within 30 days (calculated from the Commencement Date), submit to the Employer:
(a) evidence that the insurance’s described in this Clause have been effected, and
(b) copies of the policies for the insurance’s described in Sub-Clauses 18.2 and 18.3.
When each premium has been paid, the Contractor shall submit copy receipts to the Employer. The Contractor shall also, when providing such evidence, policies and receipts to the Employer, notify the Employer’s Representative of so doing.
The Contractor shall effect all insurance for which he is responsible with insurers and in terms approved by the Employer. Each policy insuring against loss or damage shall provide for payments to be made in the currencies required to rectify such loss or damage.
Payments received from insurers shall be used for the rectification of such loss or damage.
The Contractor (and, if appropriate, the Employer) shall comply with the conditions stipulated in each of the insurance policies. The Contractor shall make no material alteration to the terms of any insurance without the prior approval of the Employer. If an insurer makes (or purports to make) any such alteration, the Contractor shall notify the Employer immediately.
If the Contractor fails to effect and keep in force any of the insurances required under the Contract, or fails to provide satisfactory evidence, polices and receipts in accordance with this Sub-Clause, the employer may, without prejudice to any other right or remedy, effect insurance for the coverage relevant to such default, and pay the premiums due. Such payments shall be recoverable from the Contractor by the Employer, and may be deducted by the Employer from any monies due, or to become due, to the Contractor.
Nothing in this Clause limits the obligations, liabilities or responsibilities of the Contractor or the Employer, under the other terms of the Contract or otherwise. Any amounts not insured or not recovered from the insurers shall be borne by the Contractor and/or the Employer accordingly.
19. Force Majeure
19.1Definition ofForce Majeure
In this Clause, "Force Majeure" means an exceptional event or circumstance:
(a) which is beyond a Party's control, (b) which such Party could not reasonably have provided
against before entering into the Contract, (c) which, having arisen, such Party could not reasonably
have avoided or overcome, and (d) which is not substantially attributable to the other Party.
Force Majeure may include but is not limited to, exceptional events or circumstances of the kind listed below, so long as conditions (a) to (d) above are satisfied:
(ii) war, hostilities (whether war be declared or not), invasion, act of foreign enemies,
(iii) insurrection, military or usurped power, or civil war,(iv) disorder within the country by persons other than the
Contractor’s Personnel and other employees of the Contractor and Sub- contractors,
(v) munitions of war, ionizing radiation or contamination by radio-activity, except as may be attributable to the Contractor's use of such munitions, radiation or radio-activity, and
(vi) Natural catastrophes such as earthquake, hurricane, typhoon or volcanic activity.
19.2 Notice of Force Majeure
If a Party is or will be prevented from performing any of its obligations under the Contract by Force Majeure, then it shall give notice to the other Party of the event or circumstances constituting the Force Majeure and shall specify the obligations, the performance of which is or will be prevented. The notice shall be given within 14 days after the Party became aware, or should have become aware, of the relevant event or circumstance constituting Force Majeure.
The Party shall, having given notice, be excused performance of such obligations for so long as such Force Majeure prevents it from performing them.
19.3 Duty to Minimize Delay
Each Party shall at all times use all reasonable endeavors to minimize any delay in the performance of the Contract as a result of Force Majeure.
A Party shall give notice to the other Party when it ceases to be affected by the Force Majeure.
19.4Consequences of Force Majeure
If the Contractor is prevented from performing any of his obligations under the Contract by Force Majeure of which notice has been given under Sub-Clause 19.2 [Notice of Force Majeure], and suffers delay and/or incurs Cost by reason of such Force Majeure, the Contractor shall be entitled to claim to be changed suitable extension of time for any such delay, if completion is or will be delayed, under Sub-Clause 8.4 [Extension of Time for Completion],
19.5 (Deleted)
19.6 Optional Termination, Payment and Release
If the execution of substantially all the Works in progress is prevented for a continuous period of 84 days by reason of Force Majeure of which notice has been given under Sub-Clause 19.2 [Notice of Force Majeure], or for multiple periods which total more than 140 days due to the same notified Force Majeure, then the Employer may give a notice of termination of the Contract. In this event, the termination shall take effect 7 days after the notice is given and the Contractor shall proceed in
accordance with sub-clause 16.3 (Cessation of work and Removal of Contractor’s equipment)
Upon such termination, the Employer shall pay to the Contractor:
(a) the amounts payable for any work carried out for which a price is stated in the Contract;
(b) the Cost of Plant and Materials ordered for the Works which have been delivered to the Contractor, or of which the Contractor is liable to accept delivery: this Materials shall become the property of (and be at the risk of) the paid for by the Employer and the Contractor shall place the same Employer's disposal;
(c) any other Cost or liability which in the circumstances was reasonably incurred by the Contractor, expectation of completing the Works;
(d) the Cost of removal of Temporary Works and Contractor's Equipment Site and the return of these items to the Contractor's Works in his country (or to any other destination at no greater cost); and
(e) the Cost of repatriation of the Contractor's staff and labour employed wholly in connection with the Works at the date of termination.
19.7Releases from Performance under the Law
Notwithstanding any other provision of this Clause, if any event or circumstance outside the control of the Parties (including, but not limited to, Force Majeure) arises which makes it impossible or unlawful for either or both Parties to fulfill its or their contractual obligations or which, under the Law governing the Contract, entitles the Parties to be released from further performance of the Contract, then upon notice by either Party to the other Party of such event or circumstance:
(a) the Parties shall be discharged from further performance, without prejudice to the rights of either Party in respect of any previous breach of the Contract, and
(b) the sum payable by the Employer to the Contractor shall be the same as would have been payable under Sub-Clause 19.6 [Optional Termination, Payment and Release] if the Contract had been dominated under Sub-Clause 19.6.
20. Claims. Disputes and Arbitration
20.1Contractor’s
Claims
If the Contractor considers himself to be entitled to any extension of the Time for Completion and/or any additional payment, under any Clause of these Conditions or otherwise in connection with the Contract, the Contractor shall give notice to the Employer, describing the event or circumstance giving rise to the claim. The notice shall be
given as soon as practicable, and not later than 28 days after the Contractor became aware, or should have become aware, of the event or circumstance.
If the Contractor fails to give notice of a claim within such period of 28 days, the Time for Completion shall not be extended, the Contractor shall not be entitled to additional payment, and the Employer shall be discharged from all liability in connection with the claim. Otherwise, the following provisions of this Sub-Clause shall apply.
The Contractor shall also submit any other notices which are required by the Contract, and supporting particulars for the claim, all as relevant to such event or circumstance.
The Contractor shall keep such contemporary records as may be necessary to substantiate any claim, either, on the Site or at another location acceptable to the Employer. Without admitting liability, the Employer may, after receiving any notice under this Sub-Clause, monitor the record keeping and/or instruct the Contractor to keep further contemporary records. The Contractor shall permit the Employer to inspect all these records, and shall (if instructed) submit copies to the Employer.Within 42 days after the Contractor became aware (or should have become aware) of the event or circumstance giving rise to the claim, or within such other- period as may be proposed by the Contractor and approved by the Employer, the Contractor shall send to the Employer a fully detailed claim which includes full supporting particulars of the basis of the claim and of the extension of time and/or additional payment claimed. If the event or circumstance giving rise to the claim has continuing effect:(a) this fully detailed claim shall be considered as interim; (b) the Contractor shall send further interim claims at monthly intervals, giving the accumulated delay and/or amount claimed, and such further particulars as the Employer may reasonably require; and (c) the Contractor shall send a final claim within 28 days after the end of the effects resulting from the event or circumstance, or within such other period as may be proposed by the Contractor and approved by the Employer.Within 42 days after receiving a claim or any further particulars supporting a previous claim, or within such other period as may be proposed by the Employer and approved by the Contractor, the Employer shall respond with approval, or with disapproval and detailed comments. He may also request any necessary further particulars, but shall nevertheless give his response on the principles of the claim within such time.Each interim payment shall include such amounts for any claim as have been reasonably substantiated as due under the relevant provision of the Contract. Unless and until the particulars supplied are sufficient to substantiate the whole of the claim, the Contractor shall only be entitled to payment for such part of the claim as he has
20.2Appointmentof Dispute Adjudication Board
20.3
been able to substantiate.
The Employer shall proceed in accordance with Sub-Clause 3.5 [Determinations] to agree or determine (i) the extension (if any) of the Time for Completion (before or after its expiry) in accordance with Sub-Clause 8.4 [Extension of Time for Completion], and/or (ii) the additional payment (if any) to which the Contractor is entitled under the Contract.
The requirements of this Sub-Clause are in addition to these of any other Sub-Clause, which may apply to a claim. It the Contractor fails to comply with this Sub Clause in relation to any claim, any extension of time and/or additional payment shall take account of the extent (if any) to which the failure has prevented or prejudiced proper investigation of the claim, unless the claim is excluded under the second paragraph of this Sub-Clause.
Disputes shall be adjudicated by a DAB in accordance with Sub-Clause 20.4 [Obtaining Dispute Adjudication Board's Decision]. The Parties shall jointly appoint a DAB by the date 28 days after a Party gives notice to the other Party of its intention to refer a dispute to a DAB in accordance with Sub-clause 20.4.
The DAB shall comprise three suitably qualified persons designated as members.
If the DAB is to comprise three persons, each Party shall nominate one member for the approval of the other Party. The Parties shall consult both these members and shall agree upon the third member, who shall be appointed to act as chairman.
The agreement between the Parties and each of the three members shall incorporate by reference the General Conditions of Dispute Adjudication Agreement contained in the Appendix to these General Conditions, with such amendments as are agreed between them.
The Parties when agreeing the terms of appointment shall mutually agree upon the terms of the remuneration of either the sole member or each of the three members. Each Party shall be responsible for paying one-half of this remuneration.
If at any time the Parties so agree, they may appoint a suitably qualified person or persons to replace any one or more members of the DAB. Unless the Parties agree otherwise, the appointment will come into effect if a member declines to act or is unable to act as a result of death, disability, resignation or termination of appointment. The replacement shall be appointed in the same manner as the replaced person was required to have been nominated or agreed upon, as described in this Sub-Clause.
The appointment of any member may be terminated by mutual agreement of both Parties, but not by the Employer or the Contractor acting alone. Unless otherwise agreed by both Parties, the appointment of the DAB (including each member) shall expire when the DAB has given its decision on the dispute referred to it under Sub
Failure to Agree Dispute Adjudication Board
20.4Obtaining Dispute Adjudication Board’s Decision
Clause 20.4, unless other disputes have been referred to the DAB by that time under Sub-Clause 20.4, in which event the relevant date shall be when the DAB has also given decisions on those disputes.
If any of the following conditions apply, namely:
(a) the Parties fail to agree upon the appointment of the sole member of the DAB by the date stated in the first paragraph of Sub-Clause 20.2.
(b) either Party fails to nominate a member (for approval by the other Party) of a DAB of three persons by such date,
(c) the Parties fail to agree upon the appointment of the third member (to act as chairman) of the DAB by such date, or
(d) the Parties fail to agree upon the appointment of a replacement person within 42 days after the date on which the sole member or one of the three members declines to act or is unable to act as a result of death, disability resignation or termination or appointment,
In that case Employers representative shall, upon the request of either or both of the Parties and after due consultation with both Parties, appoint this member of the DAB. This appointment shall be final and conclusive. Each Party shall be responsible for paying one-half of the remuneration of the appointing entity or official.
If a dispute (of any kind whatsoever) arises between the Parties in connection with or arising out of, the Contract or the execution of the Works, including any dispute as to any certificate, determination, instruction, opinion or valuation of the Employer then after a DAB has been appointed pursuant to Sub-Clauses 20.2 [Apartment of the DAB] and 20.3 [Failure for Agrees DABJ, either Party may refer the dispute in writing to the DAB for its decision, with a copy to the other Party Such reference shall state that it is given under this Sub-Clause.
For a DAB of three persons, the DAB shall be deemed to have received such reference on the date when the chairman of the DAB receives it. Both Parties shall promptly make available to the DAB all information, access to the Site, and appropriate facilities, as the DAB may require for the purposes of making a decision on such dispute. The DAB shall be deemed to be not acting as arbitrator(s).
Within 84 days after receiving such reference, or the advance payment referred to in Clause 6 of the Appendix - General Conditions of the Dispute Adjudication Agreement, whichever date is later, or within such other period as may be proposed by the DAB and approved by both Parties, the DAB shall give its decision, which shall be reasoned and shall state that it is given under this Sub-Clause. However, if neither of the Parties has paid in full the invoices submitted by each Member pursuant to Clause 6 of the Appendix, the DAB shall not be obliged to give its decision until such invoices have
20.5Amicable Settlement
20.6Arbitration
20.7Failure to Comply with Dispute AdjudicationBoard’s Decision
been paid in full. The decision shall be binding on both Parties, who shall promptly give effect to it unless and until it shall be revised in an amicable settlement or an arbitral award as described below. Unless the Contract has already been abandoned, repudiated or terminated, the Contractor shall continue to proceed with the Works in accordance with the Contract.
If either Party is dissatisfied with the DAB's decision, then either Party may, within 28 days after receiving the decision, give notice to the other Party of its dissatisfaction. If the DAB fails to give its decision within the period of 84 days (or as otherwise approved) after receiving such reference or such payment, then either Party may, within 28 days after this period has expired, give notice to the other Party of its dissatisfaction.
In either event, this notice of dissatisfaction shall state that it is given under this Sub Clause, and shall set out the manner in dispute and the reason(s) for dissatisfaction. Except as stated in Sub-Clause 20.7 [Failure to Comply with Dispute Adjudication Board's Decision] and Sub-Clause 20.8 [Expiry of Dispute Adjudication Board's Appointment], neither Party shall be entitled to attempt any discussion for amicable settlement of a dispute unless a notice of dissatisfaction has been given in accordance with this Sub-Clause.
If the DAB has given its decision as to a matter in dispute to both Parties, and no notice of dissatisfaction has been given by either Party within 28 days after it received the DAB's decision, then the decision shall become final and binding upon both Parties.
Where notice of dissatisfaction has been given under Sub-Clause 20.4 above, both Parties shall attempt to settle the dispute amicably before taking any action legal course of action.
Unless settled amicably, any dispute in respect of which the DAB's decision (if any) has not become final and binding shall be finally settled as per Indian Arbitration Act, 1996.
The arbitration shall be conducted in the language for communications defined in Sub-Clause 1.4 [Law and Language].
The arbitrator(s) shall have full power to open up, review and revise any certificate, determination, instruction, opinion or valuation of (or on behalf of) the Employer, and any decision of the DAB, relevant to the dispute.
Neither Party shall be limited in the proceedings before the arbitrator(s) to the evidence or arguments previously put before the DAB to obtain its decision, or to the reasons for dissatisfaction given in its notice of dissatisfaction. Any decision of the DAB shall be admissible in evidence in the arbitration.
Arbitration may be commenced prior to or after completion of the Works. The obligations of the Parties and the DAB shall not be altered by reason of any arbitration being conducted during the
20.8Expiry of Dispute Adjudication Board'sAppointment
progress of the Works.
In the event that:
(a) Neither Party has given notice of dissatisfaction within the period stated in Sub Clause 20.4 [Obtaining Dispute Adjudication Board's Decision],
(b) The DAB's related decision (if any) has become final and binding, and(c) a Party fails to comply with this decision,
then the other Party may, without prejudice to any other rights it may have, refer the failure itself to arbitration under Sub-Clause 20.6. [Arbitration]. Sub-Clause 20.4 [Obtaining Dispute Adjudication Board's Decision] and Sub-Clause 20.5 [Amicable Settlement] shall not apply to this reference.
For any legal course of action it will be under civil court of competent jurisdiction (ANANTAPUR, Andhra Pradesh, India).
If a dispute arises between the Parties in connection with, or arising out of, the Contract or the execution of the Works and there is no DAB in place, whether by reason of the expiry of the DAB’s appointment or otherwise:
(a) Sub-Clause 20.4 [Obtaining Dispute Adjudication Board’s Decision] and Sub- Clause 20.5 [Amicable Settlement] shall not apply, and
(b) The dispute may be referred directly to arbitration under Sub-Clause 20.6 [Arbitration].
20.9Price Adjustment The contract price shall be adjusted for increase or decrease
in rates and prices for labour, cement, steel, fuel, lubricants and other materials (electro mechanical works) in accordance with the following principals and procedures and as per formula given in the contract data.a) The cost of materials and
electrical energy supplied by the Employer if any at fixed prices shall be excluded from the scope of price adjustment.
b) The Price adjustment shall apply for the work done from the start date given in the Contract Data upto end of the initial intended completion date or extensions granted by the Engineer and shall not apply to the work carried out beyond the stipulated time for reasons attributable to the Contractor.
c) The Price adjustment shall be determined during each quarter from the formula given in the Contract Data.
d) Following expressions and meanings are assigned to the work done during each quarter.
R= Total value of work done during the quarter excluding the cost of materials and electrical energy supplied by the Employer at the fixed prices. It would include the value of materials on which secured advance has been granted if any, during the quarter, less the value of materials inrespect of which the secured advanced has been recovered, if any, during the quarter.
20.9.1 To the extent that full compensation for any rise or fall costs to the Contractor is not covered by the provisions of this or other clauses in the Contract, the unit rates and prices included in the Contract shall be deemed to include amounts to cover the contingency of such other rise or fall in costs.
APPENDIX TO TENDER
Hereunder does the Employer provide the relevant data to the specific work. However, bidders are required to fill the necessary data in appropriate blank spaces below.RATE OF PROGRESS The total period of completion of work is 24 months from the date of entering into agreement to proceed including rainy season the work shall be programmed such as to achieve the milestones as under.1)WORK PROGRAMME OF ACHIEVING THE MILE STONES :
H.N.S.S CIRCLE ANANTAPUR, ANDHRA PRADESH, INDIA.
Item Clause/Sub-Clause Particulars
Time for notice to commence
1.1.3.3 & 8.1 15 ( Fifteen) days
Defect Liability Period 1.1.3.7 2 (two) years after issue of completion certificate for Part A of the Contract comprising Sections I, II, III, IV and V
Time for completion of the works and Milestones
8.2 24(Twenty four) months as detailed below:
Sl.No. Mile Stone No. Period in Description of Phy/Qty. to be
Months work Completed.1
2
3
4.
1 Up to 2 Month
2 (up to 6 months)
3 (Upto 10 Months)
4 (upto 13 months)
2 ½ Months
3 ½ Months
4 Months
3 Months
1) Completion of Composite Hydraulic Model study and submission of detailed design & drawings of the total scheme and approval.
1) Placing order and manufacture of one pump with motor including all accessories
2) Civil works
3) Supply of PSC/Steel pipes for one row.
4) Substation works including accessories
1) Delivery of pumps andmotors including accessories
2) placing order and manufacturing of remaining pumps and motors including accessories.
3) Civil woirks
4) Suppply and laying of pressure main – 1 Row
5) Supply, erection, testing of substation.
1) Erection, Testing and commission of pump and motors including accessories.
100 % of work
1 No.
50%
35% of total length of one row.
50% of work
1 No.
All the remaining Nos. 100% (Full length)
100%
One Row 100 % full length
100 %
1 No.
Remaining Nos.
20% of total length of remaining Rows.
5.
6.
7.
5 (upto 17 months)
6 (upto 21 Months)
7 (upto 24 Months)
4 Months
4 Months
3 Months
2) Manufacture of remaining pumps and motors, accessories.
3) Supply of pipes of pressure main for remaining rows.
1) Manufacture of remaining pumps and motors accessories.
2) a) Supply of pipes of pressure main for remaining two Rows.
b) Erection - do –
1) Delver to site and erection testing and commissioning remaining pumps and motors complete
2) Supply, laying testing and commissioning of remaining Rows of pressure main.
Trial run and completion of works in full as per contract including finishing works.
Remaining Nos.
50% of total length remaining rows.
40% of total length remaining rows.
Remaining Nos.
100% length of remaining rows.
100%
ii) HANDING OVER OF SITE.
Schedule of programme of handing over of Site to the Contractor.
Sl.No. Mile – Stone No. Reach Date of Handing over of site.
The entire site will be handed over to the contractor at a time on the date of concluding Agreement itself./ finalization of alignment of canal and approval of H.P.s by the competent authority.
Local currency 1.1.4.5 Indian Rupees
Definition of Section 1.1.5.6 Under Special Conditions of ContractLaws and Languages 1.4 Laws of Union of India, EnglishTime for possession of site
2.1 Within 15 days from the date of LOA. No compensation is applicable within that period.
Amount of performance Security
4.2 2.5% of Part A contract amount2.5% of Part B contract amount
Validity of performance Security
3 ( Three ) Months after defect liability period for Part A contract amount.
3 ( Three ) Months after completion of O&M period of 2 (two) years for Part B contract amount.
Notice of sub-contractors
4.4 15 (fifteen) days notice
Normal working hours 6.5 Subject to Indian laws and regulations, the contractor is authorized to work day and night, as well as on Sundays and/or festival days, provided that it makes payment of all sums due therefore to its labour and personnel.
Time for submission of programme
8.6 15 ( fifteen) days from the date of LOA.
Delay Damages 8.7 Amount of Delay damages see Table below:
Section of Works Delay Damages for Delay per DayAll Civil Works 0.05 % of the Total value of civil works Pipelines
15% of the total Pipe Line length 25% of the total Pipe Line length 30% of the total Pipe Line length
including all civil works of Intake pump house, Intermediate pump house, cross drainage work, Road crossing, Railway crossing.
30% of the total pipeline length including Gravity Canal.
100% of the Pipe Line including all Cross Drainage Works
0.05% of the Price of the respective items against each mile stone
Pumps and other related equipment 0.05% of the Price of the respective items Note:- Refer table against Clause 8.2
Limit of delay damage for delay
8.7 10 (ten) percent of the Total Part A Contract Price
Liquidated damage for failure in
9.4 As given below
Performance tests
The performance guarantees which shall attract liquidated damages are: i) Power input in KW at motor terminals when each pump is
delivering rated flow at rated head.ii) Flow through each pump at rated head.iii) Energy losses in the auxiliary transformers on principal tap at
rated voltage and frequencya) Iron lossb) Copper loss at full load and 750 C.
The above guaranteed parameters shall be without any tolerance values. All margins required for instrument inaccuracies and all other reasons shall be deemed to be included in the guaranteed figures. No tolerance or allowance on the test results will be permitted for instrument errors or inaccuracy, the method of testing or any other causes.
LIQUIDATED DAMAGES FOR SHORT FALL IN PERFORMANCE
Should the results of the formal performance test show that the equipments have failed to meet the guarantees the CONTRACTOR shall carry out the modification, at his own cost, if considered necessary to meet the guaranteed values. In such a case the performance and guarantee tests shall be repeated by the CONTRACTOR within one (1) month from the date the equipment is ready for re-test. If the specified guarantees are not established within 90 days of notification by the EMPLOYER, the EMPLOYER may at his discretion reject the equipment and recover the payments already made or accept the equipment after assessing the liquidated damages payable at the rates specified below for each equipments. Such liquidated damages shall be recoverable by invoking the Performance Bank Guarantee of the CONTRACTOR or by deduction from the contract price, or otherwise.
Sl. No
Guarantee Amount of Liquidated Damages for shortfall in performance
1. Increase in power consumption, at motor input terminals, for each pump (as determined at site during performance & guarantee tests).
Indian Rs. 3,00,000/- (Three hundred thousand only) for every KW or part thereof increase of the power over the guaranteed value.
2. Flow through each pump (as determined at all delivery points during performance & guarantee tests).
India Rs. 20,00,000/- (Twenty lakhs only) for every 0.1 cumces or part thereof reduction of flow below the guaranteed value.
3. Energy losses in the auxiliary transformers on principal tap at rated voltage and frequency. a) Iron loss
b) Copper loss at full load and at 750 C
Indian Rs. 3,00,000/- (Three hundred thousand only) for every KW or part thereof increase of the power over the guaranteed valued.
Indian Rs. 75,000/- (Seventy Five thousand only) for every KW or part thereof increase of the power over the guaranteed value.
The liquidated damages shall be prorated for the fractional pats of the appropriate unit of measurement indicated, unless otherwise specified.
One pump of each type (in case of more than one type of pump) shall be tested in each pumping station. The pump to be performance tested shall be selected solely at the discretion of the EMPLOYER. For shortfall in performance, if found, in any of the pump, liquidated damages shall be levied on all the pumps of same type & size by multiplying the liquidated damages for one pump by number of such pumps.
Recovery of advance
14.3 The advance shall be recovered on each interim payment in proportion to the value of the payment certificate such that it shall be fully repaid when work has been executed to the value 80% (eighty percent) of the Part A Contract Price. Repayment shall start with the first interim payment certificate certifying payment for work executed, and thereafter until the advance has been repaid subject to the provision that the balance of the advance to be repaid shall be repaid prior to expiry of the time for completion or any extended time pursuant to General Conditions of Contract and failing such repayment by the Contractor the amount shall become due on summary demand from the guarantor.
Schedule of payment
14.4 Contactor to submit a cash flow statement specifying the monthly requirement of payment covering the entire price and contract period.
Application for interim payment and interim payments
14.3 & 14.6
Contractor shall submit a monthly statement in six copies indicating quantum of work executed and corresponding measurements
Employer will assess the value of the work executed on the basis of the item rates furnished by the Contractor
Amount of insurance for works and Contractor’s Equipment
18.2 Not less than full reinstatement cost
Amount of third party insurance
18.3 Rs. 20,00,000
Period of submission of
Evidence of insurance
Within 30 days
Relevant policies Within 60 days
Sections INDIAN RUPEES Percentage of Bid/Contract
priceDescription
Part A - EPC Turnkey ContractDesign and EngineeringCivil worksHydro-mechanical worksElectro-mechanical worksPipeline and Allied WorksTotal Part A Contract
Part B - O & M ContractOperation and Maintenance for a period of 24 monthsTotal Part B Contract
ANNEXURE – GCCIProforma For Performance Security
(To be furnished separately for Part A and Part B)
To,THE SUPERINTENDING ENGINEER, H.N.S.S.CIRCLE,ANANTAPURANANTAPUR (DIST.), ANDHRA PRADESH,INDIA
WHEREAS ____________________________ (Name and address of Contractor) (hereinafter called “the Contractor”) has under taken in pursuance of Contract No. ____________dated________________ to execute______________________ (name of Contract and brief description of Works) (hereinafter called “the Contract”);
AND WHEREAS it has been stipulated by you in the said Contract that the Contractor shall furnish you with a Bank Guarantee by a recognized bank for the sum specified therein as security for compliance with his obligations in accordance with the Contract;
AND WHEREAS we have agreed to give the Contractor such a Bank Guarantee;
NOW THEREFORE we hereby affirm that we are the Guarantor and responsible to you, on behalf of the Contractor, up to a total of _______________________ (amount of guarantee) 1_________ __________________ (in words), such sum being payable in the types and proportions of currencies in which the Contract Price is payable, and we under take to pay you, upon your first written demand and without cavil or argument, any sum or sums within the limits of ___________________________ (amount of guarantee) 1 as aforesaid without your needing to prove or to show grounds or reasons for your demand for the sum specified therein.
We hereby waive the necessity of your demanding the said debt from the Contractor before presenting us with the demand.
We further agree that no change or addition to or other modification of the terms of the Contract or of the works to be performed there under or of any of the Contract documents which may be made between you and the Contractor shall in any way release us from any liability under this guarantee, and we hereby waive notice of any such change, addition or modification.
This guarantee shall be valid until 3 months from the date of expiry of the Defects Liability Period.
Signature and seal of the guarantor_________________________Name of Bank_________________________________________Address ______________________________________________Date _________________________________________________
1An amount shall be inserted by the Guarantor, representing the percentage of the Contract Price specified in the Contract and denominated in Indian Rupees.
Proforma for Advance Payment GuaranteeTo,THE SUPERINTENDING ENGINEER, H.N.S.S.CIRCLE,ANANTAPURANANTAPUR (DIST.), ANDHRA PRADESH,INDIA____________________________________ (name of Contract)
Gentlemen:In accordance with the provisions of the Conditions of Contract, Sub-clause
14.2 (“ Advance Payments”) of the above-mentioned Contract, _______________________________________________ (name and address of Contractor) ( hereinafter called “the Contractor”) shall deposit with THE SUPERINTENDING ENGINEER, H.N.S.S.CIRCLE,ANANTAPUR,ANANTAPUR (DIST.), ANDHRA PRADESH, INDIA a bank guarantee to guarantee his proper and faithful performance under the said Sub-clause of the Contract in an amount of ____________________________________ (amount of guarantee) 1____________________________________________ (in words).
We, the ________________________________________ (the bank), as instructed by the Contractor, agree unconditionally and irrevocably to guarantee as primary obligator and not as Surety merely, the payment to THE SUPERINTENDING ENGINEER, H.N.S.S.CIRCLE,ANANTAPUR,ANANTAPUR (DIST.), ANDHRA PRADESH, INDIA on his first demand without whatsoever right of objection on our part without his first claim to the Contractor, in the amount nor exceeding ___________________________ (amount of guarantee) 1
_____________________________________ in words).We further agree that no change or addition to or other modification of the terms of the Contract
or of the work to be performed there under or of any of the Contractor documents which may be between THE SUPERINTENDING ENGINEER H.N.S.S.CIRCLE,ANANTAPUR,ANANTAPUR, (DIST.), ANDHRA PRADESH, INDIA and the Contractor, shall in any way release us from any liability under this guarantee, and we hereby waive notice of any such change, addition or modification.
This guarantee shall remain valid and in full effect from the date of the advance payment under the Contract until THE SUPERINTENDING ENGINEER H.N.S.S.CIRCLE,ANANTAPUR,ANANTAPUR (DIST.), ANDHRA PRADESH, INDIA receives full repayment of the same amount from the Contractor.
Yours truly, __________________________________Signature and seal_____________________________Name of Bank ________________________________Address:_____________________________________
Date:________________________________________An amount shall inserted by the Bank or financial institution representing the amount of the Advance
Payment, and denominated in India Rupees.
GOVERNMENT OF ANDHRA PRADESHIRRIGATION & C.A.D. DEPARTMENT.
PART - IITECHNICAL SPECIFICATIONS
NAME OF WORK: Investigation, Design, Estimation and construction of pumping stations including design, manufacture, supply of pumps at site of work including erection and commissioning and testing of mechanical, electrical accessories etc., complete inclusive of all civil works such as pump house including sump house, pumping mains etc., required and maintenance of system for three years at km.0.000, km.9.450, km. 56.750, km. 68.000, km. 81.000, km.90.700, km.98.185 and km.174.000 of H.N.S.S. main canal and at km.2.650, km. 4.600 of Peruru branch canal and another pumping station at a suitable location for an approximate lift height around 23 mts to cater the ayacut at a higher contour +523.000 mts in the distributory system of Peruru branch canal under H.N.S.S. phase-I in Kurnool and Anantapur of Andhra Pradesh.
OFFICE OF THE SUPERINTENDING ENGINEERH.N.S.S. CIRCLE, ANANTAPUR
ANANTAPUR DISTRICT, ANDHRA PRADESH.
SPECIAL NOTE ON CONTRACT PRICE AND PAYMENTS:
The contract price shall be comprising of total value of the work for EPC Turn
Key Contract including operation and maintenance of the installation for a period of
2 (two) years as per contract agreement.
The employer will pay the contractor a firm contract price for completion of all
works as specified under the scope of the work / employers requirement which shall
include but not limited to supply and installation of all plants and its accessories leading
to successful commissioning of the pumping scheme with allied works including
operation and maintenance of the pumps, other allied electrical equipment for a period of
2 (two) years after successful commissioning of the project on EPC Turn Key cum O&M
contract basis.
Intermediate payment for the works shall be made on the basis of the quantity
executed and corresponding quoted rates in the contract. The measurement and
payment clause under the technical specification of various items in the Volume –II
pertain to intermediate payments only and in all cases payment shall be limited to the
total price quoted by the contractor against each item of work.
SCHEDULE 'C'SPECIAL SPECIFICATIONS (S.S.)
SCOPE OF WORK
The information and data furnished herein relevant to the work and site conditions are general. It shall be the responsibility of the contractor to fully acquaint himself with the nature and location of works, quarries, local conditions and other aspects which are relevant to the work.
A) Location of the work:In the districts of Kurnool and Anantapur districts
At km.0.000, km.9.450, km.56.750, km.68.000, km.81.000, km.90.700, km.98.185 and km.174.000 of H.N.S.S. main canal and at km.2.650 and km.4.600 of Perur branch canal and another pumping station at a suitable location in the distributary system of Perur branch canal under H.N.S.S. phase-I.
B) Road (Best ways to approach the work site)
Connected by rail and road routes from Kurnool and Anantapur.
C) Climate, Rainfall, Temperature (working season).
Normal
D) Hydraulic particulars (Canal Drain, Reservoir).
Plans enclosed
E) Estimate Considerations (Soil Classifications and the quantities of respective classifications. The quantities of excavation proposed for construction purpose.
All soils up to SDR, F & F Rock and Hard rock etc.,
F) S.S.R. (Year, and extra allowances considered).
S.S.R. 2004 -2005
G) Deleted.
H) Any other information available with the department relevant to the work (land acquisition, funds)
A.P. State Funding
I) Details of works in each Mile Stone (Finished Items of work).
As per page 79 to 81 of Volume-I Part-A
Note: The information furnished is the best available. However the department does not guarantee the correctness of interpretations, deductions of conclusions which are given as supplementary information. The information have been produced as found communicated ascertained or otherwise learned by the department.
1.1 GENERAL SPECIFICATIONS1.1. 1.a) These Technical specifications, shall apply to all works as are
required to be executed under the contract or otherwise directed by the Engineer. In every case the work shall be carried out to the satisfaction of the Engineer and conform to the location, lines, grades and cross - sections shown on the drawings or as indicated by the Engineer. The quality of work and materials, shall comply with the requirements set-forth in this and succeeding sections. Where the drawings and specifications describe a portion of the work in only general terms and not in complete details. It shall be understood that only the best general practice is to prevail, materials and workmanship of the best quality are to be employed and the instructions of the Engineer are to be fully complied with.
b) The contractor shall carry out the works in accordance with the specifications laid down in this section together with the detailed specifications stipulated under succeeding sections, Andhra Pradesh Standard Specification, relevant codes with the all amendments published up to the date to tendering and the departmental manual for quality control.
1.1.2 REFERENCE MARKS AND BENCH MARKS :a) The basic center lines, reference points and bench marks will have to
be fixed.
b) The Contractor shall establish at his own cost, at suitable points, additions reference lines and bench marks as may be necessary. The contractor shall remain responsible for the sufficiency and accuracy of all his bench marks and reference lines. He shall take precautions to see that the lines, points and bench marks fixed by the Department are not disturbed by his work and shall make good to any such damage.
1.1.3 SETTING OUT WORKS :a) The Contractor shall be responsible for the correct setting out of all
works at his cost. The Contractor shall execute the work true to alignment grade and levels as shown in the drawings and as directed by the Engineer and shall check these at frequent intervals. The contractor shall provide all facilities like labour and instruments and shall cooperate with the departmental officers to check all alignments, Grades, levels and dimensions such checking shall not absolve the Contractor of his own responsibility of maintaining the accuracy of the work.
2.0 CLEARING OF SITE2.1.1 GENERAL
The date, pertaining to the work furnished in the relevant report and drawings, are for information of tenderers the Govt. of Andhra Pradesh does not guarantee the reliability or accuracy of any of the data and shall assume no responsibilities for any deductions, conclusions or interpretations that may be made from them. The contractor shall undertake at his expenses such studies as are necessary to assess the reliability and accuracy of the information presented in the data.
2.1.2 CLEARING AND GRUBBING:a) The portion of the right--of--way, where required for earth work under
these specifications, shall be cleared of all trees, bushes, rubbish and other objectionable matter. Trees designated by the Engineer-in-charge shall not be cut and shall be protected from injury, such cleared material shall be disposed off as provided in paragraph-2.1. 4 below or removed from the site of work before the date of completion of the contract as approved by Engineer in charge. The useful materials should be stacked and handed over to the Department. The clearing operation shall be in accordance with clause 4.1, 4.1.1, 4.2 and 4.3 of I.S. 4701-1982 Indian Code of Practice for earth work. Surface boulders either loose or partly embedded in the ground will have to be removed and stacked as directed. All holes and hollows whether originally existing or produced by digging up roots shall be filled with suitable earth, well rammed and leveled off. Thus more than 30 cms. girth, will be paid for separately at the rates specified in the Schedule-'A'. The logs/stumps cleared shall be neatly stacked and handed over to the representative of Engineer in charge as directed at the places indicated. The pits formed up roots which shall be filled with suitable earth and compacted and leveled at the cost of contractor.
2.1.3. GRUBBINGa) The ground surface under all the embankments and the surface of all
excavation is to be used for embankments as shown in the drawings or as directed by the Engineer in charge shall be cleared of all stumps, roots and vegetable matter of every kind the stumps shall be pulled or otherwise and tools shall be grubbed.
2.14 DISPOSAL OF CLEARED AND GRUBBED MATERIAL :a) The disposal of cleared and grubbed material shall be in accordance
with clause 4.1.1 of I.S. 4701 Code of Practice for earthwork in canals. A1-1 waste material to be burnt shall be piled neatly and when in suitable condition shall be burnt completely as ashes. Piling of waste material for burning shall be done at such a location and in such a manner as would not cause any fire risk. Necessary precautions shall be taken to prevent spreading of fire to areas beyond the limits of cleared areas. Suitable materials and equipment for prevention and suppression of fire shall be kept available at all time.
2.1.5 PAYMENT:a) Separate payment will not be made for clearing of trees below 30 cm.
girth and grubbing including filling of holes and hollows and disposal of the cleared and grubbed material require under the above paragraphs. The contractor shall include the cost thereof in the Schedule 'A' of the contract for the relevant of finished item of work for which clearing and grubbing as mentioned in the above para are required. No payment towards removal of small stones and the boulders of size less than 0.03 cubic meters will be made, and the rate quoted for excavation should be inclusive of this item. However surface boulders of size greater than 0.03 cubic meters but less than 3 cubic meters. either loose or partly embedded in the ground, when removed payment will be made for actual quantity. Surface boulders shall be premeasured, after removal, the quantity based on stack measurement duly deducting 40% or more towards voids as considered by the Engineer in charge will be compared and minimum of the above measured quantity will be paid at the rate quoted in schedule 'A' for the relevant classification.
3.0. EXCAVATION FOR CANAL AND STRUCTURERS AND OTHER WORKS
3.1.1 The list of I.S. Codes and other publications applicable to this section is given below :The abbreviations, A.P.S.S.., I.S., I.R.C., B.S., ASTM shall be considered to have the following meanings.A.P.S.S. : Andhra Pradesh Standard Specification
I.S. : Indian Standard of the Bureau of Indian StandardsSl.No. : I.S. Number Short Title01. IS : 4701 - 1982 Code of practice for Earth work on canal
02. IS : 7293 - 1974 Safety code for working with construction machinery03. IS : 3764 - 1966 Safety code for excavation work04. IS : 1498 - 1970 Classification and identification of soils for general
Engineering purposes.05. IS 2720 - 1973 Method of test for Soils part-2 Determination of water
(Part. 2) content.06. IS 2720 - 1980 Method of test for Soils part-7 Determination of water
(Part. 7) content dry density relation using light compaction.07. IS 2720 Method of test for soils part. 28 Determination of Dry
Density of Soils (Part. 28) - 1974 in place by sandreplacement method.
08. IS 2720 - 1976 Method of test for soils part. 29 Determination of dry
(Part. 29) density of soils in place by core cutter method09. IS 1888 - 1982 Method of load test on soils10. IS 2131 - 1981 Method of standard penetration test for soils.11. IS 4332 - 1967 Methods of test for stabilized soils Methods of sampling
(Part. 1) and preparation of stabilised soils for testing.12. IS 2720 - 1983 Method of test for soils - Grain Size
(Part. 4) Analysis.13. IS 2720 - 1985 Method of test for soils
(Part. 5) Determination of liquid and plastic limits.14. IS 2720 - 1971 Determination of dry Density moisture content - relation
(Part. 9) by constant weight of soil Method.15. IS 2720 - 1991 Determination of unconfined compressive strength
(Part. 10)16. IS 2720 - 1986 Method of test for soils part. 13 direct shear test,
(Part. 13)17. IS 2720 - 1986 Method of test for soils : part 15 Determination of
(Part. 15) consolidation properties.18. IS 2720 - 1983 Method of test for soils Determination of Density
(Part. 14) Index (relative density) of cohesion less soils.19. IS 2720 - 1987 Method of test for soils
(Part. 16) Laboratory determination of C.B.R.
20. IS 2720 - 1964 Method of test for soils(Part. 18) Determination of field moisture equivalent.
21. IS 2720 - 1977 Method of test for soils Determination of free(Part. 40) swell of soils
22. IS 2720 - 1977 Method of test for soils of soils. Determination of(Part. 41) swelling pressure of soils.
23. IS 8237 - 1985 Code of practice for protection of slope for reservoirembankment.
24. IS 8414 - 1977 Guidelines for design of under seepage control measures for earth and rock fill dams.
In addition to the above I.S. codes, the specifications of A.P.S.S. and manual for Quality Control and Inspection shall also be complied with.3.1.2.GENERALa) The work to be done under these specifications shall consist of
furnishing all tools, constructional plant, labour, materials and other things required for excavation in all strata, conveyance and disposal of the excavated materials, leads and lifts, temporary work for performance of all the operations connected with the work embraced under the contract as will secure a satisfactory quality of work.
b) Construction and maintenance of diversions in case diversion of existing communication lines, channels, vagus or drains where they were disturbed due to excavation of canal and for construction of structures.
3.1.3 SCOPE :Excavation of canal/Channel/approach channel/drain/cut off trench/Key
trench/ toe wall/toe drain/foundations for structures/Cut off wall/Chute drains etc. all soils/HDRI and 11/F&F rock/Nandyal Shales/HR in both wet and dry conditions and disposal of spoil not useful for construction on spoil bank and soils not required for construction of stock piles and stacking of useful stone, disposal of not useful stone, conveyance of excavated spoil/soils including swell, conveyance of excavated rock including voids, with all leads, lifts and delifts and formation of spoil bank/stock piles, including dewatering, diversion of streams, formation and removal of ramps, diversion roads/approach roads, shoring/strutting etc., as per drawings and as directed by the Engineer in charge to complete the finished item of work.3.1.4 PLANNING:a) Prior to the commencement of work, all relevant data shall be
collected by the Contractor and drawing prepared by him showing the location of the excavation, spoil, deposition and filling. On these drawings, full cutting reaches, partial cutting reaches, partial cutting
and partial embankment reaches and full embankment reaches should be distinctly indicated separately. The quantity of material to be placed in fill shall be noted clearly in these reaches. Where the material to be excavated consists of different types and if the various types have to be used separately in the fill or dumped to spoil bank, the quantities of each class of material in each area should be shown on drawings.
b) The contractor shall present his planning of the work along with required details to the Executive Engineer at least 15 days before starting the work.
3.1.5 a) Setting out works: Specification 1.1.3 shall apply.b) Bench mark: Specification 1.1.2 shall apply.
c) Prior to starting any work, the contractor shall erect additional permanent bench marks, reference lines, reference points and check profiles at convenient locations approved by the Executive Engineer. The Bench Mark stones shall be of 600 mm 200 mm. X 200 mm. size with 450 mm. embedded under firm ground in concrete and 150 mm. projecting above ground. The word B.M. showing value of R.L. shall be conspicuously carved and painted.
d) The check profiles shall be located at 25m apart or closer as directed by the Engineer in charge so as to ensure execution of all slopes, steps and elevations, to the profile or profiles indicated on the approved drawings. All the important levels and all control points with respect to Bench Marks and reference lines shall be fixed and correlated by the Engineer in charge.
e) The contractor shall take all precautions to see that the lines, points and Bench Marks fixed by the Department are not disturbed by his work and shall make good of any such damage.
f) All materials and labour for setting out works including construction of Bench Marks, reference lines, check profiles and surveys, as may be required at various stages of construction shall be supplied by the Contractor at his cost. The cost of such work shall be deemed to have been included in the cost of the relevant item of excavation in the Schedule - A.
g) The alignment of the canal is only tentative. Even if the alignment is changed the rates quoted by the contractor will hold good.
3.1.6 CLEARING THE SITE :The provisions of specification 2.0 shall apply.
3.1.7 Preparation of surface under embankment :A) GENERAL :
The preparation of surfaces to the full width of proposed canal cutting including the bed, berms and under canal banks and tank bund and borrow area shall be in accordance with clause 6.5 IS: 4701 - 1982. Before commencing the work, the toe of the slope on each side of the banks plus 450 to 600 mm on each side for trimming to loose soils from the edge after compaction shall be lock spitted (Dog-belled) and marked by pegs, firmly driven into the ground at intervals of 25m. or closer. Profiles made by bamboos, earth or other convenient materials and strings shall be set up for the guidance of the workmen at about 50 meters apart over straight reaches and about 25 meters apart at curves. In setting up the profile for an embankment a suitable allowance shall be made for settlement.
b) Before beginning the excavation and or construction of embankments, the surface area of ground to be occupied and also the area of canal cutting from which useful materials for construction of embankments are to be used shall be cleared as per the provisions of specification 2.0.
3.1.8. STRIPPING:If separate schedule 'A' item for stripping is not provided the minimum
stripping depths are as follows:TABLE.1 DEPTH OF STRIPPING
SL. TYPE OF VEGETATIVE DEPTH OF STRIPPINGNo. COVER ON THE SOIL1) Soil Containing Light Grass Cover 5.0 to 7.5 Centimeters.2) Agricultural Land To the bottom of Ploughed
Zone sually15.0 to 22.5 Centimeters.
a) The stripping shall be done in advance.b) No separate payment will be made to the contractor for complying the
requirements of this paragraph and all costs shall be deemed to have been included in the rates quoted in schedule-A for the items of formation of embankment, unless otherwise specified.
c) Where the ground surface under any embankments is not suitable as determined by the Engineer for foundation of the embankment such as sand mixed BC soils, the contractor shall strip the area under the embankment of such unsuitable material to such depths as may be directed by the Engineer. Measurement for payment for this extra depth of stripping of unsuitable material under embankments will be made only to the lines and to such depths as may be directed by the Engineer and payment will be made at unit rate of relevant item in Schedule-"A" for excavation.
d) Where the ground surface is below the bed level of the canal this area shall also be stripped.
e) All the stripped material shall be deposited beyond the catch drain at the rear toe of embankment.
3.1.9 SCARIFICATION:a) The stripped surface under all canal embankments (excepting rock
surfaces) shall be loosened or scarified by means of a plough or ripper or any other method. The furrows shall be not less than 20 centimeters deep below the stripped ground surface at intervals not more than I metre.
b) Where the ground surface is below the bed level of the canal, the entire surface of the foundations for bed filling shall also be scarified above.
c) No payments shall be made for scarifying. The cost of scarifying the foundation surface under canal embankments and other embankments shall be deemed to have been Included in the unit rate of relevant item in Schedule - "A" for item of formation of embankment.
3.1.10 RECORDING OF CROSS SECTIONS:a) After clearing the area required for canal excavation and construction
of embankments., in accordance with the provisions of specifications 2.1. cross sections shall be taken at every 25 M. interval or closer, depending on the nature of ground, normal to axis of canal up to sufficient distance outside the limits of the work. Levels on cross sections shall be at 3M. intervals or closer intervals as directed by the Engineer-in-charge and entered in level field books by the Engineer in charge in the presence of the contractor or his authorised representative and these shall be binding on the contractor. The contractor shall write a certificate: Accepted the prelevels recorded on page from .... to .... " and sign at the end of levels in the level field book in token of acceptance.
b) After stripping and prior to commencement of excavation cross sectional levels of the stripped surface shall be taken at the same locations and intervals as specified in para (a) above and certificated as mentioned shall be recorded by the contractor.At the earliest, cross sectional profiles shall be prepared duly plotting the prelevels and the contractor's signature shall be obtained on these cross section sheets. The cross sections called initial cross section taken after striping shall form the basis of all future measurements and payments. These initial cross sections duly signed by the contractor and Exe. Engineer shall be preserved. All linear dimensions shall be measured in metres to the nearest 0.01 metre volumes worked out in cubic metres corrected 0.01 cubie metre. However, In case of rock excavation occurring in bed or sides, the actual quantity of rock shall be arrived by taking block levels at 2.5M. intervals all along the entire area of bed and sides.
c) Initial stripping level will be taken by Asst. Engineer/Asst. Executive Engineer and check levels by the officer not lower than the rank of Dy. Exe. Engineer before starting the work and the signature of the contractor will be taken in token of acceptance of the levels.
d) No separate payment will be made to the contractor for the materials and labour provided for taking the cross - sectional levels.
3.1.11. AUTHORITY FOR CLASSIFICATION:a) The classification shall be done by the construction Executive
Engineer and Executive Engineer / Quality control & Inspection. If the variation in classification is 10% and above, the classification shall be done by the concerned Superintending Engineer / S.E./Q.C&I.
b) The final classification shall be decided by the Superintending Engineer and his decision shall be final and binding on the contractor. The Soil Classification shall be based on the open classification.
c) Merely the use of explosives in excavation will not be considered as a reason for a higher classification unless blasting is clearing necessary in the opinion of the Executive Engineer. Contractor shall assume all responsibility for deductions and conclusions, as to the nature of the materials to be excavated and the difficulties of making and maintaining the required excavations.
Note : The department will have the right to reclassify the soils and rock even after excavation and payment based on the inspection of excavate materials and the existing slopes of the canal.
d) It is the responsibility of the contractor to perform and maintain the excavation to the pay lines described in these specifications or as shown on the drawings.
3.1.12. CLASSIFICATIONS OF EXCAVATED MATERIALS :All materials involved in excavation shall be classified by the Executive Engineer into the following groups.
A) ALL SOILS :This shall comprise ordinary soils such as sand and loose soils, wet sand not under water, silt in canals, channels and drains. Loamy and clayey soils like black cotton soils, red earth and ordinary gravel. Slushy soils, clayey soils in wet and slushy condition. Hard gravely soils, mixture of gravel, and soft disintegrated rock like shales, ordinary gravel, stoney earth and earth mixed with fair size boulders, soft disintegrated rocks (removable by pick axes and crow bars) and stone matrix in any direction and mixture of these and similar materials in both dry and wet conditions.
b) Hard Disintegrated Rock - I & II :This shall comprise hard disintegrated rock and conglomerate rock etc. removable by pick axes, and crow bars and Hard disintegrated
rock or soft rock or conglomerate rock, hard lime kankar requiring partial blasting.
c) Fissure and Fractured rock :Fissured and fractured rock and boulders upto 3 cubic metres in size requiring blasting.
d) Hard Rock :Hard rock and boulders of size greater than 3 cubic metres in size requiring blasting.
3.1.13. EXCAVATION : a) Where sub-soil water is expected the excavation shall be started
preferably from the nearest valley.b) The contractor shall commence excavation immediately after the
surface area of ground is prepared.c) The cross sections are shown on the drawings. The Government
reserves the right, during the progress of work to vary the slope of excavation or the slope of embankment and the dimensions depended thereon. Any Increase or decrease of quantities excavated as a result of such variations will be included for payment.
d) Suitable arrangements for drainage shall be provided to take surface water clear of excavation during the progress of work. Sump pits if found necessary shall be excavated at suitable places and the water thus collected shall be bailed out or let into a nearby valley at his cost.When cutting on cross sloping ground, the contractor shall cut a catch water drain on the higher side to prevent water from flowing down the cutting slope. No separate payment shall be made for this work unless otherwise specified.
e) No distinction shall be made as to whether the material being excavated is wet or dry or in water.
f) All washable materials and any soil which generally becomes unstable on saturation such as organic soil, loose soils and expansive soils shall be removed as directed by the Engineer-in-charge. Payment will be made for this work as per the relevant rate in Schedule - "A".
g) All suitable excavated material within economic lead shall be used for construction of embankments.
h) Stones of more than 75mm. in size and indurate materials shall be removed from material to be used for compacted embankments.
i) In soils the Contractor shall not excavate out side the slopes or below the established grades or loosen any materials outside the limits of excavation. Any excess depth excavated below the specified levels it shall be made good at the cost of the contractor to standards as prescribed by the Engineer in charge.
j) The method of drilling and blasting to be resorted to the excavation in rock shall be in accordance with specification 3.3. "Drilling and Blasting" and got approved by the Executive Engineer.
k) Above the lining, in case of lined canals and above the proposed water level in case of unlined canals, the rock may be allowed to stand at it's safe angle and no finishing is required other than removal of rock masses which are loose and are liable to fall.
l) Except in areas of rock, all areas to be excavated shall be pre-wetted so that at the time of excavation moisture content, will be at about optimum. However, in case of the spoils to be deposited on spoil bank such pre wetting need not be done.
m) During rock excavation, the contractor will not be allowed to dispose of the rubble, Surplus usable rubble shall be allowed to be used in construction of rock toe... masonry works and for crushing to use as metals in concrete works etc. subject to approval of the Executive Engineer. The cost thereof will be recovered from the contractor's bills.
n) The regradation for tail channel and approach channel for structures and diversion of drains or vagus shall conform to the lines, dimensions, grades, side slopes, and levels as shown on drawings or as directed by the Engineer in charge. Payment shall be made for this work at the relevant rate of Schedule-"A" for excavation.
o) Where suitable materials in excess of that required to construct adjacent embankments or in deficit sections by conveyance or back filling of structures or to construct O. & M. Road, Ramps and Bridge approach embankments as determined by the Engineer in charge in one continuous operation, then such materials shall be stockpiled at places designated by the Executive Engineer for later use.
p) All gangways, roads and stopping shall be such that they fall within the cross sections so that the final dressing of slope will consist of digging and no rolling will be required.
q) During rock excavations, over-hangs or unsafe slopes shall not be permitted.
r) Unless otherwise specified, over excavation in rocks/soils shall not be permitted.
s) Blasting in a manner as to produce over-breakage which in the opinion of Executive Engineer is excessive shall not be permitted. Special care shall be taken to prevent over breakage or loosening of material on bottom and side slopes against which lining is to be placed.
t) Final cutting for 300 MM. in rock shall be carried out by controlled blasting or trimming or by chiseling wedging, barring with the help of pneumatic paving breakers and no extra payment will be made. The cost of such work shall be deemed to have been included in rates of relevant item in Schedule - "A".
u) In the case of fissured rock and hard rock premeasurements shall be taken by the Dept. The contractor shall before commencing the excavation in rock etc., expose the surface for inspection by the Executive Engineer or his authorised subordinates. The premeasurements will be taken by taking levels at 2.5M. intervals both ways which forms the basis for payment of excavation for rocks. Where the rock is intermingled with ordinary soils contained premeasurements of soils shall be taken and measurement of soils shall be obtained after deducting from the contained measurements, the quantity of boulders etc. Which will have to be stacked as per A.P.S.S.
v) In the case of boulders they should be marked by the premeasurements recorded. After removal and stacked as directed by the Executive Engineer or his subordinates, the contractor will be paid for the quantity of boulders as per the premeasurement or as per their stack measurements whichever is less. Wherever stack measurement are taken a minimum of 40% shall be deducted for voids. After the work is completed a certificate shall be given in the measurements will be resorted to by making due allowance of voids if it is necessary to deduce any other information. For example, fissured and fractured rock and hard rock and H.D.R. occur very badly intermingled in certain places and cannot be premeasured or finally measured or separately. In such cases any combined measurement shall be taken as mentioned above and measurements of Hard Disintegrated rock shall be deduced from the stacks of hard rock that have been formed. The spoil of the boulders so removed shall be stacked or deposited separately as directed and in place as shown by the Executive Engineer or his Subordinates and shall not be mixed with other soils. No separate charges for stacking done for the purpose explained above shall be paid to contractor.
w) In case of reservoir / tank works, the useful materials excavated in the cut of trenches, key trenches approach channels from the sluices, over burden removal on the U/S and D/S sides of surplus weir, and foundations excavation for sluices and surplus weir, excavated under the provisions of schedule 'A' shall be used for construction purposes. Any materials unsuitable for construction purposes shall be disposed off as directed by the Engineer in charge.
3.1.14 . EXCAVATION FOR KEY TRENCHES AND CUT OFF TRENCHES :a) Immediately after preparation of the ground surface for embankment
and prior to commencement of canal excavation the contractor shall excavate key and cutoff trenches to dimensions, slopes, grades and levels as shown on the drawings or as directed by the Engineer in charge.
b) All materials suitable for embankment construction as determined by the Engineer-in charge based on laboratory test results shall be used in construction of the embankments. Any material unsuitable for embankments shall be disposed off as directed by the Engineer-in-charge on the spoil bank on the rear side of catch drain / toe drain.
3.1.15. SLIDES / SLIPS :a) If slides occur in cuttings during the process of excavation they shall
be removed by the contractor at his cost as directed by the Engineer in charge.
b) If finished slope slide into the canal subsequently such slips in rock shall be removed measured and paid, provided such slips are not due to the negligence on the part of the contractor. The nature and quantity of such slips shall be determined by a joint inspection by the Executive Engineer / Inspection & Quality control and Executive Engineer (Construction)The decision taken by them is binding on the contractor.
c) The Classification of debris materials shall confirm to its conditions at the time of removal and payment made accordingly regardless of its conditions earlier, If side/slip is due to the causes beyond the control of the contractor.
3.1.16 . OVER EXCAVATION:a) In soils any excess depth below the specified levels and any excess
excavation in slopes and widths shall be made good at the cost of the contractor with suitable soils of similar characteristics and compacted to a density not less than 95% of proctor's density.
3.1.17 For excavation in rock, tolerance of 75mm beyond the designed canal profile will however be permitted. No extra payment will be made for the excavation beyond the designed canal profile. The over breakage within the tolerance limit of 75 mm shall be refilled with.
i) Sand and metal in (1:2) ratio using 40mm & 20mm size metal obtained from canal spoil in (4:1) ratio in bed.
ii) M 7.5 mix using 40mm. MSA. H.B. Metal graded or approved quality obtainable from canal spoil for side lining.Payment for filling such over breakages shall be at the unit rate quoted in Schedule-"A"
a) Should any excavation occur beyond the tolerance limit, the excess quantity so removed beyond tolerance limit, will not be paid on the other hand the contractor is liable for penal recovery twice the agreement rate for similar item for the excess quantity excavated. The same shall also be refilled at contractor's own expenses, with
i) Sand and metal in (1:2) ratio using 40 mm. and 20mm. size metal in (4:1) ratio in bed.
ii) R.R. Masonry in C.M. (1:6) in sides.b) However, over-breakages occurring due to natural causes and slips in
rock which are not due to the negligence of the contractor will be measured for payment. The nature and quantity of such over breakages will be determined by joint inspection by a Geologist and the Superintending Engineer. The decision taken by them is binding on the contractor. Refilling of the same shall be done as indicated at
(i) and (ii) under (a) above and such will be paid at the applicable unit rate in the item of Schedule -A for refilling of over breakages.The tenderer while quoting for excavation shall keep the above conditions in view.
c) In the land canal where expansive type of soil such as C.H. type of soil is encountered and over which cement concrete lining directly be laid, the canal prism shall be over excavated to the extents as directed by the Engineer in charge and such over excavated section shall be filled with suitable cohesive non-swelling (CNS) type soil and shall be placed in uniform horizontal layers and compacted as directed by the Engineer in charge. The over excavation made in such strata filling by suitable soil locating and compacting of such soil will be paid separately.
3.1.18 . DEWATERING:If water is met in the excavation due to sub - soil ground water, springs, seepage, rain or other causes, it shall be removed by suitable diversions, pumping or bailing out and the sub-soil water table shall be kept below the excavation so that the excavation kept dry whenever so required as directed by the Engineer-in-charge care shall be taken to discharge the drained water as not to cause damage to the works, crops or any other property. In case of lined canals, the sub soil water shall not be allowed to accumulate in the bottom of the canal. The bed/sides shall be moistured to receive lining as directed by the Engineer in charge. No separate payment will be made for dewatering. The cost of such work, shall be deemed to have been included in rate of respective item of Schedule - "A".
3.1.19.DISPOSAL OF EXCAVATED MATERIAL :a) No rehandling of excavated materials due to injudicious selection of
place for dumping will be paid for.b) Materials removed in excavation including stripped top soil and
expansive soils not required for embankments, back fill or other required earth work shall be deposited in waste banks on right of way owned by or controlled by the department as directed, by the Engineer - in - charge. A gap of 3 M. wide shall be left in spoil banks at 150M. Intervals or as directed by the Engineer-in-charge for disposal of drainage in accordance with clause 8.20 of IS: 4701-1982.
c) Minimum gap of I metre or 1/2 the depth of canal excavation as per drawing (whichever is more) from the edge of the canal excavation canal at G.L. in cutting reaches and I M gap from the outer toe of the embankment to the inner toe of the spoil bank or a greater distance as prescribed by the Engineer in charge shall be maintained.
d) In case of Reservoir / Tank works, if the excavated materials in stripping under embankment, foundations for sluices, surplus weir, toe wall, toe drain, cut off trench, over burden removal on the U/S and D/S Sluice of surplus weir, surplus course excavation, approach channels to the sluices excavated under the provisions of schedule "A" and not
suitable for construction of embankment, shall be deposited beyond the toe drain of embankment of reservoir / tank, leaving a gap of 1.0 meter or 1/2 the depth of toe drain or more and on either sides of the surplus course on the rear side of the guide banks formed leaving a gap of 1.0 meter or 1/2 the depth of surplus course, or more, as per the drawings and as directed by the Engineer - in - charge. No excavated or foreign materials shall be left in the foreshore area of the reservoir / Tank.
e) Where the canal is aligned on sloping ground, excavated material not required for construction of adjacent embankments at any other place, shall be deposited on the lower side. Where canal is on level or nearly level ground, the materials from excavation shall be deposited on embankments on both sides of the canal.
f) In case of deep cutting the spoil shall be so disposed off as not to result in unsightly heaps and shall be leveled and properly dressed. The top of both the finished banks shall slope away from the inner edge with a suitable gradient.
g) If there is excess of useful material from the excavation than needed for construction of embankments of canal/reservoir/tank, it shall be used to strengthen the embankment on either side of the canal/reservoir/tank, deposited in low areas uphill of the canal to eliminate trapped drainage, or it should be deposited in stock piles as directed by the Engineer - in - charge. The disposal of excavated material shall be in accordance with clauses o.1. of I.S. 4701 - 1982.
h) The useful rock obtained from the cutting shall not be mixed with other soils and shall be closely stacked to the gauge separately beyond spoil bank and all other stone not useful for construction purpose shall be deposited on the slopes of the canal spoil banks, If the rock and soil or mixed up while depositing at the spoil banks suitable deduction from the agreement rate as decided by the Engineer-in-charge will be made which is binding on the contractor.
i) Except as specially provided in these specifications for payment for conveying on placing of individual items of excavated materials, the cost of all work described in this paragraph shall be included in the unit rate per one cubic metre in respect of both soils and rock in the Schedule - "A".
j) The contractor has no claim over any of the materials got out of excavation of the canal cutting and foundation excavation.
k) The responsibility for arranging the land required for disposal of excavated material rest with contractor. If the contractor desires to dispose the materials at near by places other than the places shown by the Engineer - in - charge to reduce the lead and thereby the cost of conveyance.
3.1.20 . LEADS:
a) The leads and lifts for the soils excavated either in canal or in foundations of embankments and structures and deposited on spoil bank or on stock piles will be measured as under.
i) Up to 100 mitres lead and 9 metres depth.Up to 100 metres lead and 9 metre depth of canal excavation the payment for over all shall be on head load and head lifts for all soils, up to soft disintegrated rock, hard disintegrated rock and hard rock including F & F. rock.
3.1.21. HEAD LEADS AND LIFTS:i) The head leads and lifts will be measured in accordance with the
clause 301.5.1.1 of A.P.S.S.ii) Above 100M. lead and depth of excavation exceeding 9M. the lead will
be measured along the shortest route from the centre of excavation to the center of deposition.
b) The leads and lifts will not be measured for the soils utilized for formation of embankment obtained from canal excavation or from foundation excavation or from cut off excavation or from Surplus course excavation or from any soils excavated under the provisions of schedule 'A' items or from borrowed soils.
NOTE : If no separate item is provided in Schedule ''A" for leads, delifts and for conveyance the respective schedule 'A' item for excavation should include the cost of leads, lifts, delifts and for conveyance for disposal of spoil/soil/rock or any other excavated material for disposal as per clause 3.1.19 above.
3.1.22. PAY LINE:a) The canal shall be excavated to the lines, dimensions side slopes and
levels shown on the drawings. Pay line for excavation in all soils and rocks including subsequent removal of the extra depth for seating to lining shall be to the dimensions, slips and grades and levels as shown on the drawings unless otherwise specified.
b) Payment for excavation done shall be strictly as per design section or for the section as directed by Engineer-in-charge. No payment will be made for excavation done beyond the pay lines shown on drawings and defined as above unless otherwise specifically indicated.
3.1.23. MEASUREMENT AND PAYMENT:Measurement:
a) All original works shall be measured by levels.b) Where payments are to be made with reference to the levels the level
field Books, the cross-section sheets and the calculation sheets shall be treated as adjuncts to the measurement books.
c) All linear measurements shall be in metre correct to 0.01 metre and volume worked out in cubic metres corrected to 0.01 cubic metre.
d) Unless otherwise specified in these specifications excavation for cut off trenches, canal, drains etc. shall be measured in excavation to the lines, slopes, grades and as shown on the drawings or as provided in these specifications or as prescribed by the Engineer in charge.
e) It shall be clearly understood that no excavation beyond pay line shall be measure for payment.
f) On the initial cross-sectional plans which form the basis for all payments, lines, grades, side slopes, and level of excavation according to classification and construction embankments shall be marked duly taking levels. On completion of excavation, final cross-sections and the Quantities between the initial cross sections and final cross-sections within the pay lines shall be worked out for payment.
g) The unit for payment of earthwork excavation in soils is 10 cubic metre and rock shall be one cubic metre.
3.1.24. INTERMEDIATE PAYMENTSa) For intermediate payments lowest level may be taken for
bund/embankment and highest level in canal cutting in a bay of 25m.b) Payment for earth work embankment compacted to proctor's density
will be for the net Quantity of earth work after deducting the Quantity towards shrinkage from the rolled Quantity computed based on the compacted bund which should include allowance for shrinkage.
c) Intermediate payment also will be made based on levels.3.1.25. RATE FOR PAYMENT:
The contract unit Quoted rate for the items of excavation in schedule-A for one cubic metre shall be the payment in full for carrying out the following operations required for the individual items including full compensation:
i) Setting outii) Site Clearanceiii) Top soil removal or stripping and jungle clearanceiv) Marking out providing and forming model sections, lock spitting,
strings and stakes as may be considered necessary by the Engineer in charge to guide the contractor in excavating and depositing.
v) Providing materials and labour for fixing reference lines, reference points, additional bench marks, for taking levels and connecting bench marks.
vi) Initial rate for excavation by suitable machinery.vii) Dressing bed and trimming side slopes to exact sections as shown on
working plans.viii) Drilling wherever necessary or ripping ix) Blasting wherever necessary including cost, conveyance and storage
of blasting materials and control blasting.
x) Final cutting for 300mm in all rocks by control blasting or wedging & baring or trimming with the help of pneumatic paving breakers for finishing.
xi) Safety measuresxii) All dewateringxiii) Providing temporary ramps and steps at the sides of deep trenches
and subsequent removal.xiv) Transporting the excavated materials and depositing the same on
sides of embankment or on spoil banks or stacking in stock piles to the specifications inclusive of all leads and lifts, delifts including preparation and maintenance of approach roads.
xv) All work necessary to maintain the excavation in good order during excavation.
xvi) All labour, materials, tools, equipments, safe guards and incidentals necessary to complete the work as per drawing to specifications.
3.1.26. EXCAVATION FOR STRUCTURES:Description of work:
a) Excavation and depositing the soil on spoil bank or at any place specified by the Engineer - in - charge with all leads and lifts for structures shall consist of the removal of material for the construction of foundations for the Structures like Bridges. Under Tunnels, Aqueducts, Super-passages, retaining walls, canal side walls, in lets, out lets, head walls, cut off walls, pipe under-tunnels, cross regulators, off-take sluices and other similar structures, in accordance with the requirements of these specifications and the lines elevations and dimensions shown on the drawings or as indicated by the Engineer-in-charge.
b) The work shall include providing all the materials, tools and plants and labour required for presplitting and utilising controlled blasting technique over and above the normal blasting technique in hard rock and quartzes excavation, construction of the necessary coffer dams and cribs and their subsequent removal and necessary sheeting, shoring, strutting, benching, draining and pumping the removal of all logs, stumps, grubs and other deleterious matter and obstructions necessary for placing the foundations : trimming bottom of excavations : all leads and all lifts of excavated materials back filling with selected approved material and clearing up the site and the disposal of all surplus materials, spoil and the stone not useful for construction purpose shall be deposited beyond the profile of the structure, canal, stream etc. leaving a minimum gap of 5 metres, and in accordance with clause 8.1 of IS 4701 - 1982 or at greater distance as directed by the Engineer - in - charge The useful stone stacking and soils required for back filling shall be placed at the contractors convenience without foregoing the working space. No. rehandling of materials will be paid and at the same time recovery will be made if the obstructions are not removed after completion of the work form
the final bill at the rate calculated by the Engineer in charge to do the same work with other agency. In so far as practicable, the material removed in excavation for structures shall be used for backfilling and embankments.
3.1.27CLASSFICATION OF EXCAVATION:All material involved in excavation shall be classified in accordance with para. 3.1.12.
3.1.28CONTRUCTION OPERATIONS:i) Setting - out
After the site has been cleared to the limits of excavation the work shall be set out true to lines, curves, and slopes as shown on plans.
II) EXCAVATION:a) Excavation shall be taken to the width of the lowest step of the footing
and the side shall be left to plumb where the nature of soil allows it. Where the nature of soil or the depth of the trench does not permit vertical sides, the contractor at his own expense shall put up necessary shoring, strutting and planking or cut slopes to a safer angle or both with due regard to safety of personnel and works and to the satisfaction of the Engineer - in - charge.
b) The depth to which the excavation is to be carried out shall be as shown on the drawings, unless the type of material encountered is such as to require changes in which case the depth shall be as ordered by the Engineer - in - charge and will be paid for.
c) Excavation in rock shall be carried out by crow bars, pick axes, chisels or pneumatic drills etc., Unless permitted by Engineer-in-charge blasting shall not be resorted to.
d) Where blasting is to be resorted to the same shall be carried out to the requirements of specification 3.3 and all precautions therein observed.
e) No distinction shall be made as to whether the material being excavated is dry or moist or in water.The method of drilling and blasting to be adopted for hard rock including F & F, rock excavation shall be approved by the Engineer-in-Charge.Blasting in a manner as the produce over breakage which in the opinion of Engineer in charge is excessive shall not be done. In order to minimise over breakage and loosening of material at the finished surface on bottom and side slopes over which foundation concrete is to be laid, final cutting for the last 300mm in hard rock shall be carried out by controlled blasting or chiseling or trimming with the help of pneumatic paying breakers. If excavation is required to be done within 30m. from the existing structures the same should be carried out by chiseling without resorting to blasting for which no extra rate is payable.
3.1.29DEWATERING AND PROTECTION:a) Where water is met with in excavation due to stream flow, seepage,
rain or other reasons, the contractor shall take adequate measures such as bailing, pumping, construction of diversion channels, drainage channels, bunds, cofferdams and other necessary works to keep the foundation trenches dry when so required and to protect the green concrete/masonry against damage by erosion or sudden rising of water level. The methods to be adopted in this regard and other details there of shall be left to the choice of the contractor but subject to approval of the Engineer-in-charge.
b) Approval of the Engineer-in-charge shall however not relieve the contractor of the responsibility for the adequacy of dewatering and protection arrangements and for the quality and safety of the works.
c) The Contractor shall take all precautions in diverting the channels and discharging the drained water as not to cause damage to the works, crops or any other property.
d) Pumping form the interior of a foundation shall be done in such a manner as to preclude the possibility of the movement of water through any fresh concrete. No pumping shall be permitted during the placing of concrete or for any period of at least 24 hours thereafter, unless it is done from a suitable sump separated from the concrete works by watertight wall or other similar means.
3.1.30 PREPARATION OF FOUNDATION:a) The contractor shall prepare firm foundation for the structure as
shown in the drawings. The bottom and side slopes of foundation upon or against which the structure is to be placed shall be finished to the prescribed levels and dimensions shown on plans.
b) The bottom of the foundation shall be leveled both longitudinally and transversely or stepped as directed by Engineer-in-charge. Before foundation concrete is laid, the surface shall be slightly watered and rammed. In the event of excavation having been made deeper than that shown on the drawings the extra depth shall be made up with concrete or masonry of the foundation grade at the cost of the contractor as directed by the Engineer - in-charge. Ordinarily earth filling shall not be used for the purpose to bring the foundation level. If a hard stratum is not met at foundation level shown in the drawings extra depth as directed by Engineer - in- charge shall be excavated to remove unsuitable material. The extra excavation or extra depth made up with masonry or concrete will be paid for as approved by the Engineer-in-charge.
c) When rock or other hard strata is encountered, it shall be free from all soft and loose material, cleaned and cut to a firm surface either level, stepped or serrated as directed by the Engineer-in-charge. All seams shall be cleaned out and filled with cement mortar or grout to the satisfaction of the Engineer-in-charge.
d) If it is considered necessary by the Engineer in charge, to consolidate the foundation strata by grouting cement slurry, the drilling and grouting or any other foundation treatment as directed by the Engineering-in-charge shall be done by the contractor and payment will be made at the rates quoted in Schedule 'A'.
e) Separate payment will not be made to the contractor for moistening and compacting the foundation of structures. The contractor shall include the cost thereof in the rate per cubic metre of the item of Schedule-'A' for preparation of foundation.
f) The quantities for payment will be to the dimensions shown on the drawings.
3.1.31. OVER EXCAVATIONa) If at any point in common excavation, the foundation material is
excavated beyond the lines required to receive the structure or the natural foundation materials is disturbed or loosened during the excavation process, it shall be done as follows :
i) In excavation of soils, over excavation shall be filled back with suitable selected bedding material and compacted.
ii) The Soils loosened or disturbed shall be compacted by filling extra selected bedding material if found necessary and compacted.
iii) In respect of rock all excess excavation or over excavation performed by the contractor for any purpose or reason except for additional excavation as may be prescribed by the Engineer - in - charge whether or not due to the negligence or fault of the contractor, the excess or over excavation shall be filled in by C.C. of grade directly coming over it or M. 15.
iv) No extra claim for such excavation, filling and compaction of soil/filling concrete as specified above shall be entertained.
3.1.32. SLIPS AND BLOWS:If there are any slips or blows in the excavation, these shall be removed by the contractor at his cost.
3.1.33. PAY LINE:a) Regardless of excavation, pay line shall be to the lines dimensions and
actual foundation levels shown on the drawings or the subsequent levels and dimensions as directed by the Engineer in charge in writing.
3.1.34. BACK FILLING:a) Back filling shall be done with approved material after concrete on
masonry is fully set and carried out in such a way not to cause undue thrust on any part of the structure as specified in para 3.2.26. All space between foundation masonry/concrete and the sides of excavation shall be refilled to the original surface, making due allowance for settlement in 250 mm. loose layers which shall be watered and compacted.
3.1.35. MEASUREMENT FOR PAYMENT :
a) Excavation for structures shall be measured in cubic meters for each class of materials encountered, limited to the dimensions shown on the drawings or as directed by the Engineer in charge. Excavation for structures will be measured for box cutting with vertical sides of foundation dimensions. Excavation of increased width, cutting of slopes, shoring, shuttering and planking shall be deemed as convenience for the contractor in executing the work and shall not be measured and paid for separately.
b) Foundation sealing, dewatering including pumping shall be deemed to be incidental to the work and no separate payment will be made.
c) The quantity for excavation in soils and rock will be arrived at form the prelevels and finished levels of respective strata taken at 3 Metre or less intervals both ways as decided by the Engineer in charge. The levels will be plotted on graph sheet and average levels arrived at for purpose of determining the quantity of excavation.
d) The contractor or his authorised agent's signature in token of his acceptance shall be recorded in level field books and graph sheet on which levels have been plotted. Final payment will be made on levels only. The contractor shall expose the surface of the strata for inspection of Engineer in charge and for taking levels wherever the classification and strata gets changed.
3.1.36 RATES FOR PAYMENT:a) The contractor unit rate per cum. quoted in Schedule 'A' for the items
of excavation for structures shall be the payment in full for carrying out the required operations including full compensation for.
i) Site clearance, such as clearing of shrubs, brushwood and disposal.ii) Setting out.iii) Forming temporary steps at sites of deep trenches and subsequent
removal.iv) Construction of necessary cofferdams, cribs, shuttering, shorting
strutting and bracing and their subsequent removal.v) Removal of all logs, stumps, grubs and other deleterious matter and
obstructions for placing the foundations including trimming of bottom of excavation.
vi) Foundation sealing dewatering including pumping.vii) All labour, materials, tools, plant, machinery equipment, safe guards
and incidentals necessary to complete the work to the specifications and depositing of excavated useful materials on temporary stock piles or on embankments under construction and disposing the waste materials.
viii) Trimming of rock foundation by controlled blasting technique over and above the normal blasting technique and cleaning the foundation surface and filling / sealing of all seams with cement grout or mortar
including all materials, labour and incidentals required for completing the work and cleaning site after completion of work.
ix) Removing slips and blows during excavation.x) Public safety measuresxi) Disposal of surplus materials, with all leads, lifts and delifts the
excavated material
xii) Completing the finished item of work.3.1.37. PUBLIC SAFETY:a) Nearest towns, villages and all frequented places, trenches and
foundation pits shall be securely fenced, provided with proper caution signs and marked with red lights at night to avoid accidents. The contractor shall take adequate protective measures to see that the excavation operations do not effect or damage adjoining structures or property.
3.1.38. DISPOSAL OF EXCAVATED MATERIAL :a) No re-handling of excavated material due to injudicious selection of
the place for dumping will be paid for.b) All surplus excavated material, which is not useful for any
embankment, or filling shall be disposed in accordance with clause 3.1.19 and as directed by the Engineer in Charge.
3.1.39. SIDE DRAINS:a) The location, grades and sections of the drains shall be as shown on
the drawings and or as directed. Measurement of excavation for the above drains will be made to the lines shown on the drawings or as directed. Payment for excavation for the above drains and channels will be made at the unit rate for excavation which unit rate shall include the cost of excavation and placing the materials in embankments or otherwise disposing of the excavated material and all work necessary to maintain the work in good order.
3.2 EMBANKMENT CONSTRUCTION3.2.1 SCOPE:
Site clearance, stripping and formation of embankment of homogeneous section/Zonal section viz., casing zone/hearting zone with the useful excavated soils and balance soils of approved quality from the borrow area including the cost of soil, if any, sampling, testing and pre-wetting of soils at source of excavation and conveyance of Soil and extra soils required for shrinkage including swell factor with all leads, lifts, delifts, laying on bank, spreading breaking clods, sectioning, extra watering and consolidation including benching of Old embankment Slopes, joining with the new
embankment formation, trimming of side slopes, formation and removal of ramps, formation of Dowel banks etc., as per drawing and as directed by the Engineer in charge to complete the finished item of work.3.2.2. EMBANKMENT CONSTRUCTION a) Setting out: specifications NO. 1.1.3 shall apply3.2.3. GENERAL REQUIREMENTSa) The Cross sections for embankment are designed to suit the
characteristics of the best quality soils available in the vicinity of the proposed work. If the contractor proposes to use any other type of soils than those mentioned in the design to save the lead and there by the cost pursuant to the clause of I.S. Code and A.P.S.S. the contractor has to form the embankment to the revised profiles worked out by the competent authority sanctioning the estimate. The extra quantity involved will not be measured and paid. The theoretical quantity required based on the original cross-sections will only be measured and paid. But the Contractor has to form the bund to the revised cross sectional designed with the characteristics of the proposed soils. The designs given by the estimate sanctioning authority are final.
b) Embankment shall be built to the height, top width and side slopes as shown on the drawings. All the edges of the embankment shall be neatly aligned symmetrical to the central line. They shall be absolutely straight in all reaches except at bends. At bends they shall be smoothly curved.
c) The top of each embankment shall be leveled and finished so as to be suitable for road way and given a cross slope to drain away rainwaters. The bank-carrying road shall be given a suitable cross slope.
3.2.4. MATERIAL : The provisions of schedule 'D' shall apply.a) The suitability of foundation of placing embankment materials thereon
and all materials proposed for use in construction of embankment shall be determined by the Executive Engineer well in advance on the basis of Laboratory Test results. Chemical and Physical tests of the material proposed for construction of embankment shall be carried out to ensure that the soil does not contain soluble lime content soluble lime salt content or cohesion less fines, in quantities harmful to the embankments.
b) Material for construction of embankment should be free from the organic materials. Unless otherwise directed by the Superintending Engineer / Executive Engineer all materials shall be deposited in embankments so that cobbles, gravel and boulders are well distributed through other material and not wested in any position within or under are embankment as per clause 6.4. of IS. 4701 - 1982.
c) Suitable excavated materials available from the cut off trenches, canal cutting, extra cutting for seating to lining. Foundation excavation for structures, approach and tail channels for structures, vagu diversions,
removal of ramps obstruction removal on the upstream and down stream of surplus weirs and excavation in surplus course and any such excavations, shall be used for construction of adjacent embankments and also embankments of deficit reaches.
d) After completing the construction of embankments with the materials as indicated in (c) above, material required for the construction of balance embankment shall be obtained from the borrow areas.
e) The soils and morum excavated and useful for construction of the embankment shall be classified by the Superintending Engineer / Executive Engineer as impervious and Semi-Pervious based on Laboratory Test results. They shall be utilised on the embankment work.
3.2.5. Preparation of ground surface for embankmenta) Clearing site: Specification no 2.0 shall applyb) Stripping: Specification 3.1.8 shall apply.c) All portions of excavation made for test pits or other subsurface
investigations, all holes, hollows and all other existing cavities found within the area to be covered and to the extent below the established lines of excavation for embankment seat shall be filled in earth of the corresponding zone of the embankment and suitably compacted. The pits of surface boulders shall be filled with suitable material and compacted at no extra cost.
d) Pools of water shall not be permitted in the foundation for embankment and such water shall be deemed and cleared prior to placing the first layer of embankment materials.
e) On sloping ground on in case of existing banks, where embankment portions are to be modified, benching of slopes shall be done with a little slope towards the inside of benching so as to give a good grip to the embankment soil with the subgrade. Unless otherwise specified the benches shall be 0.3 x 0.6 m on the front and rear slope of the embankment. Before benching, the bank slopes shall be cleared of all roots and vegetables matter as per specification 2.0. No separate payment will be made for either benching or refilling. The rate quoted for raising embankment is inclusive of above operations. The bank section shall be brought to design standards by filling the scours with suitable material and compacting to 98% proctor's density by suitable measure of compaction.
f) Soil foundation.The ground surface under embankment and area of bed filling wherever necessary (except rock surfaces) shall be loosened or scarified making open furrows by means of a plough, or ripper or any other methods to a depth of not less than 200 mm deep below the stripped surface at intervals of not more than 1 M. to the satisfaction of the Engineer. Roots or other debris turned up during scarifying shall be removed from the entire foundation area for the fill. The areas
under the embankments shall be pre-wet by sprinkler before the construction of embankment begins. The moisture content shall be optimum. Water applied or pre-wetting of areas under the embankment will not be measured for payment and shall be included in the unit rate per cum quoted in Schedule 'A' for compacting embankment.
g) Rock foundationThe treatment of the rock surface under the embankment shall be done so as to ensure tight bond between embankment and the foundation. This shall be done by the following procedure.
i) The area of the rock surface, which is to be in contact with the embankment, shall be fully exposed by removing all the loose and disintegrated rock having the surface of rock rugged. Hard rock projects and overhangs shall be removed. If blasting is to be resorted to, care shall be taken to avoid objectionable shocks to foundation rock. As far as possible the whole contact area shall be exposed at one time to enable examination of rock surface characteristics and planning the method of treatment.
ii) Exposed rock shall be benched.3.2.8. COMPACTION a) General
The earth compacting equipment specified in appendix-C of I.S. 4701-1982 shall be used for compacting the soils shown against them. The compacting equipment shall conform to the relevant I.S. Specification.While the I.S. Specifications specify the compacting. It is contended that the use of improved compaction equipment for embankment construction shall be encouraged as may be most suited to the site conditions and the programme of construction. The methods of compaction shall conform to clause 7.2., 7.2.2 and 7.2.3 of I.S. 4701 - 1982.
3.2.7. COHESIVE MATERIALS.a. When each layer of materials has been prepared so as to have the
proper moisture content uniformly distributed throughout the materials, it shall be compacted by passing the roller. The layer shall be compacted in strips over lapping not less than 0.30 Meter. Rolling shall commence at edges and progress towards centre longitudinally. The rollers shall travel in a direction parallel to the axis of the bank. Turns shall be made carefully to ensure uniform compaction. Density tests shall be made after rolling and dry density attained shall be not less than 98% of the maximum dry density (standard proctor) as obtained in the laboratory for the type of materials used. The density achieved shall not normally be less than the designed density. The dry
density of soil in field shall be determined in accordance with I.S. 2720 (Part - XXVIII) - 1974 or I.S. 2720 (Part. XXIX) - 1975.
b. Standard proctor density test shall be carried out at regular intervals to account for variations in the borrow area materials as well as that in-situ excavated material. Not less than three tests shall be carried out to indicate variations in the Standard Proctor Density attained in laboratory.
c. Engineer - might review the design if necessary on examination of density test results and the contractor shall have no claim arising out of such a review and consequent change, if any, in the design.
d. i) In case embankment covers the barrels of cross drainage or any other structures, first 45 cm. of the embankment shall not be compacted with roller but it shall be compacted with pneumatic/hand tampers in thin layers. The compaction above this layer of total 45 cm shall be done by using suitable slight rollers to avoid damage to the structure, by adjusting the thickness of layers until sufficient height is achieved to permit compaction by heavy rollers. Density test shall be conducted from time to time on site to as certain whether the compaction is attained as specified above.ii) Separate tests shall be conducted for each zone of the embankment for every 1500 cubic metres of compacted earth work, at least one field density test shall be taken in each layer. Minimum two density tests shall be taken in each layer per day irrespective of the quantity of earthwork specified above. In case the test shows that the specified densities are not attained, suitable measure shall be taken by the contractor either by moisture correction or by entire removal and relaying of layer or by additional rolling so as to obtain the specified density which shall be checked again by taking fresh tests at the same locations. The Contractor shall provide necessary unskilled labour required for carrying out such density tests.
e. Compaction shall be achieved by the use of smooth rollers, pneumatic type rollers, sheep foot rollers, mechanical compactors like vibratory rollers, vibrating plates, programmers, power rammers, slope compacting equipment, pneumatic tamping equipment and such other equipment as shall be specified by the Engineer based on type of material and actual field tests.
f. The dimensions and weight of the rollers should be such as to exert a ground pressure of not less than 12 kg/cm2 of tamping when it is empty and 25 kg cm2 when ballasted. The number of passes required for each layer to obtain the specified density shall be determined by actual field tests.
3.2.8 . COHESIONLESS MATERIALSa. Where compaction of cohesion less free-draining material such as
sand and gravel is required, the materials shall be deposited in horizontal layers and compacted to the relative density specified. The excavating and placing operations shall be such that the material, when compacted, shall be blended sufficiently to ensure the highest
practicable degree of compaction and stability. Water shall be added to the materials if required to obtain the specified density depending on the method of compaction being used.
b. As per Clause 6.6.2.1 of I.S. 4701 - 1982, the thickness of embankment layer shall not exceed 25 cms. (Loose) before compaction and it should be spread over the full width of embankment and compaction shall be done by rollers or tampers to obtain specified density. The thickness of the horizontal layers after compaction shall not be more than 10 cm. if compaction is performed by tampers, not more than 15 cms. if by 8 to 10 tonnes rollers and not more than 30 cm. If compaction is performed by vibratory or pneumatic rollers or similar equipment. The relative density of the compacted materials shall not be less than 70 percent as determined by laboratory tests as per I.S. 2720 Part - XIV. If compaction is performed by internal vibrators, the thickness of layers shall not be more than the penetrating depth of the vibrator.
3.2.9. Embankment without controlled compaction.a. No materials shall be placed in any section of the earth fill portion of
the embankment until the embankment seat for that section has been approved by Executive Engineer.
b. Where the natural ground surface is above the maximum water but below the top of the embankment, the embankment shall be built in layers not exceeding 15 cm. in thickness and to the full width of embankment. Each layer shall be commenced from the edge farthest from excavation. It shall be compacted with Two tons roller.
c. The excavating and hauling equipment shall travel over the embankment to evenly distribute the materials and compacting effect over the whole surface.
3.2.10. EMBANKMENTS WITH CONTROLLED COMPACTION.a. Bushes, roots, sods or other perishable or unsuitable materials shall
not be placed in the embankment.b. (i) Unless otherwise specified, embankment materials shall be spread
in successive horizontal layers generally not exceeding 25 cm. in thickness (loose layer) in the zones where these are required to be laid, extending to the full width of the embankment including slopes at the level of the particular layer. Each layer shall be commenced from the edge farthest from excavation. In no case shall embankments be widened by material dumped from the top.(ii) Top of each layer shall be kept slightly depressed in the centre.
c. (i) Extra width of 600 mm. in thickness as measured perpendicular to the slope shall be provided on either side so that when compacted, lines of the finished embankment slopes shall have not less than specified density.
(ii) Later the extra width shall be neatly trimmed and the trimmed material shall be permitted for re-use in embankment at higher elevations.(iii) No payment shall be made for providing or removal of the extra section. Removal of extra section in the embankment shall be deemed to have been included in the item of compaction.
d. Thickness of layers shall be adjusted with particular type of compactors used to give the required density by carrying out trial compaction and requisite tests and required number of passes should also be determined as directed by the Engineer.
e. No fresh layer shall be laid until the previous layer is properly watered and compacted as per requirement. The work of spreading and compaction shall be so adjusted as not to interfere with each other and in such a way that neither of the operations is held up because of non-completion of the rolling and watering. The surface of the banking shall at all times of construction be maintained true to required cross section. If the surface of any compacted layer of earth fill is too dry or too smooth it shall be moistened and scarified to provide a satisfactory bonding surface before the succeeding layer is placed. All the rollers used on any one layer of fill shall be of the same type and same weight.
f. The contractor shall ensure that only approved soils are used for construction of embankment.
g. For proper bond of the embankment done in the previous season with the new embankment, the work shall be carried out as detailed below :(i) In case of the old bank to be extended horizontally. It shall be cut to a slope not steeper than 1 in 4 and the surface so prepared shall be scarified and made loose at least for a depth of 15 Cm. Necessary watering shall be done and the earth surface shall be thus prepared to receive the new embankments. The soils shall be laid in layers and compacted to the required degree of compaction to have a proper bond with the old one.(ii) If the old bank is to be raised vertically, vegetation shall be cleared followed by scarifying, watering and placing of the new earth layer as specified above.(iii) The surface which are damaged due to rain shall be made good by filling with proper soil duly compacted by tampers. A cross slope away from the centre of canal of about 1 in 80 shall be maintained throughout the rainy season to ensure proper drainage in the event of occasional rainfall. No extra or separate payment shall be made for these items of work.
h. Settlement allowance:(i) The canal embankments shall be constructed to a higher elevation than that shown on drawings at the rate of 2.5 cm. per every one meter height of bank if power driven equipment is used and 25 cm/
height if other than power driven equipment is used for compaction towards Shrinkage / Settlement.(ii) No extra or separate payment shall be made for this work as this shall be deemed to have been included in the respective item of construction and consolidation of embankment.
i. (i) Care shall be exercised that all large clods are broken and no clod bigger than say 8 cm. rock, are buried in the banks.(ii) Homogenous Section
The homogeneous section for canal embankments shall be provided as specified on the drawings. The available coarser and more previous materials shall be placed nearby outer slopes in order to have increasing permeability from inner to outer side. The compaction shall be carried out as per Clause. 6.6.2 of I.S. 4701 - 1982.iii) Zonal Embankments.
In zonal sections the selected and approved soils shall be spread to the required widths of respective zones. All the zones shall be tackled simultaneously and the difference in level between zone to zone shall not be more than 150 mm.
3.2.11. Moisture Content :a) The initial moisture content of the material shall be determined at
the source of supply (all excavations including from the borrow areas) in field laboratory test. Prior to and during compaction operations, the embankment shall have optimum moisture content required for the purpose of compaction and this moisture content shall be fairly uniform throughout the layer as per clause 6.6 of I.S. 4701 - 1982.In so far as practicable the moistening of the material shall be performed at the site of excavation but such moistening shall be supplement as required by sprinkling water at the site of compaction, if necessarily. Flooding shall not be permitted under any circumstances. Sprinkling of water shall be done either through a proper sprinkler tanker or using proper spray nozzles. Sprinkling straight from the water hose shall not be allowed.
b) If the earth delivered to the embankment is too wet, it shall be dried by aeration, exposure to the sun by ploughing or other using any other methods, till the moisture content is acceptable optimum for compaction. If due to wet weather, the moisture content cannot be reduced to the required optimum by the above procedure, work on compaction shall be suspended until such time the earth has dried to the optimum moisture content. For such suspension of work no extra claim by the contractor shall be allowed.
c) If the moisture content is not uniformly distributed throughout the layer or less than the optimum rolling shall be stopped and shall be started again only when the above conditions are satisfied.
After adding the required amount of water, if found necessary, the soil shall be processed by means of harrows, rotary mixers or as otherwise approved until the layer is uniformly wet at optimum moisture content.
d) Moisture content of each layer of soil shall be checked in accordance with I.S.2720 (Part-II) 1973 and unless otherwise mentioned shall be adjusted, making due allowance for evaporation losses that at any time of compaction; upto -1% to +2% than the optimum moisture content in casing zones and upto +1% to -1% than the optimum moisture content in the hearting zones may be permissible. The optimum moisture content shall be determined in accordance with I.S.2720 (Part-VII) 1973. The above compaction tests will be conducted by the Engineer or his authorized representative and the contractor shall ensure compaction till it is satisfied that 98% of the maximum dry density at OMC is obtained.
3.2.12. SPECIAL PRECAUTIONS:a) During the actual construction of any earthwork, maximum use
should be made of construction plant and routing of the plant should be carefully controlled to obtain uniform compaction over as wide an area as possible. Care should also be taken during the compaction operation to shape the surface of the works to facilitate the shedding and to minimize the absorption of rain water, particular attention being given to the prevention of ponding of water. The contractor shall do this at the end of each day's work.
b) The earth moving machinery shall not be allowed to pass over a compacted portion of the embankment beyond certain limits by varying the hauling routes and ramps, thus ensuring that over compaction does not take place in any particular reach.
c) During the Construction, a small transverse slope from centre towards the edges shall be given and further in the reach when bank is being raised, the works shall be tackled in continuous horizontal layers to avoid pools of water and concentration of flow of water during rains, which will cause damages, scours and rain gullies.
d) Special precautions shall also be taken while rolling the spread soil near structures, conduits, sluice barrels, filters, rock toes at the junctions of bank connections with the structures, using hand or power tampers. It is essential that the compaction of filling should be carried out in such a manner as to avoid an unbalanced thrust on walls etc., which might displace or damage it. The equipment shall be provided with suitably shaped heads to obtain the required density.
3.2.13. EMBANKMENT TEST SECTION:Test Embankment section shall be built as directed by the Engineer prior to starting fill operations or at an early stage of embankment construction. The test section shall be used to establish
i) Layer thickness of fill materials.ii) Optimum practicable moisture content.iii) Number of passes of sheep footed roller/vibratory roller for effective compaction.
3.2.14. MEASUREMENT AND PAYMENTi) Embankment with Excavated Soils, and borrowed Soils:
The quantities between the levels taken after stripping and cross sectional levels taken after construction of consolidated embankments with the available useful excavation soils and with the soils obtained from Borrow areas within the pay lines shall be worked out excluding rock toes and filters. It shall be clearly understood that construction of embankments to extra widths and extra height formed for shrinkage allowance as specified in preceding paras will not include for payment.3.2.15. INTERMEDIATE PAYMENT:
1) For intermediate payments lowest level may be taken for bund/embankment a bay of 25 M.
2) Payment for earth work embankment compacted to Proctor's density will be for the net quantity of earthwork after deducting the quantity towards shrinkage from the rolled quantity computed based on the completed bund which should include allowance for shrinkage.
3) Intermediate payment also will be made based on levels.3.2.16. RATE FOR PAYMENT:
i) The payment shall be made for ten cubic meter of finished item of work at the rate quoted in the Schedule "A" for the item of forming embankment with excavated soils and the balance with Barrow Soils & the rate shall include.
a) Setting out site clearance, sampling, testing.b) Compacting Original Ground under embankment, pre-wetting of
soils at source of excavation, if the soils proposed for embankment are from canal excavation, cut off excavation, foundation excavation, overburden removal on U/S and D/S of surplus weir, surplus course on by any other excavation soils covered under the provisions of schedule 'A'.
c) Breaking clods, spreading and sectioning.d) Extra watering and compaction to 98% proctor density or 90%
proctor density.e) Conducting pre construction tests of materials, and tests during
execution of work.f) Hire and operational charges of all machinery.g) Trimming of outer slopes of embankment.h) Extra width to ensure edges consolidation and trimming to the
required profile.
i) Shrinkage allowance and all other operations necessary to complete the finished item of work.
j) Cost and conveyance of Soils including shrinkage allowance, swell factor and water with all leads and lifts, de-lifts.
k) Cost of soils includes cost of borrow area, (if necessary) excavation of soils at borrow area, rewetting of soils at borrow area, removal of top soils at borrow area, removal of boulders and stones, wastage etc.
l) All other operational and incidental charges necessary to complete the finished item of work.Payment shall only be made after the completed section of embankment.
3.2.17. REFILING OF KEY TRANCH AND CONSOLIDATION:a) Key trench shall be back filled with impervious material of the same
specifications and in the same manner, as for the impervious hearting zone of the embankment of the canal. The impervious soil shall be placed in continuous and approximately horizontal layers not more than 25 Cm. (loose) and compacted by 8 to 10 Tonne Power roller under optimum moisture content.
b) Rolling shall be done along the key trench and the roller shall be taken close to the sides of the trench.
c) In cases where the compaction by rollers in not possible, compaction to the required density shall be achieved by such other means as specified by the Superintending Engineer/Executive Engineer.
d) Each layer shall be compacted to achieve the required dry density of not less than 98% of the maximum dry density (Proctor's density) for the type of material at optimum moisture content.
e) Watering of material for its compaction shall have to be arranged by the Contractor at his cost as the quoted rate for consolidation of Schedule "A" is inclusive of watering.
f) During placing and compaction of impervious soils in the key trench where dewatering is involving, the sub soils water level at every point in the key trench shall be maintained below the bottom of the earth fill until the compacted fill in the key trench at that point has reached a height of 3 m after which water level shall be maintained at 1.5 below the top of compacted fill.
g) The quantity for payment shall be the volume of key trench measured in cubic meters. The unit for payment shall be ten cubic metres, payment shall be at the quoted rate in schedule "A" formation of embankment of embankment of ten cubic meter.
3.2.18. COMPACTING BY OTHER THAN POWER DRIVEN EQUIPMENT:a) This shall conform to that of embankments compacted by power
driven equipment except that instead of using power driven rollers ordinary rollers driven by tillers shall be adopted for compaction if
the work is at small magnitude. No manual compaction shall be allowed except through the use of pneumatic tampers laid only very occasionally hand tampers shall be used.
b) Thickness of layer shall not exceed 150 mm before compaction (loose).
c) Each layer shall be compacted to not less than 90% dry density (Proctor's density) at optimum moisture unless otherwise specified.
d) Any loose soil shall be removed by trimming and bringing embankment and side slopes of canal to the sections shown on the drawings.
e) Measurement and rate for payment shall conform to Para 3.2.14. slope compacting equipment and Pneumatic tamping equipment should be used.
3.2.19. DOWEL BANKS:a) Dowel Banks shall be constructed to the dimensions, grades, slopes
as shown on the drawings.b) Payment will not be made for construction of Dowel Banks. The
rates quoted in Schedule "A" for formation of embankment is inclusive of cost and conveyance of soils, forming dowel Banks neat sectioning and all other operations necessary for the finished item of work.
3.2.20. WEATHER CONDITIONS:a) Embankment soils shall be placed only when the weather conditions
are satisfactory to permit accurate control of the moisture content in the embankment material. Before closing work in embankment, in any continuous reach prior to setting of monsoon, the top surface shall be graded and rolled with a smooth wheeled roller to facilitate run-off away from the canal. Prior to resuming work, the top surface shall be scarified and moistened or allowed to dry as necessary.
b) The Contractor shall provide suitable protection works protect the slope from erosion due to rainwater. No payment what so ever shall be made for providing such protection work and rectifying any monsoon damages.
3.2.21. BORROW AREA CONSIDERATION:a) The contractor shall use only the suitable soils for formation of
embankments, out of the soils excavated under the provisions of schedule 'A', if they are proved to be suitable, based on Laboratory test results, and if they are with in the Economic lead. Otherwise the contractor shall borrow the soils from the borrow area after test checking the suitability of the soils for the embankment for particular embankment work.
b) The contractor shall be allowed to borrow the soils from the fore shore areas of Reservoirs/tanks, upto the MWL contour and on the
sides of the Canal. Where the department is having provision to borrow or exploit the soils. The Contractors can avail this provision.If, for any reason, the contractor is not interested to borrow the soils, from the above said areas the Contractor is free to borrow the soils from any other places of his choice.
c) The responsibility for arranging and obtaining the land for disposal of spoil and the land for borrowing or exploitation in any other way shall rest with the Contractor, who shall ensure smooth and uninterrupted supply of materials/earth for the quantity required in construction during the construction period.
d) The Contractors quoted rates in schedule 'A' shall include all the above considerations. No extra payment will be made for any of the above considerations. The payment for respective schedule 'A' item shall be at the quoted rate.
3.2.21.2. BORROW PITS1) The borrow pits shall not normally be more than 25 M in length, and
10 M in width and 1 1/2M depth. A clear spacing of one metre between each pit shall be left out. Each pit shall be clearly peg marked and number tags of the pits shall be maintained.
2) In the case of earth dams unless otherwise specified the borrow pits shall not be located within a distance of 10 times the height of the embankment on the upstream side and two times the height of the embankment on the down-stream side.
3) The depth of the pits shall be so regulated that their bottom does not cut the hydraulic gradient line having a slope 4:1 from the top edge of the embankment.
4) In no case the pits shall be located within 5m from the toe of the embankment. If there are old pits in the borrow area the new pits shall be located one metre away from them.
5) If the contractor excavated the pits near to the toe against to the above clauses and the same is observed at any time during or after the execution of work, the contractor has to fill the same pits with the soils suitable for hearting zone of embankment and compact to 98% proctors density at the cost of contractor.
3.2.22. STRIPPING OF BORROW AREAS.a) Borrow areas shall be stripped of top soil and any other
objectionable materials to the required depths as ordered by the Superintending Engineer/Executive Engineer (Stripping operations shall be limited only to designed borrow areas) Materials from stripping shall be deposited off in exhausted borrow areas or in the approved adjacent areas. Particular care shall be taken to exclude all organic matter from the borrow area. The cleared areas shall be maintained free of vegetable growth during the progress of work.
b) No payment shall be made for removal of top soil on borrow area. The cost of the same shall be deemed to have been included in the quoted rate in Schedule "A" for formation of embankment.
3.2.23. MOISTURE CONTROL AT BORROW AREAS:a) Borrow area watering shall be done by the Contractor in the manner
specified by the Engineer.b) No payment shall be made for watering the borrow area or drying
the material in borrow area or on bank to reduce extra moisture content or for delay due to this.
c) The cost for such works shall be deemed to have been included in the rate in Schedule "A" for the item of compacting borrow quantity.
3.2.24. MEASUREMENT AND PAYMENT:The leads and lifts for borrow earth will not be measured. The quantity
on the embankment will be measured interims of clause 3.2. and paid as per the rate in Schedule "A". The tenderer has to quote his rates duly considering this aspect.3.2.25. CLAY BLANKETS:
a) Scope: Clay blankets are made from impervious soils and are used on the beds of reservoirs or in channels or canals to reduce seepage.
b) Requirements: The materials used for these purposes, shall be impermeable, free from excessive shrinkage and swelling, shall resist erosion and have adequate stability. As for as possible, B.C. or S.C. materials shall be used. When satisfactory soils are not available, the surface shall be protected with a blanket of stable gravelly soils if so instructed by the Engineer-in-charge.
c) Laying: The clay blankets shall be laid and compacted to 98% proctors density to a length and depth.
d) Measurement: Dimensions shall be measured to the nearest 0.01 metre and volume worked out to the nearest 0.01 cum.
e) Rate: The rate for clay blanket shall be for a unit of 10 cum and shall include sampling, testing all operations of quarrying, transporting, laying, watering, compaction of 98% proctors density etc., complete. The rate shall include cost and conveyance of water and earth with all leads, lifts and delifts and all other operations necessary to complete the finished items of work as per Drawings and as directed by the Engineer in charge.
3.2.26. BACK FILLING:1. Back filling with selected material in foundation trenches round
structures and above lining key.
GENERAL
a) The type of material used for backfill, and the manner of depositing the material, shall be subject to approval of the Engineer. As far as practicable, backfill material shall be obtained from the excavation for structures or from adjacent canal excavation or from the excavation of the other ancillary works. Back filling shall be done with approved material after the concrete or masonry is fully set.
b) Backfill material shall not contain stone larger than 7.5cm size.c) The pervious materials (sand) with profuse watering used for
backfilling around the cut off wall shall be placed as shown on drawings or as directed by the Engineer.
d) Backfill shall not be placed against retaining walls until the retaining wall is cured adequately and is strong enough to take lateral pressure of the backfill. Trimming of the sides of excavation against which the backfill is to be laid shall be delayed until immediately prior to backfilling and any excessive drying of the surface shall be conditioned properly and made adequately moist to avoid potential desiccation of the rock or partly compacted/consolidated materials.
e) The backfill material shall be placed carefully and spread in uniform layers. The backfill shall be brought up as uniformly as practicable on both sides of walls and all sides of structures to prevent unusual loading. The backfill material shall be placed at about the same elevation on both sides of the pipe portions of the structures and culverts and difference in elevation shall not exceed 15 cm at any time. The Contractor shall be responsible for providing adequate earth cover over pipe to prevent damage due to loads of construction equipment.
f) If a haul road is built over a pipe, all back fill around and over the pie shall be placed to a uniform surface and no humps or depressions shall be permitted at the pipe crossing.
2. COMPACTION OF BACKFILLa) When compacting the soil against the steep rock, abutment walls of
masonry or concrete structures, the construction surface of embankment shall be sloped away from the rock or masonry or concrete structure leaving a minimum distance of 0.6 metre and at an inclination of 3:1. Roller shall not be used close to structures as structural damage is very likely more particularly when structures have not been fully cured. The size and weight of equipment will depend on nature of material, the height and load assumed in design of structure. The backfill close to the structure upto the rolled layer shall be compacted in suitable uniform layers, using pneumatic tampers as appropriate to obtain dry density of at least 98% of Proctor density. The moisture content of the earth fill placed against rock or the structure shall be on higher side of OMC by about 2% or so, to allow it to be compacted into all irregularities of the rock. Profuse watering shall be done to pervious materials (sand) before compaction as per instruction shall be carried out with special care without claiming any extra cost.
b) No payment shall be made of backfilling around the structures and consolidation as the cost of the same shall be deemed to have been included in the relevant item of concrete/masonry shall not be made till the contractor carries out the compaction of backfill as per the above specifications. Deployment of hand tampers be restricted to rare usage that too for very small jobs.
3. STRUCTURES ON BACKFILL :Where the original ground surface is below the base of the structure or below the bottom of pipe, all fill required for the structure foundation and all fill upto the bottom in the pipe shall be placed as compacted embankment. The embankment over nature ground upto pipe bottom and over the pipe shall be laid in accordance with Clause 9.2.4., 9.2.5 and 9.2.6 IS. 783 of 1985. the compacted back fill shall be placed in horizontal layers not exceeding 15cm. after compaction. Heavy stones shall either be dropped on top of pipes nor shall be allowed to roll down the side of the embankment against the pipes.
3.2.27.INSPECTION AND TESTS:1. GENERAL:
a) The Engineer-in-charge shall maintain and exercise thorough check on the quality of fill material delivered to the embankment and shall arrange to obtain the data and in-situ properties of the material after compaction for compression with design assumptions. To achieve these objectives, programme of field-testing and inspection shall be planned to effect quality control.
b) Scope of testing and inspection:Field control of fill material shall be required by visual and
laboratory checks. The checks on the effectiveness of placement and compaction procedures shall be made by field density tests at prescribed intervals.
2. Tests: The following tests shall be carried out for determine compaction.
(a) Density moisture relation of the soil: In accordance with (Part-VII - 1980)
(b) Density of the Soil in field: In accordance with I.S.2720 (Part- XXVIII) -1974
(OR)I.S.2720 (Part-XXIX) - 1975
(c) Moisture Content: In accordance with I.S.2720 (Part-II)- 1973.
Before compaction: Materials delivered to the fill shall be visually examined and their properties estimated by way of inspection.
3. EMBANKMENT:i) Moisture content tests shall be carried out in the field laboratory
while placing the fill materials.ii) Moisture content shall be controlled by adding water or allowing the
soil to dry.iii) It shall be ensured that the methods of dumping, spreading and
moisture conditions are such as will result in reducing segregation and/or variation of moisture content to a minimum.
4. BORROW AREA.i) Excavation of borrow areas shall be limited in extent and depth as
indicated in specification 3.2.ii) Estimation of moisture content of materials by visual examination
and feel.iii) Different samples shall be taken for laboratory analysis in case the
soil is of different characteristics.These inspection checks shall be supplemented by sampling the
materials at prescribed minimum intervals and by testing the samples in the laboratory for gradation and moisture content.DURING COMPACTION:
It is intended that the checks in operations during compaction shall verify.
i) That the layer thickness of the material is as specified.ii) That the fill is compacted at least to 98% of standard proctor's
Density or (Dry density at OMC) or 70% relative density as the case may be.
iii) That no excessive rutting, waving, or scaling of the fill occurs during compaction.
5 AFTER COMPACTION:The condition of the fill after compaction shall be observed and
recorded particularly with respect to rutting or waving. However, the properties of materials after compaction shall be determined primarily by field density tests. Routine tests on samples taken from constructed embankments shall include besides density tests, grain size distribution. Attenberg limits, permeability, shear and consolidation characteristics.3.2.27.1.FREQUENCY OF TESTING:
a) It will be necessary to carryout sampling and testing of materials before and after compaction at sufficient frequencies so that effective checks on the full operations are maintained. Testing frequencies proposed should correspond to the frequencies as
mentioned in the relevant paragraphs. However, the actual frequencies shall be adjusted to suit the nature and variability of materials placed and the rate of fill placement.
b) Testing shall be performed at frequent intervals than those specified in table during initial stages of placing in each zone in order to establish control on testing techniques and also testing should be conducted at higher rates in case of special problem of control caused by such factors such as material variation, equipment performance and weather.
C) COMPACTION:Test location shall be chosen only through random sampling technique.
Control shall not be based on the result of any other test but on the mean value of 5 to 10 density determinations. Generally these shall be at the locations indicated below or any other areas so determined by the Engineer in addition, these tests shall be made at the following locations:
a) In areas where the degree of compaction is doubtful.b) In areas where embankment operations are concentrated.c) For record tests at the locations of all embedded instruments. Areas
of doubtful density may be detected by the inspection by Engineer-in-charge and possible location of insufficient compaction include:
i) The junction between areas of mechanical tamping and rolled embankment along abutment or cut-off walls.
ii) Areas where rollers turn during rolling operations.iii) Areas where too thick layer is being compacted.iv) Areas where improper water content exists in material.v) Areas where less than specified number of roller passes were made.vi) Areas where dirt clogged rollers were used to compact the
materials.vii) Areas where compacted by rollers that have possibly lost part of
their ballast.viii) Areas where oversized rock which has been over looked is contained
in the fill.ix) Areas containing materials differing substantially from the average.
3.2.27.2RECORD AND REPORT:Record of borrow area material and embankment placing operations
shall be maintained in order to have a continuous check on the suitability and availability of fill materials and quality of the fill. Thus, it shall be possible to have complete description of materials in any portion of the embankments. The record shall be maintained on the form specified in annexure.1.3.2.27.3FIELD TEST DATA:
Records of Field Test Data results should be presented in the form of statistical analysis sheets and summary sheets in order to provide control required for enforcement of statistical requirements of the specifications.
The test data summary sheets and inspection reports be used to form the basis of construction control report. Which should be issued from the site at fort-nightly intervals, during constructing season. The report would contain narrative accounts of the progress and problems of field constructions, statistical analysis of test data and photographs of the fill operations.
ANNEXURE-1Earth work Engineers daily Report:
Construction of..........................................................................................................................................
................................date ...................................... shift ............................................. Weather .......................................................
Inspector............................................................................................................................................Following
Inspector..............................................................................................................................................................
Type roller equipment used...................................................................................................................weight
of roller...............................................................................................................(A) EXCAVATION
1. Type of Excavator.2. Depth of Cut.3. Type of Soil.4. Borrow Pit Location.5. Whether water added at borrow pit.6. Percentage of moisture content.
(B) FILL CONDITION1. Location of fill.2. Elevation3. Whether water added at the fill.4. Moisture condition before rolling.5. Roller passes.
(C) TEST DATA1. Location of sampling point:(a) Chainage.(b) Off-set.2. Serial Number.3. Moisture content4. Dry density (G/C)
5. Plasticity needle reading (Kg./Sq.cm)6. Quality of Earth Work rolled.
II. LABORATORY CHECK1. Serial Number.2. Optimum moisture content percent.3. Maximum dry density (Gr/CC)4. Plasticity needle reading (Kg./Sq.Cm).
(D) COMPACTION EFFICIENCY1. Field moisture deviation from optimum.
2. Percentage Compaction.3.2.28. SURFACE DRAINS:
a) This work shall consist of constructing surface drains, Schedule of work shall be so arranged that the drains are completed in proper sequence with canal excavation works is necessary subsequently or any damage is caused to these works due to lack of drainage.
b) Surface drains shall be excavated to the specified lines, grades, levels and dimensions. The excavated soils shall be removed from the area adjoining the drains and if found suitable utilised in embankment construction. All unsuitable Soils shall be disposed off as directed.
c) The excavated bed and sides of drains shall be dressed to bring these in close conformity with the specified dimensions, levels and slopes.
d) All works on drain construction shall be planned and executed in proper sequence with other works as approved by Executive Engineer with a view to ensure adequate drainage for the area.
3.2.29. ROCKFILL IN TOE OF EMBANKMENTS AND FILTERS:Scope: This specification covers filters to be laid for internal drains, sandy filter blankets, horizontal and inclined filter drains, longitudinal and transverse filters around rock toe etc.
3.2.29.1. FILTERS:i) Sand as filter materials: The provisions of schedule 'D' shall apply.II) SCOPE:
Formation of sand filters of specified thickness using the sand of approved quality including cost and conveyance of sand sampling, testing and laying with all leads, lifts, delifts and compaction to 70% relative density including hire and operational charges of power roller seigniorage charges and all other incidental and operational charges necessary to complete the finished item of work for filter blanket, horizontal and inclined filter drains, longitudinal and transverse filters around rock toe etc., as per drawings and as directed by the Engineer-in-charge.
3.2.29.2. BASE FILTER BLANKETS:a) As and where indicated in the approved drawings, Filter Blanket
should be laid on the base, under the down stream portion of the canal embankment. The number of layers in the filter blankets and the thickness of each layer shall be, as specified in the drawings. Sand shall be placed and compacted to an average relative density of 85% with a minimum relative density of 70% the sand shall be placed and tamped into placed in such a manner that mixing of sand with foundation or backfill materials will not occur. The filter materials should satisfy the following criteria.
i) D.15 of Filter material>4<20 ——————————D. 15 base material
ii) D.15 of Filter material < 5——————————D.85 Base Material
iii) D.50, of Filter material < 25———————————D.50 Base material
iv) Co-efficient of Curvature Cc=D.30 --------------- >/< 3
D.10X D.60v) Co-efficient of Uniformity: Cu=D.60
————— >6 for SW D.10
and CU=D.60 ————— >4 For GW
D.10Where
SW:Sand Well Graded andGW: Aggregate well graded.b) The base filter materials should be well graded so as to satisfy the
above mentioned criteria. The grain size Curve should be approximately parallel to that of base materials, especially in the fine range. Filter materials should not contain more than 5% of fines i.e., materials finer than 0.075 mm passing through sieve No.200 I.S. sieve 75 micron) and fines should be cohesion less to ensure that filter does not sustain a crack. The filter should not have particles larger than 75mm. so as to minimise the segregation.
c) D.15 is the size at which 15% of the total soil particles are smaller, the percentage being by weight, is being propped to be determined by mechanical analysis. D.85 size is that at which 85% of the total
soil particles are smaller. As more than one filter layer is required, similar criteria is followed in each case, viz., the finer filter is considered as base materials for the selection of the gradation at the coarser filter.
d) The requirement for grading of the filter shall be established by the tests conducted in the field laboratory on the basis of mechanical analysis of adjacent materials, Mechanical analysis shall be performed of all samples. which have been compacted by the methods equivalent to compaction by roller, so that the individual particles are broken to their field condition in the embankment.
e) The filter materials shall be compacted to an average relative density 85% with minimum relative density of 70% as determined by the standard U.S. Bureau of Reclamation relative density test for cohesion less free draining soils).Dd= e max --- e
_____________e max - e min.
where “e”=In place void ratio.e max = void ratio in loosened state.e min = void ratio in most compacted state, andVoid ratio= Volume of Voids
__________________ Volume of solidsThe relative density may also be computed using the maximum
and min density as follows:Dd. - Yd max (Yd-Ymin) Yd, (Yd max-Yd. min)
Where Yd Max=Minimum dry density of soil as obtained by the laboratory procedure.
Yd min = Minimum dry density of soil as obtained by the laboratory procedure.Yd = dry density at which the soil is to be placed or the in place dry density.
(f) The thickness of each filter layer shall be less than 150 mm.3.2.29.3. PLACING OF FILTER
(a) Filters shall be laid to the lines and grades and dimensions shown on the drawings.
(b) The foundation shall be cleared and stripped in accordance with specification 2.0 before laying the bottom layer of filter material.
(c) Filter material shall be laid in layers of 150mm adequately watered and compacted by required number of passes of crawler type tractor or any method approved by the Superintending Engineer to get dense and stable filter.
(d) Care shall be taken ensure that materials of different layers do not get mixed both at the time of placing and during compaction. Extreme care shall be taken when placing materials to obtain fill free lenses, layers and streaks of segregated materials.
(e) In case of horizontal filters after being compacted earth fill material shall be laid over it in layers of 150mm and compacted as directed by the Engineer-in-charge sheep foot roller or DRR shall not be used till earth has been laid and compacted to a thickness of 600mm over the filter blanket. However the construction of earth fill in the initial 600 mm thickness shall be subject to the same quality control regarding moisture content and dry density as for the rest of the embankment.
(f) In case of inclined filter, the filter shall be raised along the adjoining embankment layers and shall be properly compacted by suitable means., In order to avoid contamination of filters with adjoining earth fill material, the top of filter be kept slightly higher than the adjacent embankment level and any contaminated portion shall be scrapped and removed before adding the new layer.
3.2.29.4. MEASUREMENT AND PAYMENT:The measurement shall be in meters correct to 0.01 meter and volume shall be worked out to nearest 0.02 cubic metres. Payment shall be for one cubic metre of finished work at the rate quoted in schedule ‘A’
3.2.30. METAL FILTERA) MATERIAL: Provisions of schedule ‘D’ shall apply.B) SCOPE:
Formation of metal filters of specified thickness using approved quality of well graded metal of size 10mm to 75 mm at the specified place including cost and conveyance of metal, sampling, testing and laying with all leads, lifts, delifts, watering, compacting, seigniorage charges and all other incidental and operational charges necessary to complete the finished item of work as per drawings and as directed by the Engineering-in-charge.
C) PLACINGi) The Coarse aggregate filter shall be laid to the lines and grades and
dimensions shown on the drawings.ii) Filter material shall be laid in layers of 150mm adequately watered
and compacted by any method approved by the Executive Engineer to get a dense and stable filter, when placing materials to obtain a fill free from lenses, layers and streaks of segregated materials.
iii) In case of horizontal filters, after being compacted, earth fill materials shall be laid over it in layers of 150mm and compacted as directed by the Superintending Engineer/Executive engineer sheep foot roller of DRR shall not be used till earth has been laid and compacted to a thickness of 600mm. over the filter blanket. However, the construction of earth fill in the initial 600., thickness shall be subject
to the same quality control regarding moisture content and dry density as for the rest of the embankment.
iv) In case of inclined filters, the filter shall be raised along the adjoining embankment layers and shall be properly compacted by suitable means. In order to avoid contamination of filters with adjoining earth fill material, embankment level and any contaminated portion shall be scraped and removed before adding the new layer.
3.2.31. MEASUREMENT AND PAYMENTAll linear measurement shall be in meters correct to 0.01 meter column shall be worked out to nearest 0.01 cubic metre. Payment shall be for one cubic meter of finished work at the rate quoted in schedule ‘A’.
3.2.32. ROCK FILL IN TOE OF EMBANKMENT. (ROCK TOE)A) MATERIAL: Provisions of schedule ‘D’ shall apply.B) SCOPE:
Formation of Rock toe using approved quality of well graded metal and stone of size 75mm to 450mm including cost and conveyance of metal, sampling, testing laying with all leads, lifts, delifts and at least 225mm thick rough stone dry packing to the external face including labour charges for packing, seigniorage charges and all other operations necessary to complete the finished item of work as per drawings and as directed by the Engineer-in-charge.
c) Rock fill shall consist of sound, durable and well grade broken rock obtained from approved excavation of work and /or from quarries and shall be approved prior to being transported to the areas of deposition. The materials shall range in size from 75mm to 450mm. However, no load shall contain more than, 10 percent by volume of rock fragments smaller than 75mm in size. All brush roots, or other perishable materials shall be removed from rock fill during the spreading.
D) PLACINGi) The rock fill shall be constructed, true to the lines and grades as
shown in the drawings.ii) The rock fill shall be placed and packed to obtain a suitable well
graded and free draining fill.iii) The smaller rock fragments shall be placed adjacent to the filter of
embankment and large rock fragments near the outer edge of the fill.iv) The rock fill shall be placed and roughly leveled in layers not greater
than one meter in thickness.v) The stones shall be properly hand packed and the interstices shall be
well filled with spalls and chip and tightly wedged to ensure firm packing so as to have dense well graded fill with no larger voids and cavities.
vi) Contamination of rock toe with finer material from any other zones shall be avoided.
vii) Suitable outfall for draining out the seepage water collected in the rock toe shall be provided depending upon the site conditions.
3.2.33. MEASUREMENT AND PAYMENTAll linear measurement shall be in meters, correct to 0.01 Volume shall
be worked out to nearest 0.01 Cum. Payment shall be for one cubic meter of finished work at the quoted rate in schedule ‘A’.3.2.34. PROTECTION
The contractor shall take all precautions necessary for the protection of the work by diversion of stream local Surface drainage, rain water etc., if these are likely to damage the work. Any damage to earthwork due to any reason what so even shall be made good by the contractor at his cost till the work is certified as completed and taken over by the, superintending Engineer/Executive Engineer.3.2.35. ROADS AND RAMPS
The Contractor shall construct operation and maintenance roads, and earth ramps adjacent to the canal and structures at his own expense suitable material from excavation or borrow area shall be placed as embankment for the roads and ramps. The width of the road shall be not less than 4.25 M.
3.3. DRILLING AND BLASTING3.3.1 GENERAL :
a) Blasting where required will be permitted only when proper precautions have been taken for the protection of persons and property in accordance with I.S.4081-1967 (Indian Standard specification for safety code for blasting and related drilling operations). While carrying out excavations, adequate precautions in accordance with I.S. 3764-1966 (Indian standard specifications for safety code for excavation work) shall be taken.
b) Explosive such as gelatin, detonators and fuse coils etc required for the rock blasting are to be procured by the Contractor at his cost. It shall be responsibility of the Contractor to store the explosives purchased by him in accordance with the rules of the explosives act and other rules framed by Government of India.
c) He shall also furnish the following details :
_________________________________________________________________________________________
License No. ValidityCapacity and date period
_________________________________________________________________________________________
_________________________________________________________________________________________
d) The Contractor shall acquaint himself with all the applicable laws and regulations concerning storing, handling and the use of explosives. All such laws, regulations and rules, as prevalent from time to time shall be binding upon the Contractor.
c) The provisions detailed in the specifications are supplementary to the above laws; rules and regulations are also applicable. Further, the Engineer may issue modifications, alterations and new instructions from time to time. The Contractor shall comply with the same without these being made a cause of any claims.A list I.S. Codes applicable is furnished below:
01 IS 4081-1986 Safety Code blasting and related drilling operations.02 IS 4668-1985 Ammonium nitrate for explosives.03 IS 6609-19 Method test for commercial blasting explosives
(part 1 to 5) and accessories.04 IS 7632-1975 Detonators05 IS 5454-1986 Portable pneumatic Drilling machine
06 IS 3764-1966 Safety code for explosive work.In addition to the above I.S. codes, the specifications of A.P.S.S. and manual for Quality control and inspection shall also be complied with.
3.3.2. MATERIALS The provisions of schedule ‘D’ shall apply3.3.3. PERSONNEL
a) Excavation by blasting will be permitted only under the personal supervision of competent and licensed persons and trained workmen employed by the contractor at his cost. All supervisors and workmen in charge of handling storage and blasting work shall be adequately insured by the Contractor.
b) The person in charge of the explosive magazine shall be very reliable and shall be approved by the Engineer.
c) The Contractor shall make sure that his supervisor workmen are fully conversant with all the rules to be observed in storing, handling and use of the explosives, It shall be assured that the supervisor in charge, is thoroughly acquainted with all the details of handling and the blasting operations.
3.3.4. USE OF EXPLOSIVES:a) For the transport of the explosives and detonators between the store
and the site, closed and strong container made of soft materials such as timber, zinc, copper, leather shall be used.
b) Explosives and detonators shall be carried in separate boxes. For the conveyance of primer, special container shall be used.
c) The boxes and containers used shall be kept closed. Explosive shall be stored and used chronologically, earlier received shall be used first. A make up house shall be provided at each working place in which cartridges will be made up by competent and licensed men as required for the work. The make up house shall be separated from other buildings. Only electric storage battery lamps shall be used in this house.
d) No smoking shall be allowed in the make up house or generally while dealing with explosives.
3.3.5. DISPOSAL OF DETERIORATED EXPLOSIVES:a) All deteriorated explosives shall be disposed off in an approved
manner the quantity of the deteriorated explosives to be disposed of shall be intimated to the Engineer prior to its disposal.
3.3.6. PREPARATION OF PRIMERS:a) The primers shall not be prepared near open places or fire. The work
of preparation of primers shall always be entrusted to the same
personnel. Primers shall be used as early as possible after they are ready.
3.3.7. CHARGING OF HOLES:a) The work of charging of holes shall not commence before all the
drilling work at the site is completed and the Contractor’s supervisor shall satisfy himself to that effect by actual inspection, while charging, open lamps shall be kept way, For charging with powered explosives, a naked flame shall not be allowed only wooden tamping rods, without any kind of metal on the rod shall be allowed to be used. The tamping rods shall have cylindrical ends. Borehole must be of such size that the cartridges can easily pass down them; they shall not however be too big.
b) Only one cartridge shall be inserted at a time and gently pressed into the hole with the tamping rods. The sand, clay or other tamping materials used for filling the holes completely shall not be tamped to hard.
3.3.8. BLASTING:a) Blasting shall be carried during the fixed hours of the day which shall
have the approval of the Engineer, the hours once fixed shall not be altered without prior written approval of the Engineer.
b) The site of blasting operation shall be prominently demarcated by red danger flags. The order to fire shall be given only by the contractor’s supervisor in charge of the work and this order shall be given only after giving the warning signal three times, so as to enable all the labour, watchmen etc., to reach safe shelters.
c) A whistle/biggle with distinctive note shall be used to give the warning signals. The biggle shall not be used for any other purposes. All the labour shall be made acquainted with the sound of the biggle and shall be strictly warned to leave their work immediately at the first warning signal and to move for safe shelters. They are not to leave the shelters until all clear signals have been given.
d) All the rods and footpaths leading to the blasting areas shall be watched.
e) In special cases, suitable extra precautions shall be taken, The Engineer may however permit blasting for under ground excavation, without restriction of fixed time, provided that he is satisfied that proper precautions are taken to give sufficient warning to all concerned and that the work of other agencies on the site is not hampered. For lightning the fuse, a lamp with a strong flame such as a carbide lamp shall be used.
f) The Contractor’s supervisor shall watch the required time for the firing of the fuses and shall see that all the workmen are under safe shelters in good time.
3.3.9. ELECTRICAL FIRING:
a) Only the Contractor’s supervisor in charge shall possess key of the exploder and short firing accessories and he shall keep it always with himself. Special apparatus shall be used as a source of current for the blasting operations: power lines shall not be tapped for the purpose.
b) The detonators shall be checked before use. For blast in series, only detonators of the same manufacture and of the same group of electrical resistance shall be used. Such of the electrical lines as could constitute danger for work of charging shall be removed from the site. The firing cables shall have a proper, insulating cover so as to avoid short-circuiting due to contact with water, metallic parts of rock.
c) The firing cables shall be connected to source of current only when nobody is in the area of blasting. Before firing, the circuit shall be checked by a suitable apparatus. After firing with or without an actual blast, the contact between the firing cable and the source of current shall be cut off before any one is allowed to leave the shelters. During storm rain the blasting operations shall be suspended.
3.3.10. PRECAUTIONS AFTER BLASTING:a) After the blast, the Contractor’s supervisor must carefully inspect the
work and satisfy himself that all the charges have exploded. After the blast has taken place in the under-ground works, workmen shall not be allowed to go to the place till the toxic gases are evacuated from the face.
b) MISFIRES:- If it is suspected that part of the blast has failed to fire or is delayed, sufficient time shall be allowed to elapse before entering the danger zone. When fuse and blasting caps are used, a safe time should be allowed and then the Contractor’s supervisor alone shall leave the shelter to see misfire.
c) None of the drillers are to work near this hole until one of the two following operations have been carried out by the supervisor.
Either (i) the supervisor should very carefully (when the tamping is of damp clay) extract the tamping with a wooden scraper or jet of water or compressed air using pipe of soft materials) and withdraw the fuse with the primer and detonator attached after which a fresh primer and detonator with fuse should be placed in this hole and fired out or (ii) the hole may be cleared of 300mm, of capping and the direction and then be ascertained by placing a stick in the hole. Another hole may be drilled at least 225 mm away, and parallel to it. This hole should then be charged and fired. The balance of the cartridge and detonators found in the muck shall be removed.
d) Before leaving his work, the contractor’s supervisor should inform the supervisor of the relieving shift of any case of misfires and should point out the position with red cross denoting the same, also stating what action if any, he has taken in the matter, A register of misfires
and their location and how they were dealt with shall be maintained by the Contractor.
e) The contractor’s supervisor should also at once report at the Contractor’s office all cases of misfires and the cause of the same and steps were taken in connection therewith.
f) The names of the day and night shift supervisors of the contractor must be noted daily in the contractor’s Office. If misfire has been found to be due to a defective detonator. Or dynamite, the whole quantity of box from which the defective articles was taken must be returned to the contractor’s office for inspection, and shall be disposed off.
g) Drilling in the holes not completely exploded by blasting shall not be permitted.
h) The contractor should produce the firer’s license and furnish the particulars in the following statement.
___________________________________________________________________________________________
SL Name No.of firer’s ValidityNo. license & data License & data period______________________________________________________________________________
______________i) Blasting operation, when considered necessary shall be resorted to
only with the written permission of the Engineer, prior inspection shall be carried out for the safety of the public and property. Blasting operations in the proximity of over-head power lines, communication lines, utility lines or other structures shall not be carried out until the Operator or the owner or both of such lines have been notified and precautionary measures deemed necessary have been taken.
____________________________________________________________________________________________
4.0. PLAIN AND REINFORCED CONCRETE:4.1. LIST OF APPLICABLE SPECIFICATIONS:
All concrete, its constituents, methods and procedures of manufacture shall confirm to the specifications prescribed in the codes published by the Bureau of Indian standards. In addition to above IS codes the specifications of APSS and manual for quality control and inspection shall also be complied with.
SL.No IS.Number Short title1 (a) 456-1978 Code of practice for plain and reinforced concrete.
1 (b) 457-1963 Code of practice for plain and reinforced concrete for dams and mass concrete.
2. 2386-1977 Methods of test for aggregates for concrete. (part-1 to 8)
3. 516-1959 Methods of test for strength of concrete.4. 4925-1968 Specification for concrete batching and mixing plant.5. 1791-1985 Specification batch type concrete mixers.6. 650-1991 Specification for standard sand for testing cement.7. 2330-1986 Methods for sampling of aggregate for concrete.8. 2722-1964 Specification for portable swing weigh batchers for
concrete (single and double bucket type)9. 4634-1991 Batch type concrete mixers-methods test
performance.10. 5515-1983 Specification for compacting factor apparatus11. 5640-1970 Method of test for determining aggregates impact
value of soft course aggregates12. 5816-1970 Method of test for splitting tensile strength of concrete
cylinder13. 5889-1970 Specification for vibratory plate compactor.14. 5892-1970 Specifications for concrete transit mixers and
agitators.15. 6461-1972&
1973 Glossary of terms relating to cement concrete aggregate, materials etc. (Part. 1-12)
16. 6925-1973 Method of test for determination of water soluble chlorides in concrete admixtures.
17. 1838 Specification for performed fillers for expansion joints in concrete pavements and structures.
18. 7320-1974 Specification for concrete slump test Apparatus.19. 7861-1975&
1981 Code of practice for extreme weather concreting.20. 8142-1976 Method of test for determining setting time of
concrete by penetration resistance.21. 9013-1978 Method of making curing and determining
compressive strength of accelerated cured concrete test specimen.
22. 9284-1979 Method of test for abrasion resistance of concrete23. 1200-1974 Method of measurement of building & engineering
works, concrete (Part 2) works
24. 5751-1984 Specification for precast concrete coping blocks.25. 3085-1965 Method of test for permeability of cement mortar and
concrete.26. 3873-1978 Code of practice for laying insets cement concrete
lining of canals.27. 2506-1985 General requirement for concrete vibrators screed
board type.28. 3363-1965 Specification for pan vibrators29. 1199-1959 Methods of sampling and analysis of concrete..30. 3370-1965 &
1967 Code of practice for concrete structures for the storage of liquids
(Part 1 to 4)31. 2505-1980 General requirement for concrete vibrators, immersion
type.32. 3558-1983 Code of practice for use of immersion vibrators for
consolidating concrete.33. 4656-1968 Specifications for form vibrators for concrete.34. 8989-1978 Safety code for erection of concrete framed structures35. 4990-1981 Specifications for plywood for concrete shuttering
works.36. 6505-1985 Code of practice for installation of joints in concrete
pavements37. 3696-1991 Safety code of scaffolds and ladders.
4.2.0. GENERAL:a. M 5 and M 7.5 grade of concrete shall be used for plain cement
concrete for laying screed layer (i.e., bed concrete) under the foundations of structures. The mix need not be designed and the nominal mix proportions given in the specifications shall be adopted to produce the required grade of concrete.
b. M 10 and above grade of concrete shall be used for plain cement concrete for casting the structural components of foundations and superstructures.
c. M 15 and above grade of concrete shall be used for Reinforced cement concrete for casting the structural components of foundations and superstructures.In both cases (b) and (c) above. the mix shall be of Designed mix or nominal mix as the case may be as per the drawings and specifications. For Design mix, the mix proportions shall be evolved in the laboratory and for the later, the proportion given in the
specifications shall be adopted to produce the required grade of concrete.
4.3.0. SCOPE:The specifications covers the requirements of plain and reinforced concrete for various structures and comprised of:
1. Cost of all materials of approved quality such as specified quality of cement, sand, graded coarse aggregate of specified MSA. Admixture (if necessary), water, including the cost of seigniorage charges, sampling, testing of materials, sales Tax and any other taxes imposed by the Government, required to manufacture a structural component of specified grade but excluding the cost of steel and its fabrication charges.
2. Conveyance of all materials with all leads.3. Mixing of all ingredients by weigh batching for the mix.4. Hire and operational charges of all machinery (tools, plant and
equipment). 5. Preparation of surface for placing of concrete.6. Cost of initial dewatering, and dewatering during execution,
diversion of stream, and protection works as may be necessary during or after concrete works.
7. Designing and construction of form work for the structural component including scaffolding, shuttering and removing after curing.
8. Transporting, the concrete with all leads, lifts, delifts either by labour or by placing in position, vibrating, compacting, finishing and curing of the cement concrete, plain or reinforced and performing all other operations necessary and ancillary thereto, compete for finished item of works as specified in Schedule ‘A’ for M 7.5, M10, .M15, M20 and above concrete mixes in any structural portion or its components as per the drawings and as directed by the Engineer in charge of the work.
9. Sampling testing, green cutting, repairing and finishing of concrete.4.4.1. MINIMUM CEMENT CONTENT IN CEMENT CONCRETE FOR
STRUCTURAL PURPOSES:For casting any structural component, keeping in view of durability requirement. Whether it is a design of nominal concrete mix, the minimum cement content and Maximum water cement ratio should not be less than the following values for 20 mm M.S.A. The cement content may be reduced by about 10 percent for 40 mm M.S.A. and increased by 10 percent for 12.5 mm M.S.A.EXPOSURE PLAIN C.C. R.C.C
CEMENT W.C.R CEMENTW.C.R
(Kg/cum.) (kq/cum.)1. Structural component
completely protected 220 0.70 250 0.65against weather or aggressive conditions
2. Structural componentsaturated with waterburied concrete in soil andcontinuously under water 250 0.60 290 0.55
3. Structural componentexposed to sea water and 310 0.50 360 0.45subject to heavy corrosive fumes
4. Structural componentof bridges 360 0.45 400 0.45
5. Structural componentof bridges (pre-stressed) - - 400 0.40
6. Dams, spillways and Massconcrete structures 150-230 - 355 -
7. Cement concrete roads 350 - - -8. Cement concrete lining 250 0.6 - -
In no case the cement content in a concrete mix for all case should not exceed 540 kg/cum.
4.4.2. MAXIMUM NOMINAL SIZE OF COARSE AGGREGATE (MSA) FOR STRUCTURAL PURPOSES:
In absence of specific mention in the drawings and contract documents, the maximum nominal size of coarse aggregate for difference structural members are shown below:STRUCTURAL COMPONENT
M.S.Ai) Structural components of buildings 20
mmii) Bridge works:1. RCC well curb 20
mm2. RCC / PCC well steining 40
mm3. Well cap or pile cap, solid type
pier & abutments 40 mm
4. RCC work in girders, slabs, wearingcoat, kerb, approach slab, hallow piersand abutments, pier/abutment caps, piles 20
mm5. PSC work 20
mmiii) Foundations of structure and
retaining walls (Mass concrete) 40 mm
iv) Canal lining1. Lining of thickness 100 mm or more 40
mm2. Lining of thickness 75 mm 20
mmv. Cement concrete roads 25
mmvi. Dams, spillways and Mass concrete structures 75, 150 - 230 mm
NOTE:1) The maximum size of coarse aggregate shall be as large as can be used practicably and economically under the given conditions, but shall not be large than any one of the following.
a. 1/4th, the narrowest dimension between the faces of forms.b. 1/3rd, the depth of any slab.c. 3/4th, the clear space between the reinforcement bars, and d. 3/4th, the narrowest space through which the concrete shall
have to be passed.2) Maximum nominal size of aggregates shall also restrict to the
smaller of the following values.a. 10 mm less than the minimum lateral clear distance between the
main reinforcements.b. 10 mm less than the minimum clear cover to the reinforcements.
4.4.3. Materials: The provisions made in schedule ‘D’ shall apply for cement, fine aggregate, coarse aggregate, water, admixtures, etc.
4.5. CONCRETE MIX PROPORTIONING:
The mix proportions shall be selected to ensure that the workability of fresh concrete is suitable for the conditions of handling and placing, so that it surrounds all reinforcements (in case of R.C.C) and completely fills the formwork. When concrete is hardened, it shall have the required strength, durability and surface finish.
The Mix proportion shall be as follows.4.5.1. DESIGN MIX CONCRETE:
The mix shall be designed in a laboratory to produce the grade of concrete having the required workability and a characteristic strength not less than values given in the following table. The procedure to design and produce the concrete, the standards given in IS: 10262-1982-Recommended guide lines for concrete mix design and SP: 23 - Hand book on concrete mixes published by B.I.S Shall be adopted.GRADE OF SPECIFIED CHARACTERISTIC COMPRESSIVE CONCRETE STRENGTH AT 28 DAYS. (N/SQ.MM)M 10 10M 15 15M 20 20M 25 25M 30 30M 40 40M 45 45M 50 504.5.2. NOMINAL MIX CONCRETE :
The following proportions shall be adopted for the nominal mix concrete.GRADE OF TOTAL QUANTITY OF DRY AGGREGATE
MAXIMUM QUANTITYCONCRETE PER 50 KG OF CEMENT OF WATER PER 50 KG’S
(COARSE AGGREGATE + SAND) OF CEMENTM 5 800 KG 60
LitresM 7.5 625 KG 45
Litres M 10 840 KG 34
LitresM 15 350 kg 32
Litres
M 20 250 kg 30Litres
NOTE:a) Graded coarse aggregate shall be used.b) For an average grading of fine aggregate to coarse aggregate the
proportions shall be 1:1.5 - for 10 mm M.S.A1:2.0 - for 20 mm M.S.A and1:2.5 - for 40 mm M.S.A
c) In all cases, fine aggregates should confirm to the grading of ZONE - II or ZONE - III of IS : 383-1970.
d) To overcome the difficulties of placement and compaction if the quantity of water in a mix is increased, the cement content of the mix specified in the above table shall be proportionately increased, so that water cement ratio as specified is not exceeded.
e) In case of vibrated concrete, the water content shall be suitably reduced to avoid segregation.
f) When, nominal maximum size of aggregate is 20 mm, a rough guide for the nominal mix proportions by volume will be 1:3:6, 1:2:4 and 1:1.5:3 for M 10, M 15 and M 20 concretes respectively. For other sizes of aggregated adjustments in the ratios of the weight of coarse and fine aggregates shall be done.
4.6.0. PRODUCTION OF CONCRETE:4.6.1. BATCHING OF MATERIALS:
All materials entering in to the concrete shall be batched by weight except water, which shall be in liters. When the weight of cement is determined on the basis of weight of cement per bag, a reasonable number of bags should be weighed periodically to check-the net weight. Admixtures if permitted by the Engineer-in-charge should be added to the concrete by weight.
All measuring equipment and weigh batching machinery shall be approved by the Engineer-in-charge and maintained in a clean serviceable condition and their accuracy shall be periodically checked. The batching and mixing plant for concrete is to be designed to suit the local conditions and out put requirements as per IS: 4925 - 1968 specification of batching and mixing plant for concrete.
The aggregates of different sizes should be stocked in separate stock piles, the same shall be blended in right proportions to ensure a uniform grading of aggregate as determined by the Engineer-in-charge.
In case uniformity in the materials used for concrete making has been established over a period of time, the proportioning may be done by volume batching, provided periodic checks are made on weight/volume relationships of materials.
Where weigh batching is not practicable, the quantities of fine coarse aggregate (not cement) may be determined by volume.
If fine aggregate (sand) is moist and volume batching is adopted, allowance shall be made for bulking in accordance with IS: 2386 (part. III) - 1963-Methods of test for aggregates for concrete.
The amount of the added water to concrete shall be adjusted to compensate for any observed variations in the moisture contents determined by the above tests for both design and nominal mix of concrete making for weigh and volume batching.4.6.2. MIXING:
Concrete shall be mixed in a mechanical mixer complying with IS : 1791 1968-specification of batch type concrete mixtures. The mixing shall be continued until there is a uniform distribution of the materials and the mass is uniform in colors and consistency. If there is segregation after unloading from the mixer, the concrete should be remixed.
The Mixing time may be 1.5 to 2 minutes for all normal cements.In exceptional circumstances, such as (i) mechanical break down, (ii)
work in the remote areas, (iii) when the quantity of concrete work is small. Hand mixing is permitted subject to adding 10 percent extra cement.
The Hand mixing shall be carried out in a water tight platform and care shall be taken to ensure that mixing is continued until the concrete is uniform in colour and consistency.4.6.3. WORKABILITY
Workability of concrete should be controlled by direct measurement of water content. Workability should be checked at frequent intervals as per the procedure laid down in IS: 1199-1959-methods of sampling and analysis of concrete.
Slump test to check workability:The slump test for concrete shall be adopted only for concretes of
medium to high workability’s (i.e. slump 25 to 100 mm). For very stiff mixes having zero slump, the slump test does not indicate any difference in concrete of different workability.TYPE SLUMP1. (a) Structure with exposed inclined
Surface requiring low slump concretes,to allow for proper compaction .................25 mm
(b) Plain cement concrete .....................25 mm2. RCC structures with widely spaced
reinforcement; e.g. solid columns,piers, abutments, footings, well steining ....................40-50 mm
3. RCC structures with fair degree ofcongestion of reinforcement e.g.
pier, and abutment caps, box culverts, well curbsand caps, walls with thickness greater than 300 mm ..................50-75
4. RCC and PSC structures with highly congestedreinforcements e.g. deck slab girders, box girderswalls with thickness less than 300 mm ..............75-125 mm
5. Under water concreting through tremte.g.bottom plug, cast - in - situ pilling ..........100 - 200 mm
VEE - BEE test method to check workability:VEE - bee test shall be done for stiff concrete mixes having ‘low’ or
‘very low’ workability. The ranges for VEE-BEE-TIME method for some placing conditions are given in clause: 6 of IS: 456-197, which shall be followed.4.7.0 FORM WORK:4.7.1 General
The form work shall conform to the shape, lines and dimensions as shown on the plans and be so constructed as to remain sufficient rigid during the placing and compaction of the concrete and shall be sufficiently water tight to prevent loss of cement slurry from the concrete. The form work shall be made leak proof by providing kraft paper.
Form work or centering shall be constructed of steel or timber and adequately designed to support the full weight of wet concrete without deflection and retain its form during laying, ramming, vibrating and setting of concrete. Timber uses shall be properly seasoned to avoid deformation when wetted.
All rubbish, particularly chippings, shavings and sawdust, shall be removed from the interiors of the forms before the concrete is placed and the form work in contact with the concrete shall be cleaned and thoroughly wetted (in case of timber) or treated by coating with a constraining mineral oil or other approved material. Care shall be taken that such approved composition is kept out of contact with the reinforcement.
The forms shall be removed after expire of the following periods in the normal circumstances and when O.P.C is used for making concrete.i) Walls, columns and vertical
faces of all structural member .............24 to 48 Hrs. or as directed(by the Engineer - in- charge.)
ii) Slabs (props left under) ................3 dyas
iii) Beam so fits (props left under) ................7days
iv) Removal of props under slabs1) Spanning up to 4.5 meter ................
7days
2) Spanning over 4.5 meter ................14 days
V) Removal of props under beams and arches1) Spanning up to 6.0 meter ................
14 days2) Spanning over 6.0 meter ................
21 daysHowever the above periods may be increased or decreased at the
discretion of the Engineer-in-charge.All form works shall be removed without shock or vibration and shall be
eased off carefully in order to allow the structure to take up load gradually. Forms shall not be disturbed until concrete has adequately hardened to take the superimposed load coming on to it and in no circumstances shall forms be struck until the concrete reaches a strength of at least twice the stress to which the concrete may be subjected to at the time of striking.
After removal of form work, in any case no concrete work shall be finished, plastered or made good in any form unless and until the Engineer-in-charge, inspect and certify the surface for such finishing, plastering or making good.4.7.2. (b). COVER REQUIREMENTS :
Unless other wise specified in drawings and directed by the Engineer, the cover requirements for cast-in-situ structural members shall be as follows:
a) At each end of reinforcing bar not less than 25 mm nor less than twice the diameter of such rod or bar.
b) For a longitudinal reinforcing bar in a vertical member or a column not less than 40 mm, nor less than the diameter of bar. In the case of columns of minimum dimension of 200 mm or under whose reinforcing bars do not exceed 12 mm the cover of 25mm shall be used.
c) For longitudinal reinforcing bar in a beam, not less than 25mm, not less than the diameter of such bar.
d) For R.C.C. Member immersed in seawater, the cover shall be 50 mm more than specified in (a), (b) and (c) above.
e) For footing, resting directly on soil the minimum clear cover shall be 50 mm and in the case of concrete in contact with earth faces contaminated with chemicals, it shall be 75mm.
f) Lesser thickness than those specified above shall be permissible for precast construction with the permission of the Engineer.
g) For water retaining structures, the cover requirements arei) For liquid faces ........... Minimum 25 mm or the dia. of bar which ever is greater.
ii) For the faces away form the liquid ........... the cover as specified above in (a) to (f)
with respect to structural member.
All reinforcement shall be placed and maintained in position as shown in the drawings as directed by the Engineer- in - charge adopting chairs and cover blocks with in the tolerance limits specified in clause : 11.3 of IS : 456-1978.
The bars shall be supported / held in position by suitable means until concrete is poured. Any one of the following devices shall be used for the purpose. (i) providing steel reinforcement supports/spacers, (ii) providing of mortar supports/spacers and (iii) providing plastic supports/ spacers.
The steel support/spacers shall be used for slabs except in case of form finished surfaces. The mortar units can be used for slabs, beams and columns as well as plastered or form finished surfaces.
Use of pebbles, broken stone, metal pipe, brick, wooden blocks etc., as devices for positioning reinforcement will not be permitted.
Suitable shape and size of cement mortar cover block with proportion of (1:1) shall be used on the work as per the drawing and as directed and approved by the Engineer in charge.4.7.3. FORM WORKFINISHING:
The following specifications shall apply for the various types of formed surfaces:-
4.7.3.1. GENERAL:The classes of finish for formed concrete surfaces shall be designed by
the use of symbol F1,F2,F3,F4 and shall be as described below.FINISH F1: shall apply to formed surface upon which or against which backfill of concrete is to replaced. The surface requires no treatment after removal of forms except removal and repairs of defective concrete. Correction of surface irregularities shall be done only for depressions which when measured exceed 25 mm.FINISH F2: shall apply to all permanently exposed formed surfaces of which finishes F3 and F4 are not specified. Surfaces for which finish F2 specified will read no filling of pits or Sack rub and no grinding other than that needed for repair of surface. Imperfect surface, irregularities, measured shall not exceed 6 mm for abrupt irregularities and 12 mm for gradual irregularities.FINISH F3: Immediately after removal of forms from surfaces designated for F3 finish, all required patching, clean up and correction of major imperfections shall be completed and the surfaces shall be given a rubbed mortar finish as described below. The surfaces shall be thoroughly wetted and permitted to approach surface drying before starting, The surfaces shall be finished in areas sufficiently large and shall prevent complete drying of any part before the sack-rubbing is completed for that area. The mortar used
for the sack-rubbing shall consist of one part of cement to two parts, by volume, of sand passing on IS sieve too and enough water so that the consistency of the mortar is that of thick cream. The mortar shall be rubbed thoroughly over the area with clean brush be a sponge rubber float, completely filling all pits and irregularities.4.7.3.2. UNFORMED SURFACES
The classes of finish for unformed concrete surfaces are designed by the symbols U1 U2 and U3. Inter for surfaces, shall be stopped for drainage where shown on the drawings. Surfaces, which will be exposed to, the whether and which would normally believe, shall be slopped for drainage. Unless the one of other slopes or level surfaces specifies narrow surface such as tops of walls and curbs, shall be slopped approximately at 3.0 cm per meter. Border surfaces such as walls, roadway platforms and decks, shall be approximately at 1.5 cm per meter.4.7.3.3. Classes of finish to be applied shall be as detailed below.FINISH U1: (Screeded Finish) shall apply to unformed surfaces that are to be covered by back fill or by concert, and surfaces of sub-floors which will be covered by concrete floor topping, Finish KU1 is also used as the first stage for finishers U2 and U3. Finishing operation shall consist of sufficient leveling and screening to produce even and uniform surfaces. Surface irregularities, measured shall not exceed 10 mm.4.7.3.4. FINISH U2 (Floated finish) shall apply to uniformed surfaces that
are to be covered by back filled by concrete or unformed surfaces for which finishes U1 and U3 are not specified, and shall include floors of sumps, tops of walls. Parking areas, parapet, walls, surface of gutters, sidewalls and entrance slabs. Finish U2 is also used as the second stage for finish U3. Floating may be per formed by use of hand or power driven equipment. Floating shall be started as soon as the screeded surface has stiffened sufficiently, and shall be the minimum necessary to produce a surface that is free from screed marks and is uniform in texture. Finish U3 is to be applied, floating shall be continued until a small amount of mortar irregularities, shall not exceed 6 mm joints and edges of gutters, sidewalls, entrance slabs, another joints and edges shall be tooled where necessary, dry ingredients of the mortar, in the same proportions shall be rubbed over the area. After the mortar has stiffened adequately to prevent but before it hardened the excess mortars shall be removed by rubbing with clean bur lap. After the final scrubbing a light fog spraying shall be applied to the coated surface, the moisture thus applied being just sufficient to damp the surface with out all owing water to run down the face of the walls. All scrubbed areas shall be kept continuously damp for at least 72 hours after the final rubbing on until completion of the curing period for the concrete. When measured abrupt irregularities shall not exceed 6 mm for irregularities parallel to the direction of flow, for irregularities exceeding these limits shall be reduced by grinding on a level of 1 to 20 ratio of height to length.
4.7.3.5. FINISH F4 : shall apply to formed surfaces where absorptive form lining is used Surfaces Provided by absorptive form lining shall not be rubbed or treated in any way except for cleaning by finish U3 (troweled finish) shall apply to unformed surfaces such as slabs to be covered with built up roofing or membrane water proofing and stair treads. When the floated surface has hardened sufficiently to prevent excess of final materials from being drawn surface steel troweling shall be started. Steel troweling shall be performed with film pressure so as to fhitten the sandy texture of the floated surface and produce a dense uniform surface, free from blemishes and trowel marks; light steel troweling will be permissible on surfaces of slabs to be covered with or membranes waterproofing, in which light trowel marks are not considered objectionable. Surface irregularities, measured shall not exceed 6 mm.
4.7.3.6. . The following finishes shall be provided for the concrete used in the various works.
1 Spillway crest F1 or U22 Spillway stilling basin F3 or U23 Spillway pipe F3 or U34 Spillway bridge road slab F2 or U25 Elevator tower exterior face F46 -do- Interior F2 or U27 Around sluice F3 or U28 Around galleries, audits, sump well F2 or U29 Face concrete in retaining wall F3 or U2
divide wall, or retaining wall (water side).4.7.3.7 Tolerances for concrete construction:
Permissible surface irregularities for the various classes of concrete surface finishes specified and defined as finishes are to be distinguished from tolerances described herein
ii) Tolerances in Dams and Appurtenant works1) All structures.
a) Variation constructed line outline from established position in plain In 6 m 12 mmIn 12 m 18 mm
b) Variation of dimension to individual structural features from established position.
In 24 meters or more 30mmIn buried construction: twice the above amount.
c) Variation from the plumb from the specified batter or from the curved surface of all structures, including the lines and surfaces of columns walls, piers and vertical joint grooves.
In 3 meters 12 mm
In 6 meters 20 mmIn 12 meters or more 30 mm
In buried construction: twice the above amounts.d) Variation from level from the grades indicated on the drawings in slabs.
beams, soffits and horizontal joint grooves and visible arises.In 3 meters 6 mmIn 10 meters 12 mm
In buried construction: twice the above amountse) Variations in cross sectional dimensions columns, beams, piers
Minus 6 mmPlus 12 mm
f) Variation thickness of slabs, walls and similar watertight joints variation from the plumb and levels should not be greater than 3mm in 3 meters.
g) For sill and side walls for gate and similar water tight joints variation from the plumb and level should not be greater than 3 mm, in 3 mts.
h) Tolerance for placing reinforcement steel.i) Variation of protective covering.
With 5 cm cover 6 mmWith 7.5 cm cover 12 mm
ii) Variation from indicated spacing10 mm for spacing greater than 15 cm5 mm for spacing less than 15 cm.
GENERAL REQUIREMENTS.4.7.3.8 Forms shall be used wherever necessary to confine the concrete, shape it to the required lines, or to ensure against contamination of the concrete by materials caving or Sloughing from adjacent excavations or other features of the work. All exposed concrete surfaces having slopes of 1 to 1 or steeper shall be formed where the side slopes of walls of an excavation for concrete structure can be trimmed to the prescribed lines without Sloughing, the Sloughing, the use of forms, will not be required. Forms shall have sufficient strength to with stand the pressure resulting from placement and vibration of the concrete and shall be maintained rigidly in correct position. Forms shall be tight to prevent loss of mortar from the concrete.
Moulding strips shall be placed in the corners of forms so as to produce leveled edges at formed surface and edges at formed joints will not require beveling unless so indicated on the drawings. Forms for concrete surfaces for which finished F3 and F4 are specified shall be reset and tightened at construction joints, so that, they fits firmly against the hardened concrete when concrete replacement is resumed. Additional forms ties shall be as necessary to ensure against spreading of the reset forms under pressure of
the subsequently placed concrete and consequent offset from the previously formed face.TONGUE-AND-GROOVE SHEATHING:
Tongue and groove sheathing where used for forming shall be 10cm to 15cm common T & G and shall be placed horizontally.4.7.3.9 Forms for warped surfaces designated for F4 finish: Forms for warped surface, shall be constructed so as to conform accurately to the required curvatures of the sections. Intermediate sections shall be interpolated as necessary for the type of form construction from being used and the forms shall be constructed so that the curvatures will be continuous between sections. Where necessary to meet requirements of curvature the form sheathing built of laminated splices is cut to make tight and smooth form surface. The forms constructed such that the joint marks on the concrete surfaces insider of principle water conduits shall as far as possible follow the line of water flow. After the forms have hidden and any roughness and all angles on the surfaces of the forms caused by matching the form materials shall be dressed to the required curvatures.
4.7.3.10 FORMS SHEATHING AND LINING:Wood sheathing or lining shall be of such kind and quality or shall
be so treated or coated that there will be no chemical defoliation or discoloration of the formed concrete surfaces. The type and condition of form sheathing and lining, the ability of the forms to withstand distant caused by placement and variation of the concrete, and the workman ship used in form construction shall be such that the formed surfaces, after being finished will conform with the applicable requirements of these specifications pertaining to finish of formed surfaces. Where finish F3 specified, the sheathing or lining shall be so placed that the joint marks on the complete surfaces will be general alignment both horizontally and vertically. Except where other wise specifically provided, materials used for form sheathing or lining shall conform to the following requirements.
Required Wood sheathing or lining. Steel sheathing or Finish of liningFormed surfaceF1 Any grade Steel sheathing permitted
Steel lining permittedF2 No. 1 common ship lap Steel sheathing permitted
Steel lining permitted if necessary.F3 No. 1 common tongue & grooved Steel sheathing not permitted
Except where plywood lining or Steel lining not permitted
Sheathing is specifically requiredF4 NO. 1 common tongue & grooved Steel sheathing not permitted.
For plane or cylindrical surfaces. Steel lining notThin plywood lining for warped permitted.surfaces.
F5 Absorptive form lining backed Steel sheathing not permitted
With No.1 common shiplap. Steel lining not permitted.NOTE:
"Steel sheathing" denoted steel sheets not supported by backing of wooden boards. "Steel lining" denotes then steel sheets supported by backing of wooden boards.4.7.3.11. Absorptive form lining: Absorptive form lining, where directed to be used, shall be of the type and quality approved by the Executive Engineer. The form lining shall be highly absorptive to air and water and through its absorptive capacity able to eliminate voids, pits and other common effects from the concrete surface. The lining shall be readily removable from the concrete without damage to the surface. It shall produce dense concrete surface of uniform and satisfactory texture and colour. The lining itself and treatment employed in its manufacture shall not discolor the concrete nor interfere with normal chemical reaction of the cement. The backing to which absorptive lining is attached shall be sufficiently smooth, even and free from cracks, knot holes, and other imperfections to avoid unevenness in the finished surface. The lining shall be in sheers of uniform length and width. Location and direction of the joints shall be approved by the Executive Engineer. The joints between sheets shall be fitted smoothly and accurate and patching shall be avoided. Cutting and trimming shall be true and shall be done with tools well adopted to this work so that sharp, smooth, square edges are produced. The lining shall be attached to the forms in such a manner that it is held securely and smoothly in place. Nails or tacks, if used, shall be spaced in uniform pattern and shall be driven flush. Dents and hammer marks in the surface of the lining shall be avoided. After then lining has been attached in the form. The joint shall be rubbed with a smooth tool to press down any projecting fibers. Where absorptive form lining is in contact with the face of previous pour, care shall be used in setting and sufficient pressure shall be applied in tightening form anchors to produce continuity and evenness at the face, free from offset, and streaks, and other irregularities. The lining shall be kept dry and shall not be reused.4.8.0. TRANSPORTATION OF CONCRETE:
Concrete shall be transported from the mixer to the formwork as rapidly as possible by methods grooved by the Engineer-in-charge, which will prevent the separation or loss of any of the ingredients and maintaining the required workability.
The concrete shall be transported, laid and compacted in its final position with in 30 minutes of its discharge from the mixer unless carried by in properly designed agitators.
Where the time of haul exceeds 20 minutes, mixed concrete shall be transported in a suitable agitators or transit mixer as directed and approved by the Engineer-in-charge.4.9.0. PLACING OF CONCRETE:
All surfaces upon or against which concrete is to be laid shall be prepared in accordance with the drawings.
No concrete shall be placed until all form works; installation of parts to be embedded and preparation of surface involved in the placing have been approved by the Engineer-in-charge. No concrete shall be placed in water except when specifically so permitted. All surfaces of forms and embedded materials have become incrusted with dried mortar from previously placed shall be cleaned before surrounding of adjacent concrete is placed.
If concreting is not started within 24 hours of the approval being given, it shall have to be obtained again. The contractor shall notify the Engineer at least 24 hours before batching begins for placement of concrete.
All absorptive surfaces against which concrete is to be laid shall be moistened thoroughly so that moisture will not be method of placing should be such as to preclude segregation with drawn from the freshly placed concrete. The concrete shall be deposited as nearly as possible in its final position and compacted before setting commences and should not be subsequently disturbed.
Care should be taken to avoid displacement of reinforcement or movement of formwork.Placing is allowed with a limitation of free fall of 1.5 meter.
All concrete shall be placed in continuous and approximate horizontally layers, the thickness of which shall not more than 450mm for mass concrete and 150mm for RCC and plain cement concrete works)
Concrete shall not be placed faster than the placing crew can compact it properly.
On sloping surfaces, concrete should be placed at the lower end of the slope first, progressing upwards, and thereby increasing natural compaction of the concrete.
High velocity discharge, which may cause segregation of the concrete, should be avoided. Recommended methods of placing concrete in segregation prone location are;4.9.1. In narrow forms: If very wet concrete were to be placed in narrow,
deep form word, water content in the upper layers would be gradually reduced to compensate for water gain.
b) Placing through side points in column form work: concrete shall be dropped vertically in to the outside pockets under each
form work opening (port) so that concrete stops and then flows easily into the column formwork.
c) Placing on sloping surfaces:Concrete shall not be discharge from free end of a chute on to a
sloping surface, as the heavier coarse adopting separated and carried down the slope. The chute lumps be called with a battle and a drop at its end, so that marked on slope.
d) Temperature:Concrete when deposited shall have a temperature of not less than 5
degree Celsius, and not more than 40 degrees Celsius.WEATHER CONDITIONS:
Concreting operations shall temporarily suspend during excessively, hot or rainy weather when conditions are such that the concrete cannot be placed and cured.
During the hot weather, no concrete shall be deposited when the temperature with in the forms is more than 49 degree Celsius. Whenever necessary exposed surface of fresh or green concrete shall be shaded from the direct rays of sun and immediately protected against premature setting or drying by being cured under continuous fine spray of water.
During continued rainy weather or heavy downpour all freshly placed concrete shall be covered and protected against surface wash. Then all badly washed or stressed surface shall be removed and washed before depositing the next course.
e) Preparation of foundation surface:Immediately before placing concrete all surfaces of foundations upon
or against which concrete to be placed shall be free from standing water mud, debris, free from oil, objectionable coatings, loose, semi detached or unsound fragments of rock. Surface of rock shall be cleaned with the use of high velocity air jet., wet sand blasting, stiff broom picks or by effective means.
f) Preparation of concrete surface:Concrete surface upon which fresh concrete is to be placed shall be
chipped and Roughened to a depth of not greater than 25 mm. The roughing shall be performed be chipping or other satisfaction, methods and in such a manner as not to loosen, crack or shatter, any part of the concrete beyond the roughened surface. After being roughened, the surface of the concrete shall be cleaned thoroughly of all loose, dust and other objectionable substances and shall be sound and hard and in such conditions as to assure good mechanical bond between old and new concrete. All concrete, which is not hard, dense and durable, shall be removed to the depth required to secure a satisfactory surface.G) CEMENT SLURRY AND MORTAR LAYER:
After surfaces have been prepared satisfactory, all surfaces, rock, old concrete and old masonry shall be coated with a thin layer of cement slurry
(comprising 1 cement to 2/3 water by volume) and covered with a layer of mortar not less than 12mm, not more than 20 mm thick. The mortar shall be similar to the mortar in the regular concrete mixture having the same cement sand ratio of the mortar used in concrete unless otherwise directed. The cement slurry and mortar shall be spread uniformly and shall be worked thoroughly, into all regulates of the surface. Concrete shall be placed immediately up on the fresh concrete.4.10.0. COMPACTION OF CONCRETE:4.10.1 GENERAL:
Compaction should preferably be achieved by mechanical vibration. But in isolated locations, it can also be achieved if approved by the Engineer-in-charge by manual methods, namely, Roding, spading and tamping. The mechanical compaction is achieved by vibration. The methods like spinning mechanical tamping and use of shock are restricted to special situations as approved by the Engineer.
Under vibration is harmful should be avoided. Even vibration may cause
i. Settlement of the course aggregate (ii) heavy bleeding of the concrete, (iii) excessive formwork deflection and from work damage.
The following vibrators shall be used for compaction as per the directions of the Engineer-in-charge.10.2. IMMERSION VIBRATORS:
Immersion vibrators as per IS: 2505 - 1980 shall be used for consolidation of plain as well as reinforced concrete. They shall be of either.
a. Flexible shaft type, powered by different types of motors orb. Motor-in-head type, electrically or pneumatically driven.
While compacting with internal vibrators, concrete should be deposited in layers of 300 to 450 mm thick and the vibrator inserted vertically at uniform spacing over the entire area of placement. The vibrator should penetrate rapidly to the bottom of the layer and at level 150mm into the preceding layer, if there is any. It should be held generally 5 to 15 seconds) until the compaction is considered adequate and then withdrawn slowly at the rate of about 80mm/second.
Operational frequency: 8000 to 12000 per minute.4.10.3. SCREED BOARD TYPE VIBRATORS:
Concrete vibrators of screed board type as per IS: 2506 - 1964 shall be used for compaction of concrete beds, floors, pavements and then slabs, Where the area to be compacted is large or the thickness is too small (less than 200 mm) to allow the use of immersion vibration.
Operational frequency: 3500 per minute (under no load state)4.10.4. FORMWORK VIBRATORS:
Formwork vibrators as per IS: 4656 - 1968 shall be used for compaction of concrete, precast concrete moulds, gullies and deep post-tensioned
beams. They shall be used for compaction of in situ concrete is small and narrow sections of very, heavily reinforced section where immersion of vibrators cannot be used. There are of two types
a. The fixed on clamped type, and b. The manual type.
Operational frequency: 2800 per minute (Under no load state) 4.10.5. VIBRATING TABLE:
Vibrating table as per IS: 2514 - 1963 shall be used for compaction of concrete in moulds for the manufacture of precast products and structural elements. They compact concrete through rapidly alternating horizontal, vertical or circular vibrations, which are transmitted to moulds filled with concrete and placed or clamped on the tabletop.
Operational frequency: 3000 to 6000 cycles per minute.Immediately after compaction concrete shall be protected against
harmful effects of weather, including rain, running water, shocks, vibration., traffic, rapid temperature changes and drying out.
4.11.0. CONSTRUCTION JOINTS GREEN CUTTING AND SAND BLASTING:
4.11.1. CONSTRUCTION JOINTS:Construction joints are the stopping places in the process of placing of
concrete, as it is impracticable to place concrete to a continuous operation. The position and arrangement of joint are predetermined as shown in the drawings and as directed by the Engineer-in-charge as per the site and conditions of placing.
The spacing of construction joints shall be determined by the design parameters, construction limitations and type of work and site conditions and shall be as few as possible. These shall be provided at proper places where they may be carefully constructed with attention to workmanship. From the strength of structure consideration, it is desirable to position construction joints at points of minimum shear. (Clause 12.4.1 and 12.4.2 of IS: 456 1978).
If directed by the Engineer, joint should be supplemented by dowels to provide adequate bond between the old and new concrete.
When the work has to be resumed on a surface which has hardened such surface shall be roughened. It shall then be swept clean and thoroughly wetted. For vertical joints neat cement slurry shall be applied on the surface before it is dry. For horizontal joints the surface shall be covered with a layer of mortar about 10 to 15 mm thick compound of cement and sand in the same ration as the cement and sand in concrete mix. This cement slurry or mortar shall be freshly mixed and applied immediately before placing of the concrete.
Where the concrete has not full hardened, all laitance shall be removed by scrubbing the wet surface with wire or bristle brushes, care being taken to avoid dislodgement of particles of aggregate. The surface
shall be thoroughly wetted and all free water removed. The surface shall be then be coated with neat cement slurry. On this surface, layer of concrete not exceeding 150 mm in thickness shall first be placed and shall be well rammed against old work, particular attention shall be paid to corners and close spots; work thereafter shall proceed in the normal way.4.11.2. GREEN CUTTING:
The surface of the respective lift shall be thoroughly green cut with an air water jet. Green cutting is usually done 8 to 12 hours after the top surface of a concrete lift had been completed and sufficiently hardened. The actual time for taking up the green cutting operation shall depend upon the following factors.
a. Concrete placement temperature;b. Atmospheric temperature;c. Concrete mix; andd. Slump.
The air water jet will remove the thin surface film of laitance and grout to expose clean surface.
Green cutting, if done at the proper time, shall yield very good results. When started too early, it shall result in over cutting and removing too much mortar. It is also liable to loosen the aggregate particles and leaving too poor a surface to bind the fresh concrete. On the other hand, if green cutting were delayed too long, the cutting action of the air and water jet would be ineffective for proper removal of laitance. It, therefore, requires much greater care and judgment for proper use at proper time.
Skill of Jet Operator: Besides determining the proper time for initiating green cutting, the process will require constant attention on the part of the air water jet operator. By correct manipulation of the high velocity air-water get, a trained operator can ensure the removal of the thin surface film of laitance and grout effectively and at the same time, leaving, the aggregate stones, already embedded in the mortar, undisturbed.
Proper Air-water Gun: In addition to the skill of the jet operator, a proper air water gun is also a vital requirement for effective green-cutting, the issuing nozzle must be about 460 mm (18 inches) long to ensure the requisite cutting force close to the concrete surface.
Quantum of Compressed air and Water: For effective green cutting, it is essential that the air pressure should be around 6.33 to 7.03 Kg/Cm2. It should not be allowed to fall below 6.33 kg/cm2. The water pressure, of course, should be sufficient to bring the water into effective influence of the air pressure. As an approximate estimate, the quantity of compressed air required by the green-cutting gun is 2 cubic meters per minute and the quantity of water is 60 gallons (273 Liters) per minute.
An important aspect to be taken note of is that green cutting as an exclusive operation shall be fully useful only if the next lift of concrete is placed within 3 to 4 days (or a maximum of 5 days) of the placement of the
previous lift. If there be a delay in concrete placement beyond this period, the laitance will come up to the concrete surface again at some places. Removal of such laitance shall then be not possible by the ordinary green cutting operation alone. Light sand blasting of even the green-cut lifts shall have to be resorted to. However, if there is excessive delay in concrete placement, it will require either "Wet sand blasting" or the application of high pressure "Water blaster" to remove the laitance for effective binding with the fresh concrete. The effect to achieve this will be considerably less if green cutting has already been done. 4.11.3. SAND BLASTING:
Sand blasting is the process of roughening and cleaning the surface of old and set concrete by means of coarse sand and air applied under pressure of 6.33 to 7.03 KG/CM2 through a nozzle, so as to erode the laitance and grout from the old concretes. Sand blasting of rock is also done so that concrete may be placed on or against a clean surface of rock as required according to specifications.
There are two types of sand blasting, namely "Wet sand blasting" and" dry sand blasting". In wet blasting water is also used along with sand and air under pressure, while in the later, only sand and air under pressure are used. Normally the concrete and rock surface etc., are wet sand blasted to keep down the dust.
The percentage of different sizes of sand particles for efficient sand blasting shall be as follows:
SIZE PERCENTAGE8 Mesh per inch (25.40 Millimeters) 26
16 Mesh per inch (25.40 Millimeters) 3030 Mesh per inch (25.40 Millimeters) 2350 Mesh per inch (25.40 Millimeters) 21
For effective sand blasting, it is essential that pressure of air should be between 6.33 to 7.03 KG/CM2. If pressure falls below 6.33 KG/CM2, sand blasting becomes ineffective. If sand having large percentage of fines is used, it will not provide the requisite cutting power and the whole effort goes waste. Good quality well-graded sand (sand-blast-sand) is needed for achieving the objective of sand blasting.
High pressure Water Blasters Green cutting is far cheaper than sand blasting. Proper quality sand (known as sand-blast sand) is most expensive item and special efforts are needed to arrange such sand. High-pressure water blaster offers a breakable alternative to sand blasting.Summary: Green-cutting offers the most economical methodology in the preparation of good construction joints. It has, however, to be initiated at the proper time and with a proper air-water gun to yield the best results. It is far cheaper than sand blasting. If a delay of more than 3 to 5 days is anticipated
in placing the concrete over the previous lift, the concrete surface of the lift should be properly "green cut" and thereafter (say one day prior to placement of concrete) it should be light sand blasted or water blasted in order to remove the "re-appeared" laitance.4.11.4. OTHER REQUIREMENTS OF CONCRETE CONSTRUCTION:4.11.4.1
All Concrete construction shall confirm to the permissible tolerances and technical provisions as described in the section. All structures shall be built in a workman-like manner, to the lines, grades and dimensions shown in the drawings or as prescribed by the Engineer. The location of all the construction joints shall be subject to the approval of the Engineer. The dimensions of each structure shown on the drawings shall be subject to such change as may be found necessary by the Engineer to adopt the structure to the conditions disclosed by the excavation.4.11.4.2. Concrete in various components of Bridges, under tunnels,
Aqueducts etc.Expansion joints shall be constructed as shown on the drawings or as
directed. Pre-moulded bituminous fiber type expansion joint material shall be constructed in the parapets as directed by the Engineer. Open joints or false joints shall be constructed as shown on the drawings or as directed by the Engineer. Preformed expansion joint filler shall be placed in the roadway and sidewalls where shown on the drawings or as directed by the Engineer.4.11.4.3. CONCRETE IN BLOCKOUTS:
(a) Care shall be taken in placing the concrete in block outs in order to ensure satisfactory bond with the concrete previously placed and to secure complete contact with all metal work in the block outs. (b) The roughening of the concrete surface performed by chipping or sand blasting as approved by the Engineer and in such a manner as not to loosen, crack or shatter any part of the concrete beyond the roughened surface. The surface of the concrete shall then be cleaned thoroughly of loose fragments, dirt and other objectionable substances in order to ensure good mechanical bond between the existing and new concrete. All concrete, which is not hard, dense and durable, shall be removed to the depth required to the satisfaction of the Engineer.
4.11.4.4. EMBEDMENT IN CONCRETE:In some of the locations of structures, a few conduit openings shall
have to be provided through RCC/PCC as shown in the drawings. Placement of concrete shall be suitably carried out around such conduits or openings. No extra claim shall be entertained.4.12.0. CURING:4.12.1 .GENERAL:
All equipment, material etc., needed for curing and protection of concrete shall be at hand and ready for installing before actual concreting begins.
Detailed plans, methods and procedures and protection shall be settled and got approved in writing from the Engineer sufficiently in advance of the concreting. The equipment and method proposed to be utilized shall avoid interruption or damage to the work.
The vertical and stopping concrete surfaces shall be kept saturated with a system of perforated pipes / mechanical sprinklers / porous hoses/any other suitable method which will keep all surfaces continuously wet.4.12.2. MOIST CURING:
Exposed surfaces of concrete shall be kept continuously in a damp or wet condition (to avoid formation of surface cracking due to alternate wetting and drying) by ponding or by covering with layer of sacking, canvas, Hessian or similar materials and kept constantly wet for at least SEVEN DAYS from the date of placing of concrete, if O.P. Cement is used in the concrete.
It may be reduced to 3 to 4 days when rapid hardening Portland cement is used, but greater care shall be exercised, particularly at early stages when rate of hydration is high.4.12.3. MEMBRANE CURING:
Approved curing compounds shall be used in lieu of moist curing with the permission of the Engineer-in-charge. These compounds shall be applied to all exposed surfaces of the concrete as soon as possible after the concrete has set and the free water on the surface has disappeared and no water on the surface has disappeared and no water sheet is seen. But not so late that, the compound will be absorbed into the surface pores of the concrete.4.13.0. SAMPLING AND STRENGTH OF CONCRETE:4.13.1. GENERAL:
The sampling shall be done as per the specifications laid down in IS: 1199 - 1959 - specification for sampling and analysis specification for testing strength of concrete.
For relatively small and unimportant buildings and structure in which quantity of concrete is less than 15 cum. the strength tests may be waived by the Engineer-in-charge.
The sampling scheme given in clause: 14 and the acceptance criteria given in clause: 15 of IS: 456-1978 are applicable to both design mix and nominal mix concrete. In the case of the later, the preliminary tests for establishing the mix proportions are not necessary.
Concrete of each grade shall be assessed separately.The Concrete under acceptance shall be notionally divided into lots for
the purpose of sampling, before commencement of work. The delimitation of lots shall be determined by the following:
i. No individual lot shall be more than 30 Cum in volume.ii. At least one cube forming an item of the sample representing the lot
shall be taken from concrete of the same grade and mix proportions cast any day.
iii. Different grades of mixes of concrete shall be divided into separate lots.
iv. Concrete of a lot shall be used in the same identifiable component of the structure.
4.13.2. SAMPLING AND TESTING:a) Concrete for making 3 test cubes shall be taken from a batch of
concrete at point of delivery into construction according to procedure laid down in IS: 1199.
b) A random sampling procedure to ensure that each of the concrete batches forming the lot under acceptance inspection has equal chance of being chosen for taking cubes shall be adopted.
c) 150 mm cubes shall be made, cured and tested at the age of 28 days for compressive strength in accordance with IS: 516. The 28-day test strength result for each cube shall form an item of the sample.
d) These 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.
e) The test strength of the sample shall be the average of the strength of 3 cubes. The individual variation should not be more than ± 15% of average.
f) Frequency: The minimum frequency of sampling of concrete of each shall be :
QUANTITY OF CONCRETE IN WORK, CUM NO. OF SAMPLES1-5 16-15 216-30 331-50 4 + one additional51 and above sample for each additional 50 cum part there of.
At least one sample shall be taken from each shift of work.4.13.3: Test procedure
In order to get a relatively quicker idea of quality of concrete, optional tests on beams for modulus of rupture or at 72+2 hours at 7 days, on compressive strength tests at 7 days may be carried out in addition to at 28 days compressive strength Tests for this purpose the value given in table may be taken for general guidance in the case of concrete made with ordinary Portland cement. In all cases, the 28 days compressive strength specified in Table shall be alone be the criterion for acceptance or rejection of the concrete. If, however, from tests carried out in a particular job over a
reasonably long period, it has been established to the satisfaction of the engineer that a suitable ratio between 28 days compressive strength and the modules of rupture at 72+2 hours or 7 days or compressive strength at 7 days may be accepted, the engineer may suitably relax te frequency of 28 days compressive strength provided the expected strength values at the specified early age are consistently met.
OPTIONAL TESTS REQUIREMENTS OF CONCRETEGrade of Compressive Modules of RuptureConcrete Strength By Beam Test, Min
on 15 cmCubes, at 72+2h at 7
daysMin,at 7 days
(1) (2) (3) (4)N/mm2 N/mm2 N/mm2
M-10 7.0 1.2 1.7M-15 10.0 1.5 2.1M-20 13.5 1.7 2.44.13.3.1. STANDARD DEVIATION:(I) STANDARD DEVIATION BASED ON TEST RESULTS:
(a) Number of test results: The total number of test results required to constitute as acceptable record for calculation of standard deviation shall be not less than 30. Attempts should be made to obtain in the 30 test results, as early as possible, when a mix is used for the first time check additional condition of about 5 samples.
(b) Standard deviation to be brought upto date: The calculation of the standard deviation shall be brought upto date after every change of mix design and at least once a month.
(ii) Determination of Standard Deviation:(a) The standard deviation of concrete of given grade shall be
calculated using the following formula from the results of individual tests of concrete of that grade.Estimated standard deviations
= Sqrt (sigma(delta sqr)/(n-1) = ------ (n-1)
Where,delta = deviation of the individual test strength from the average
n = number of sample test results.
(c) When significant changes are made in the production of concrete batches (for example changes in the materials used, mix design, equipment or technical control) the standard deviation value shall be separately calculated for such batches of concrete.
4.13.3.2 ASSUMED STANDARD DEVIATION:Where sufficient test results for a particular grade of concrete are not
available, the value of standard deviation given in the following table may be assumed.
ASSUMED STANDARD DEVIATION______________________________________________________________________________
________Standard Deviation
Grade of concrete For Different degree of Control inN/mm2
________________________________________________________________________________________
Very good Good FairM 10 2.0 2.3 3.3M 15 2.5 3.5 4.5M 20 3.6 4.6 5.6
However, when adequate past records for a similar grade exist and justify to the designed value of standard deviation different from that shown in the above table, it shall be permissible to use that value.4.13.3.3. ACCEPTANCE CRITERIA:
The concrete shall be deemed to comply with the strength requirements if:
(a) Every sample has a test strength not less than the characteristic value : or
(b) The strength of one or more samples through less than the characteristic value; is in each case not less than the greater of :
1) The characteristic strength minus 1.35 times the standard deviation; and
2) 0.80 times the characteristic strength and the average strength of all the samples is not less than the characteristic strength plus.(1.65 / - 1.65 sqmt. (number of samples) times the standard deviation.
The concrete shall be deemed not to comply with the strength requirements if:
(a) The strength of any sample is less than the greater of :(1) The characteristic strength minus 1.35 times the standard deviation;
and
(2) 0.80 times the characteristic strength; or(b) The average strength of all the samples is less than the
characteristic strength plus.(1.65-3/sqmt. (number of samples) times the standard deviation.
3.001.65 --------------- x standard
deviation No of samples
Concrete, which does not meet the strength requirements as specified but has strength greater than that required may, at the discretion of the designer, be accepted as being structurally adequate without further testing.
If the concrete is deemed not comply the structural adequacy, of the parts affected shall be investigated and any consequential action as needed shall be taken.
Concrete of each grade shall be assessed separately.Concrete shall be assessed daily for compliance.Concrete is liable to be rejected if it is porous or honey-
combed; its placing has been Interrupted without providing a proper construction joint (or)
been met. However, the hardened concrete may be accepted after carrying out suitable measures to the satisfaction of the Engineer.
4.13.3.4: CORE AND LOAD TESTS:Inspection: Immediately after stripping the formwork, all concrete shall be carefully inspected and any defective work or small defects either removed or make good before concrete has thoroughly hardened.
In case of doubt regarding the grade of concrete used, either due to poor workmanship on based or results of cube strength tests, compressive strength tests of concrete and/or load test may be carried out.A) CORE TEST:
The points from which cores are to be taken and the number of cores required shall be at the discretion of the Engineer and shall be representative of the whole of concrete concerned. In no case, however, shall fewer than three cores be tested.
Cores shall be prepared and tested as described in IS: 516-1959.Concrete in the member represented by a core test shall be considered
acceptable if the average equivalent cube strength of the cores is equal at least 85 percent of the cubes strength of the grade of concrete specified for the corresponding age and no individual core has a strength less than 75 percent.
In case the core test results do not satisfy the requirements of or where such tests have not been done, load test may be resorted to.B) LOAD TESTS ON PARTS OF STRUCTURES:
Loading tests should be carried out as soon as possible after expire of 28 days from the time of placing of concrete.
The structure should be subjected to a load equal to full dead load of the structure plus 1.25 times the imposed load for a period of 24 hours and then the imposed load shall be removed.NOTE: Dead load includes self-weight of the structure members plus weight
of finishes and walls of partitions, if any, as considered in the design.
The deflection due to imposed load only shall be recorded. If within 24 hours of removal of the imposed load, the structure does not recover at least 75 percent of the deflection under superimposed load, the test may be repeated after a lapse of 72 hours. If the recovery is less than 80 percent, the structure shall be deemed to be unacceptable.4.13.4. ACCEPTANCE CRITERIA:
Two sets of criteria for demonstrating that the concrete as produced and casted either complies or does not comply with the IS: 456-1978 requirements for concrete quality.
a) Requirements of strength, andb) Requirements of workmanship.
Compression strength: When both the following conditions are met, the concrete complies with the specified compressive strength:a) The mean strength determined from any group of four consecutive samples should exceed the specified characteristic compressive strength.b) Strength of any sample is not less than the specified characteristic compressive strength minus 3 MPa.
4.13.5. REJECTION CRITERIA: Concrete is liable to be rejected if it is a) Porous or honey-combed, (due to incorrect mix proportion or improper compaction techniquesb) Its placing has been interrupted without providing proper construction joint.
c) The reinforcement has been displaced beyond the tolerance have not been.d) If the core tests / load test does not yield the results.e) If the strength of the concrete produced and tested does not yield the strength requirements of the code.f) If the test results of the test cubes obtained as per IS: 1199 and tested as per IS:516 does not yield the strength requirements of the code accordance criteria, the Engineer-in-charge with the consultation of the Designer will consider the technical consequences such as durability, strength, serviceability, economic consequences, cost replacement, cost of strengthening the weak point etc.,
However, the hardened concrete shall be accepted only after carrying out suitable remedial measures to the satisfaction of the Engineer-in-charge.4.14. UNACCEPTABLE WORK:
All defective concreting work including but out limited to defects arising out of honey combing, under sizing, under strength etc., are liable to be demolished and rebuilt by the contractor at his cost. In the event of such work being accepted by carrying out repairs etc., as specified by the Engineer the cost of repairs shall be borne by the contractor. Acceptance of such works will be in accordance with the provisions of IS: 456-1978.
Visible defects noticed in the workmanship and quality, which could be rectified through remedial measures, shall be rectified to the satisfaction of the Engineer.
Deficiency in workmanship which is considered to be attributable to some inadequacy in concrete production or concrete haulage, or concrete placement method, or compaction, should be got remedied from the contractor by the Engineer through additional inputs and up gradation of methodology and work taken up subsequently only when the needed augmentation has been done. If the subsequent work is within acceptable level, steps should be taken to remedy the defects noted in the earlier work through appropriate measures. After the defects have been remedied to the satisfaction of Engineer and provided that the inputs (cement, aggregates,
water etc.,) are within the specified quality standards, the concerned work shall be accepted.
In case the Engineer observes basic and serious deficiencies in the quality of inputs and outputs as well as in the workmanship, revealed through perusal of test records and visual inspection as well including say, examination of cores (taken from in situ concrete lining), as also serious inadequacies in construction equipment and job facilities in enforcing the technical specifications, such portions of works shall be rejected and not accepted for any payment. In the absence of any positive measures to strengthen these structures/works, the Engineer may arrange for their demolition and reconstruction.
There could be portions of work/works, where some sort of slight transgression of specification quality levels has taken place and which is not feasible of rectification in full. In case it is determined that the integrity of such portions of work is not significantly impaired and that the functional capability can be assured, consideration may be given by the Engineer (subject to full satisfaction of the Engineer) to accept these at reduced payment to the contractor instead of demolishing the concerned portion of work and reconstructing it.4.15. CONCRETING UNDER SPECIAL CONDITONS:4.15.1. CONCRETE UNDER WATER
When it is necessary to deposit concrete under water, the methods, equipment, materials and proportions of mix to be used shall be got approved from the Engineer before any work is started. Concrete shall contain 10 per cent more cement than, that required for the same mix placed in the dry.
Concrete shall not be placed in water having a temperature below 5 degrees Celsius. The temperature of the concrete, when deposited, shall not be less than 16 degrees Celsius, nor more than 40 degrees Celsius.
Cofferdams or forms shall be sufficiently that to ensure still water conditions, if practicable, and in any case to reduce the flow of water to less than 3 meters per minute through the space into which concrete is to be deposited. Cofferdams or forms in still water shall be sufficiently tight to prevent loss of mortar through the joints in the walls. Pumping shall not be done while concrete is being placed or until 24 hours thereafter. To minimise the formation of laitance, great care shall be exercised not to disturb the concrete as far as possible while it is being deposited.
All under water concreting shall be carried out by Tremie method only, using Tremie of appropriate diameter. The number and spacing of the tremles should be worked out to ensure proper concreting. The tremie concreting when started should continue without interruption for the full height of member being concreted. The concrete production and placement equipment should sufficient to enable the underwater concrete to be completed uninterrupted within the stipulated time. Necessary stand-by equipment should be available for emergency situation.
The top section of the tremie shall have a hopper large enough to hold one full batch of the mix or the entire contents of the transporting basket as the case may be. If tremie pipe shall not be less than 200 mm in diameter and shall be large enough to allow a free flow of concrete and strong enough to withstand the external pressure of the water in which it is suspended, even if a partial vacuum develops insider the pipe. Preferably, flanged steel pipe of adequate strength for the job each tremie pipe with its hopper at the upper end. Unless the lower end of the pipe is equipped with an approved automatic check valve, the upper end of the pipe shall be plugged with a wadding of gunny sacking or other approved material before delivering the concrete to the tremie pipe through the hopper, so that, when the, concrete is forced down from the hopper to the pipe it will force the plug (and along with if any water in the pipe) down the pipe and out of the bottom end, thus establishing a continuous stream of concrete. It will be where only in raise slowly the tremie in order to allow a uniform flow of concrete, but it shall not be emptied so that water is not allowed to enter above the concrete in the pipe. At all times after placing of concrete is started and until all the required quantity has been placed, the lower of the tremie pipe shall be kept below the surface of the plastic concrete. This will cause the concrete to build up from below instead of flowing out over the surface and thus avoid formation at large of sustime. If the sand in the tremie is lost while depositing the tremie shall be raised above the concrete surface and unless sealed by a check value, it shall be re-plugged at the top end, as at the beginning before refilling for depositing further concrete.4.15.2. COLD WEATHER CONCRETING.
Where concrete is to be deposited at or near freezing temperature, precautions shall be taken to ensure that at the time of placing, it has a temperature of not less than 5 degrees Celsius and that the temperature of the concreting shall be maintained above 4 degree Celsius until it has thoroughly hardened. When necessary concrete ingredients shall be heated before mixing but cement not be heated artificially other than by the heat transmitted to it from other ingredients of the concrete. Stock-piles aggregate may be heated by the use of dry heat or steam. Aggregates shall not be heated directly by gas or on sheet metal over fire. In general the temperature of aggregates or water shall not exceed 65 degrees Celsius. Salt or other chemicals shall not be used for the prevention of freezing. No frozen material or materials containing ice shall be used. All concrete damaged by frost shall be removed. It is recommended that concrete exposed to freezing weather shall have entrained air and the water content of the mix shall not exceed so litres per 50 kg of cement.4.15.3. HOT WEATHER CONDITIONS
When depositing concrete in very hot water precautions shall be taken so that the temperature of wet concrete does not exceed 40 degrees Celsius while placing. This shall be achieved by stacking aggregate under the shade and keeping them moist, using cold water, reducing the time between mixing and placing to the minimum, cooling form work by sprinkling water, starting curing before concrete dries out and restricting concreting as far as possible to early morning and late evenings. When ice is used to cool mixing water, it
will be considered a part of the water in design mix. Under no circumstances shall the mixing operation be considered complete until all ice in the mixing drum has melted.
The contractor will be required to state his methodology for the Engineer's approval when temperatures of concrete are likely to exceed 40 degrees Celsius during the work.4.16. INSPECTION AND TESTING OF STRUCTURES:
Immediately after stripping the formwork, all concrete shall be carefully inspected and any defective work or small defects either removed or made good before concrete has thoroughly hardened. In case of doubt regarding grades of concrete used, either due to poor workmanship or based on results of CUBE STRENGTH TESTS, Compressive strength tests on concrete structural elements shall be done as specified in clause 16.3 - for core test and as specified in clause 16.5 - for Load tests on the part of the structures.4.17. FINISHING:4.17.1. GENERAL
Immediately after removal of forms, exposed bars or bolts, if any, shall be cut inside the concrete member to a depth at least 50 mm below the surface of the concrete and the resulting holes filled with cement mortar. All fins caused by form joints all cavities produced by the removal of form ties and all other holes and depression honey comp spots, broken edges or corners and other defects, shall be through, cleaned, saturated with water, and carefully pointed and rendered with mortar of cement and fine aggregate mixed in the proportion used in the grade of concrete that is being finished and of as dry a consistency as is possible to use. Considerable pressure shall be applied in filling and pointing to ensure through filling in all voids. Surfaces, which have been pointed, shall be kept moist for a period of 24 hours. Special pre-packed proprietary mortars shall be used where appropriate or where specified in the drawing.
All construction and expansion of joints in the complete work shall be left carefully tooled and free from any mortar and concrete. Expansion joint filler shall be left exposed for its full length with clean and true edges.
Immediately on removal of forms, the concrete work will be examined by the Engineer before any defects are made good.
a) The work that sagged or contains honeycombing to an extent detrimental to structural safety or architectural appearance will be rejected.
b) Surface defect of a minor nature shall be made good as directed by the Engineer-in-charge.
4.17.2. CONCRETE SURFACE IRREGULARITIESa) General: Bulges, depressions and offsets are defined as concrete
surface irregularities. .Concrete surface irregularities are classified as 'abrupt' or 'gradual' and are measured relative to the actual concrete surface.
b) Abrupt surface irregularities: Abrupt surface irregularities are defined herein as offsets such as those caused by misplaced or loose forms, loose knots in form timber, or other similar forming faults. Abrupt surface irregularities are measured using a short straight edge, at least 150 cm look, held firmly against by direct measurement.
c) Gradual surface irregularities are defined herein as, bulges and depressions resulting in gradual changes on the concrete surface. Gradual surface irregularities are measured using a template conforming to the design profile of the concrete surface being examined. Templates for measuring gradual surface irregularities shall be provided by the contractor. Templates shall be at least 2.5 m in length. The magnitude of gradual surface irregularities is defined herein as a measure of the rate of change in slope of the concrete surface.
d) The magnitude of gradual surface irregularities on concrete surface shall be checked by the contractor to ensure that the surfaces are within specified tolerances. The engineer will also make checks of hardened concrete surface as deemed necessary to ensure compliance with these specifications. Templates for these surface shall be furnished by the contractor free of charge and shall be available for use by the Engineer at all times.
4.17.3.1. REPAIR OF CONCRETEGENERAL
(a) Repair of concrete shall be performed by skilled workers and in the presence of an Engineer-in-charge. Repairs and correction of all imperfection on formed concrete shall be completed as soon as practicable after removal of forms and within 25 hours after removal of forms. Concrete that is damaged from any cause and concrete that is honey combed, fractured on otherwise defective and concrete, which because of excessive surface depressions, must be excavated and built up to bring the surface to the prescribed lines, shall be removed and replaced by dry pack mortar or concrete as hereinafter specified. Where bulges and abrupt irregularities protrude outside the limits specified the protrusions shall be reduced by bush hammering and grinding or that the surfaces are within the specified limits.
(b) Before repair is to commence, the methods proposed for the repair shall be approved by the Engineer. Routine curing should be interrupted only in the area of repair operations.
4.17.3.2. METHODS OF REPAIRSFOR NEW WORKS FOUR METHODS ARE USED AS UNDER :
a) Dry Pack Method:This methods should be used for holes having a depth nearly a depth
nearly equal to, or greater than the least surface dimensions; for cone bolt, and bolt and grout absorb holes, and narrow bolts cut for the repair of cracks.
Dry pack should not be used for relatively shallow depressions where lateral restraint cannot be obtained; for filling in back of considerable lengths of exposed reinforcement; nor for filling holes which extend entirely through the wall, beam etc,
b) i. Concrete Replacement MethodConcrete repairs made by bonding concrete to repair area (without use
of an epoxy bonding agent or mortar grout applied on the prepared surface) should be made when the depth of the area exceeds 15 cms and the repair will be of appreciable continuous area, as determined by the Engineer.
Concrete repairs should also be used for holes extending entirely through concrete sections, for holes in which no reinforcement is encountered and which are greater in area than 900 Sq.cms, and deeper than 10 cms., and in reinforced concrete for holes greater than 1400 sq. cms. The engineer may also permit Epoxy bonded concrete repair as an alternative to concrete repair.
ii) Mortar Replacement MethodPortland cement mortar may be used for repairing defects on surface
not prominently exposed where the defects are too wide for a dry pack filling, the defects are too shallow for concrete filling and where they are not deeper than the far sider of the reinforcement, that is nearest the surface.
iii) Epoxy MethodA thermo setting plastic known as epoxy can be used as a bonding
medium whenever long time curing of conventional concrete cannot be assured. Epoxies can be used to bond new concrete or mortar to old concrete when ever the depth of repair is between about 3.75 cm and 15 cm. Also epoxy mortars of fine sand as well as plain epoxy are suitable for concrete repair work and should be used whenever every thin patch is to placed or immediate reuse of the epoxy is required or where moist curing cannot be effectively accomplished. Preparation for epoxy bonded repairs should in general be identical to that for other concrete repairs except that every effort should be made to provide surfaces thoroughly dry. Drying of the immediate surface for at least 24 hours and warming to temperature between 180 to 27o
C are essential for proper application of epoxy-bonded repairs. Preparation for the use of epoxy mortars should include thorough cleaning and drying of the areas to be repaired. A wash of dilute (1:4) muriate acid rinsing with clean water and subsequence drying is desirable, where feasible. If acid wash is not feasible, preparation may be accomplished as for other concrete repairs with final cleanup being by means sandblast method, followed by air water jet washing and thorough drying. Only trained personnel shall carry out epoxy repairs.(C) REMOVAL OF CONCRETE:
All concrete of questionable quality should be removed. It is better to remove too much concrete than too little because affected concrete generally continue to disintegrate and while the work is being done it costs but little more to excavate to ample depth. Moistening, cleaning, surface drying and complete curing are of utmost importance when making repairs which must
be thoroughly bonded, watertight and permanent. Surfaces within trimmed holes should be kept continuously wet for several hours, preferably overnight prior to placing new concrete, Immediately, before placement of the filling, the holes should be cleaned so as to leave to a surface completely free from chipping dust, dried grout and all other foreign materials. Final cleaning of the surfaces to which the new concrete is to be bonded should be done by wet sand blasting followed by washing with air water jet for thorough cleaning and drying with an air jet. Care should be taken to remove any loose materials embedded in the surface by chisels during the trimming and to eliminate all shiny spots indicating free surface moisture. Cleaning of the steel if necessary should be accomplished by sand blasting. The Engineer shall approve the prepared surface.(D) DRY PACK OF CONCRETE:
For this method of repair, the holes should be sharp and square at the surface edges, but the corners within the boles should be rounded. Especially when water tightness is required. The interior surfaces of holes left by cone bolts, the bolts etc. should be roughened to develop an effective bond. Other holes should be under cut slightly in several places. Holes for dry pack should have a minimum depth of 25mm.(E) CONCRETE REPLACEMENT:
i) Holes should have minimum depth of 100 mm in new concrete and the minimum area of repair should be 500 sq. cms for reinforced and 1000 sq.cm for un-reinforced concrete.
ii) Reinforcement bars should not be left partially embedded. There should be a clearance of at least 25 mm around each exposed bar.
iii) The top edge of the face of the structure should be cut to a fairly horizontal line. If the shape of the defect males it advisable the top of the cut may be stepped down and continued on a horizontal line. The top of the hole should be cut 1 to 3 upward stop from the back towards the face of the wall on beam. It may be necessary in fill the hole from both sides, in which case the slope of the top of the cut should be modified accordingly.
iv) The bottom and sides of the holes should be cut sharp and approximately square with the face of the wall when the hole goes entirely through concrete section. Spalls or feather edges shall be avoided by having chippers worked from both faces. All interior corners should be rounded to maximum radius of 25 mm.
(F) MORTAR REPLACEMENT:When mortar gun is used with this method, comparatively shallow
holes should be flared outwardly at about 1 to 1 slope to avoid inclusion of rebound. Corners within the holes should be rounded. Shallow imperfections in new concrete may be repaired by mortar replacement if the work is done promptly after removal of the forms and while the concrete is still green for instance, when it is considered necessary to repair the peeled areas resulting from surface material sticking to steel forms the surfaces may be filled using mortar gun without further trimming or cutting. Whenever hand placed
mortar replacement is used, edges of chipped out areas should be squared with the surface leaving no feather edges.
Best results with replacement mortar are obtained when the mortar is pneumatically applied using a small mortar gun. After the areas to be repaired have been cleaned and surface dried, the mortar shall be applied immediately. No initial application of cement, cement grout etc. is to be made. The mix proportion shall be I part cement to 4 parts natural sand by dry volume or weight. Well graded sand passing No.16 screen shall give best results. Cement and sand shall be mixed with water to approximately the same consistency as for dry pack repair.
For repairs of more than 2.5 cm depth, the mortar shall be applied in layers not more than about 20mm. thick to avoid nagging and loss of bond. After completion of each layer, a time of about 30 minutes shall be allowed before the next layer is placed. This time shall be so adjusted that the mortar of the previous layer does not get dry;G) USE OF DRY PACK MORTAR:
The Surface after preparing should be thoroughly brushed with a stiff mortar or grout barely wet enough to thoroughly wet the surface after which the dry pack material should be immediately packed into place before the bonding grout has dried. The mix of bonding grout shall be I to I cement and fine sand mixed to a consistency like thick cream. Under no circumstances should bonding coat be wet enough or applied heavily enough to make the dry pack material more than very slightly rubbery. Dry pack is usually a mix (by dry volume or weight) of one part of cement to 1 1/2 part of sand.4.18. MEASUREMENT AND PAYMENT4.18.1 MEASUREMENT:
(a) Except or otherwise especially provided for in the specifications, measurement of concrete for payment shall be made on the basis of the volume of concrete calculated as contained with in the concrete out lines shown on the relevant drawings.
(b) Measurement for payment for the concrete laid in pockets in the foundation shall be made on the basis of the volume of the pockets filled.
(c) No measurements shall be made for the concrete backfill beyond the minimum lines of excavation shown on the drawings except where such payment is specifically authorized. Measurement of concrete shall be made after deducting the volume of all recesses, passageways, chambers, openings, cavities and depressions, but without deductions for round or beveled edges or space occupied electrical conducts and reinforcement.
(d) Concrete in bridges, sidewalls, kerbs and parapets in full length of the structure and block-outs etc., shall be measured on the relevant drawings.
4.18.2. RATE
a) The unit rate for concrete shall include the cost of all materials, labour, tools and plant required for mixing, placing in position, vibrating and compacting, finishing as per directions of the Engineer, curing and all other incidental expenses for producing concrete of specified strength to complete the structure or its components as shown on the drawings and according to these specifications. The rate shall also include the cost of providing, fixing and removing of all centering, scaffolding formwork requirement for the work unless otherwise specified in the contract.
(b) The unit rate also includes the cost of dewatering, diversion and protection work as may be necessary during and after concreting work.
(c) All expenses likely to be incurred by the contractor in transporting materials supplied to him to the site of work, the expenses incurred improving the quality of materials to acceptable levels (such as screening, washing etc.) and the expenses incurred in proper storage of materials as directed by the Engineer are deemed to be included in the unit rate.
(d) Payment of the various classes of concrete shall be made on the basis of unit rate per cubic metre entered in respective items in the Schedule 'A'.
(e) In respect of cross drainage structures, even if these shall be completed to the specified quality standards, they will not qualify for full payment until and unless the respective in fall and outfall channels are duly excavated and graded as per design requirements. Payment of the value of work done on cross drainage structures shall not be released until the above requirements are met.
(f) For reinforced concrete works, the cost of steel and its fabrication changes are not included in the unit rate.
4.20. STEEL REINFORCEMENT4.20.1. GENERAL:
a) This section covers specifications for providing steel reinforcement to Bridges. Under Tunnels, Aqueducts, Super passages retaining walls, Canal Side Walls, Inlets, Outlets, Head Walls, Cut of walls, cross Regulators, Off-take Sluices and of other similar Structures.
b) A list of IS codes applicable is finished below:LIST OF I.S. CODES:I.S. 456-1978 Code of practice for plain and Reinforced ConcreteI.S.1786-1985 Specification for High Strength deformed Steel bars and
wires for concrete reinforcement.I.S. 432 1982 Specifications for mild steel and medium tensile steel
bars for concrete(Part-I) reinforcement and hard drawn steel wire.
I.S. 818-1968 Code of practice for safety and healthy requirement and gas welding and cutting operations.
I.S.3016-1986 Code of practice for fire precautions in welding and cutting operations.
I.S. 280-1978 Mild Steel wire for general Engineering purposeI.S. 2502-1963 Code of practice for bending and fixing of bars for
concrete reinforcement.I.S. 9417-1989 Recommendations for welding cold worked bars for
reinforced concrete construction.I.S. 2751-1979 Welding of mild steel plain and deformed bars for
reinforced Construction.I.S. 814-1991 Covered electrodes for manual metal are welding of
carbon and carbon manganese steel.I.S.1278-1972 Filler rods and wires for gas welding.
In addition to the above Indian Standard specifications, wherever necessary, the specifications prescribed in APSS shall also be followed.4.20.2. SCOPE:
Supplying, fabrication and placing grills of M.S./HYSD Reinforcement of different diameter including cost and conveyance of Reinforcement bars sampling, testing, binding wire, cleaning, cutting, bending, welding, tying the grills and placing them in position with necessary chairs and cover blocks including all leads, lifts delifts and all other operations necessary to complete the finished item of work as per drawings, specifications and as directed by the Engineer-in-charge.
4.20.3. MATERIALS:i) The provisions of schedule 'D' shall apply.ii) Cutting, Bending and Binding of Reinforcement:(a) Reinforcing steel shall conform accurately by the dimensions given
in the bar bending schedules shown on relevant drawings.(b) Bars shall be bent to the specified shape and dimensions by the
bender by hand or power to attain proper radii of bends as shown in drawings or as directed by the Engineer.
(c) Bars shall not be bent or straightened in a manner that will injure the material.
(d) Bars bent during the transport or handling shall be straightened before being used on work, they shall not be heated to facilitate bending.
(e) "U" hooks shall invariably be provided at the end of each bar, if specified in Drawing or ordered by the Engineer. The radius of the bend shall not be less than twice the diameter of round bar and the length of the straight part of the bar beyond the end of the curve
shall be at least four times the diameter of the round bar. In the case of bars, which are not round, and in the case of deformed bars, the diameter shall be taken as the diameter of a circle having an equivalent effective area.
(f) The hook shall be suitably encased to prevent any splitting of the concrete.
4.20.4. PLACING OF REINFORCEMENT:(a) Before the reinforcement is placed, the surface of the bars and the
surfaces of any metal bar supports shall be cleaned of the rust, loose mill scale, dirt, grease and other objectionable foreign substances.
(b) All reinforcing bars shall be securely held in position during placing of concrete by annealed binding wire, and by using stays, blocks or metal chairs, spacers, metal hangers, supporting wires or other approved devices, at sufficiently close intervals.
(c) Wire for binding reinforcement shall be soft and annealed mild steel of 16 SWG and shall conform to IS: 280-1978. Binding wire shall have tensile strength of not less than 5600 Kg/CM2. and an yield point of not less than 3850 Kg/CM2.
(d) Bars shall not be allowed to sag between supports. They shall not be displaced during concreting or any other operation over the work.
(e) The contractor shall also ensure that there is no disturbance caused to the reinforcing bars already placed in concrete.
(f) All devices used for positioning shall be of non-corrodible material. Metal supports shall not extend to the surface of the concrete, except where shown on the drawing. Pieces of broken stone or brick and wooden blocks shall not be used. Where portions of such supports will be exposed on concrete surfaces designated to receive F2 or F3 finish, the exposed portion of support shall be galvanized or coated with other corrosion resistant materials without which the concreting will not be permitted. Such supports shall not be exposed on surfaces designated to receive F4 finish unless otherwise shown on the drawings.
(g) Placing of layers of freshly laid concrete in work progresses for adjusting bar spacing shall not be allowed.
(h) Layers of bars shall be separated by space bars, pre-cast blocks or other approved devices.
i) Reinforcement after being placed in position shall be maintained in a clean condition until completely embedded in concrete. Special care shall be taken to prevent any displacement of reinforcement in concrete already placed.
j) To protect reinforcement from corrosion, concrete cover shall be provided as indicated on the drawings. All bars protruding from concrete and to which other bars are to be spliced and which are
likely to be exposed for an indefinite period shall be protected by thick coat of neat cement grout.
(k) Bars crossing each other, where required, shall be secured by binding wire (annealed) of size not less than 1 mm dia and conforming to IS.280-1978 in such a manner that they do not slip over each other at the time of fixing and concreting.
(l) As far as possible, bars of full length shall be used. In case this is not possible, overlapping of bars shall be done as directed by Engineer. When practicable, overlapping bars shall not touch each other, but be kept apart by 25mm or 1 1/4 times the maximum size of the coarse aggregate whichever is greater, by concrete between them where, not feasible. Overlapping bars shall be bound with annealed steel wire, not less than 1mm thickness twisted tight. The overlaps shall be staggered for different bars and located at points, along the span where neither shear nor bending moment is maximum.
(m) The minimum allowable clearance between parallel round bars shall not be less than 1 1/2 times the diameter of the larger bars and for square bars shall not be less than twice the side dimensions of the larger bars or 1 1/2 times, the maximum size aggregate whichever is greater.
(n) Dissimilar diameter rods should not be joined together.4.20.5. SPLICING:
(a) Where it is necessary to splice reinforcement the splices shall be made by lapping, by welding or by mechanical means.
(b) When permitted or specified on the drawings, joints of reinforcement bars shall be but welded so as to transmit their full strength, welding of bars shall be done as directed by the Engineer and conforming with requirements of Clause. 11.4 of IS: 456-1978. or reinforcement placing.
(c) Reinforcing bars 25mm in diameter and less may be either lapped or Butt-welded, whichever is the most practicable.
(i) But welding of reinforcing bars shall be performed either by the gas pressure or flash pressure welding process or by the electric arc methods under cover from weather.
(ii) Welded pieces of reinforcement shall be tested at the rate of 0.5% of total number of joints welded. Specimen shall be taken from the actual site of work. Strength of the weld provided shall be at least 25% higher than the strength of bar.
(d) Welded joints of splices shall preferably be located at points where steel will not be subject to more than 75% of the maximum permissible stresses and welds so staggered that at any section not more than 20% of rods are welded. Approval of such additional splices will generally be restricted to splices not closer than 8 meters in horizontal bars or 4 meters in vertical bars measured between mid point of laps.
4.20.6. COUPLING OF BARS:a) Wherever indicated on the drawings or desired by the Engineer to
use mechanical couplings for reinforcing bars, bars shall be joined by couplings which shall have across-section sufficient to transmit the full strength of bars. The ends of bars that are joined by coupling shall be for sufficient length, so that the effective cross-section of the base threads is not less than the normal cross-section of the bar. The threads shall be standard whit worth threads. Steel for couplings shall conform to IS.226. The contractor shall submit samples of the proposed coupling to the Engineer for approval not less than 60 days prior to their proposed use.
ii) If it is proposed to use welded splices in reinforcing bars, the equipment, the material and all welding and testing procedure shall be subject to the approval of the Engineer. The Contractor shall also carryout test welds as required by the Engineer. No extra rate will be paid for welding reinforcement test-welds as tender rate in schedule-A is inclusive of this item.
iii) For welded splices for reinforcing bars conforming to IS.1786-1985, welding shall be done in accordance with IS: 9417-1979. For reinforcing bars conforming to IS: 432 (Part-I) -1982, welding shall be done in accordance with IS: 2715 1979. Electrodes for manual metal arc welding shall conform to IS: 814 (Part-II) 1974 and IS: 814 (Part-II) 1974. Mild steel filler rods of Oxy-acetylene welding shall conform to IS: 1278-1972 provided they are capable of giving a minimum butt weld tensile strength of 41 Kg/mm2.
iv) Only electric arc welding using process which excludes air from the molten metal and conforms to any or all other special provisions for the work shall be accepted. Suitable means shall be provided for holding the bars securely in position during welding. It must be ensured that no voids are left in welding and when welding is done in two or three steps, previous surfaces shall be cleaned well. Ends of bars shall be cleaned of all Iron, Scale, rust, grease, paint and other foreign matter before welding.
b) Reinforcing bars of 20 mm in diameter and larger may be connected by butt welding provided that lapped splices will be permitted if found to be more practical than butt welding and if lapping does not encroach on cover limitation or hinder concrete.
4.20.7 CARE OF PLACED REINFORCEMENT AND CONCRETE:a) Where reinforcement bars are bent aside at construction joints and
afterwards bent back into their original position, care shall be taken to ensure that at no time the radius of the bend is less than 6 x diameter for deformed bars and 4 x diameter for plain mild steel bars. Care shall also be taken, when bending such bars, to ensure that the concrete around the bars is not damaged.
4.20.8 .TOLERANCES:
a) As specified in clause 11.3 of IS : 456-1978 unless otherwise specified by the Engineer, reinforcement shall be placed within the following tolerances.
i) For effective depth 200mm or less = + 10 mmii) For effective depth more than 200 mm + 15 mmb) The cover shall in no case be reduced by more than one third of
specified cover or 5mm which ever is less.4.20.9. DOWELS:
a) The dowels shall be of the same H.Y.S.D. bars of grade Fe 415 conforming to I.S. 1786-1985 as used for reinforcement.
b) Details for dowels shall be as shown on the drawings or as directed by the Engineer.
c) Dowels shall be placed in the concrete where shown on the drawings or where directed and will be inspected for compliance with requirements as to size, shape, length, position, and amount after they have been placed, but before being covered by concrete.
d) Before the dowels are embedded in concrete, the surfaces of dowels shall be cleaned of all dirt, grease or other foreign substances, which in the opinion of the Engineer are objectionable.
e) The dowels shall be accurately placed and secured in position so that they will not be displaced during the placing of the concrete.
4.20.10.MEASUREMENT AND PAYMENT:A) MEASUREMENT:
Measurement for payment, for furnishing and placing reinforcing bars will be made only on the calculated weight of the bars placed in concrete, in accordance with the drawings or as directed by the Engineer.
b) The calculated weight for reinforcing bars shall be determined as follows:
i) Reinforcement shall be measured in length separately for different diameters as actually used in the work excluding overlaps. Length shall include hooks at ends.
ii) From the length measured, weight of reinforcing bars shall be calculated on the basis of weights specified in the table in schedule 'D'.
iii) Wastage, overlaps, couplings, welded joints, spacer bars, dowels and annealed steel wire for binding shall not be measured and the cost of these items shall be deemed to have been included in the rates for reinforcement.
iv) The unit for payment shall be one metric tone weight of steel.C) PAYMENT RATE:
The tender rate in the schedule-A for reinforcement shall include cost of steel, sampling and testing binding wire or welding material at site of work, its cutting, bending, cleaning, placing, binding or welding and fixing in position as shown on the drawings and as directed by the Engineer. The unit rate shall also include cost of all devices for keeping reinforcement in approved position, cost of jointing as per approved methods and all wastage, overlaps, dowels, binding wire or welding material and spacers of bars and cost of all incidental operations necessary to complete the work as per drawings and as per specifications.5.0. CANAL LINING5.1. GENERAL:
(a) These specifications apply to:Clearing site, preparation of sub grade in soils and rock, providing under drainage, pressure relief arrangements, anti salt treatment, placing model sections, laying plain cement concrete with machine crushed hard broken graded quartzite/granite/other than granite metal of 40 mm/20 mm maximum nominal size and using cement level of not less than 250 kgs. per cubic meter of concrete to yield a 28 days characteristic compressive strength specified based on laboratory tests for bed and sides respectively using conventional placement of concrete lining.
(b) If during construction, it is found necessary to after the canal sections and side slopes without altering the thickness of lining, the contractors shall be informed in writing of such changes. The rates quoted being on one square meter basis for specified thickness, the contractor shall have to execute the work at the same tender rates as quoted in schedule-A without any extra claim for change in the section of canal.
(c) The scope of work also includes the following :i) Dewatering the canal section for preparing the base for lining and
for laying concrete lining.ii) Providing necessary, under drainage arrangements consisting of
longitudinal and transverse drains, pressure relief valves as per drawings.
iii) Providing filter materials of approved quality as per designs.iv) Bed and side lining of the grade as specified in the schedule=A i.e.
cement concrete with machine crushed hard broken graded Quartzite/granite/other than granite metal of 40 mm/20mm nominal size and using cement of not less than 250 kgs/cum of concrete to yield a characteristic compressive strength specified based on laboratory tests respectively.
v) Providing grooves for joints by cutting the concrete to the required depth and with as per drawings.
vi) Curing
vii) filling joints :5.2. APPLICABLE PUBLICATIONS
All concrete, its constituents, methods and procedures of manufacture shall conform to Indian Standard Specifications and other publications listed below unless otherwise specified.
Indian Standards.1. IS: 456-1978 Code of practice for plain and reinforced concrete (Second
Revision) (Amendment No.1)2. IS: 3873-1978 Code of practice for laying in-situ cement concrete
lining of canals (First Revision).3. IS: 2505-1980 General requirements for concrete vibrators
immersion type.4. IS: 2506-1985 General requirements for screed board concrete
vibrators.5. IS: 3366-1965 Specification for Pan vibrators.6. IS: 3558-1983 Code of practice for use of immersion vibrators for
consolidating concrete.7. IS: 4558-1983 Code of practice for under drainage of lined canals
(First Revision).8. IS: 5256-1968 Code of practice for sealing joints in concrete lining
on canals.9. IS: 3085-1965 Methods of test for permeability of cement mortar
and concrete.10. IS: 1199-1959 Method of sampling and analysis of concrete.11. IS: 516-1959 Method of tests for strength of concrete
(Amendment No.1)12. IS: 5529-1985 Code of practice for In-situ permeability test.
(Part 1 & 2)13. IS: 9103-1979 Specifications for admixtures for concrete.14. IS: 2720-1980 Methods of test for soils Determination of water
content-dry density relation using light compaction (Second Revision).(Part. 7)
In addition to the above I.S. codes, the specifications of A.P.S.S. and manual for quality control and Inspection shall also be complied with.5.3. PREPARATION OF SUBGRADE:5.3.1. SCOPE
Preparation of sub grade (Back filling in canal side and bed lining with CNS soils of approved quality obtained from available canal spoil including cost and conveyance of soils, clearing the site, dewatering if necessary, treatment of the soil laying moistering compacting to 98% proctor's density with suitable compacting equipment, trimming, all water leads, leads lifts,
delifts and all the operations necessary to complete the finished item of work to specifications, as per drawings and as directed by the Engineer-in-charge.5.3.2. CLEARING SITE:
The area proposed for lining the canal as a whole shall-be cleared of all objectionable material. Any waste material contained from such site clearance shall be disposed off in a manner directed by the Engineer. The cost of this operation shall be deemed to have been covered under the rates quoted for canal lining.5.3.3. GENERAL:
The provisions of this Para shall apply to the preparation of all sub grade upon which concrete lining it to be laid.
The work of trimming canal section up to the under side of concrete lining and preparing sub-grade for concrete placement includes removal of ground section. Ground equivalent to thickness of lining on sides and in bed on the underside of lining should be left un-excavated and the removal of this ground should be done prior to laying of lining but in no case, should the time interval exceed 3 days in normal weather and two days in adverse weather conditions.
It shall be ensured that the sub grade is made thoroughly moist with fine water spray, through deployment of proper nozzles, to a depth of about 15 cms to prevent it from absorbing water from the freshly laid concrete.
Soil in all reaches should be tested for salt content before lining is started. Where the salt content is over one percent or sodium sulphate is over 0.36 percent, the sub grade should first be covered with about 2 mm thick layer of bitumen if ordered by the Engineer. It shall be treated in accordance with para 4.3 of IS: 873-1978.
Preparation of sub grade for concrete lining shall conform to clause 4.1 to 4.5 of IS 3873-1978.
Wherever rock is over excavated it shall be filled as specified under subsequent paras.
At the end panels of existing lining against which lining is to be laid under these specifications, all these materials shall be removed and all voids beneath the existing lining shall be refilled and thoroughly compacted.5.3.4. SUB-GRADE
(i) Preparation of sub grade consisting of earth.(a) The sub grade shall be prepared, dressed and rolled true to level
and according to the required cross - section of the canal to form a firm compacted bed for the lining.
(b) The contractor shall place selected bedding material, test profile true to the cross - section of the canal at times and places designated by the Engineer to show the adequacy of his construction procedures for laying bedding material. The test sections shall conform to clause 4.5.2 of I.S. 3873-1978. The cost of
this operation shall be deemed to have covered in the rates quoted for side and bed lining.
(c) In other than predominantly sandy reaches where the dry density of the natural soil is not less than 1.8 gms per cubic centimetres initial excavation shall be done upto about 300 mm above the final section and the cutting to final shape shall be done immediately before lining. The compaction shall conform to Clause 4.5.6 of IS 3873 - 1978.
(d) If at any point material of prepared sub grade has been excavated beyond the neat lines required to received to receive lining, the excess excavation shall be filled in horizontal layers with suitable semi pervious soil material compactable with the sub grade material moistened and thoroughly compacted in accordance with CI. 4.5.5 and 4.5.6 of IS 3873 - 1978. Where placing and compacting bedding material is on sloping foundation, the layers may be placed parallel to the surface of the foundation. If at any point, the foundation material is disturbed or loosened during the excavation process or other wise, it shall be moistened if required, and thoroughly compacted by tamping, rolling or other approved methods to form firm foundation for placing the concrete lining. Slope compactors may also be used for effective compaction of subgrade.
(e) In bed, where the dry density of the natural soil is less than 1.8 gm per cubic centimetres and sub soil water is near the sub grade, the consolidation shall be done by under cutting the bed by 7.5 cm and then ploughing upto 15.0 cm below the sub grade level. The loosened soil shall then be re-compacted with suitable devices. All along the canal alignment the rain cuts on the banks shall be filled up with approved soil and shall be compacted adequately to required lines, dimensions and levels.
(f) In bed, where the sub soil water is low, requiring no dewatering and the dry density of the natural soil is less than 1.8 gm per cubic centimetres, the consolidation shall be done by digging the canal upto sub grade level and after loosening the earth below subgrade upto 15.0 cm by disc-harrows, or ploughing and compacting the same to a layer of 11.0 cm. After that, the second layer of 15.0 cm of earth shall be laid over the compacted layer by taking earth from lip cutting and compacting this to a depth of 11.00 cm. The compacted layer of 7.0 cm above the subgrade level shall be removed and the subgrade brought to design profile before laying the lining.
(g) Consolidation on sides shall be done by suitable slope compactors to obtain a minimum dry density of not less than 90%98% of the density at optimum moisture content obtained in accordance with IS: 2720 (Part vii) 1965. Compaction by manual labour shall not be permitted.
(ii) Preparation of subgrade consisting of rock.
(a) The subgrade in rock shall be excavated to the required cross section. Final cutting for 450-600 mm in hard rock shall be carried out by wedging, barring, controlled blasting or trimming with the help of suitable equipment. No extra payment will be made to this.
(b) The bed and side slopes of the canal excavation profile over which the bedding material., under drainage and pressure relief arrangements are to be placed and over laid with lining shall be finished accurately to true and even surfaces and to the dimensions shown on the drawings.
(c) All excavation including over breakages below the lines of the underside of lining shall be back filled as follows:
In slopes: In slopes, the selected bedding material shall be semi pervious materials forming, the bulk of back fill with smaller aggregate filling the voids and a layer of gravel as binding material duly compacted with rammers to form a firm backing for the lining (IS: 3873-1978).
In Bed: In case of bed, the selected bedding material shall be rock spall and chips available from canal cutting duly compacted with Diesel Road Roller to form a firm backing to lining (IS: 3873-1978).
Tolerance in Excavation: Excavated profile provides the final base for lining and tolerances should be compressible to the following:
Departure from established alignment.(+) or (-) 2-mm on straight section(+) or (-) 50 mm of tangents, and(+) or (-) 100 mm of tangents, and(+) or (-) 20 mm Departure from established alignment
The above tolerances shall be negotiated gradually, through smooth transition in a length of 50m. No over-run in excavation. Filling with the materials as directed by the engineer, shall be paid to the contractor.The selected bedding material in the cases of bed and sides of canal profile in normal soils shall be graded filter material compactable with sub grade material and throughly compacted.,
(iii) Preparation of sub grade consisting of expansive soils. (IS : 9451:1995)
a) Field and laboratory experiments shall be carried out to determine the physical, textural, Engineering and chemical properties of the black cotton soils/expansive soils and evaluate the swelling pressures of soils in various reaches to establish the thickness of CNS layer required so that the determination is within the permissible limit.
In respect of the provision of CNS layer is worked out from the consideration of swelling pressure. However the thickness of CNS layer to be provided on slopes shall, in addition, be governed by the construction considerations viz., from rollable with consideration for achieving effective
compaction. However making due allowance for field controls, variations in the properties of CNS materials in the field an optimum thickness of 600 mm normal to the slope shall be used in the channels of discharge) more than 1 cumec. The thickness shall be appropriately decreased to 300 mm (150 mm in small section of less discharges) channels. Filling and compaction of CNS material in such channels shall be done by pad/file and cut method as specified in the drawings.5.3.5.Formation of CNS soils backing to lining for bed and sides of the canal including breaking clods, sectioning, watering, and consolidation with 8- 10 ton power roller to 98% proctor's, density at optimum moisture content including spreading of horizontal layers of not more than 100 to 150 mm thick upto top level of P.C.C. lining.
The surface to receive the filling shall be first cleared free from all roots, vegetation or spoil and then wetted and rolled thoroughly. The C.N.S. soils to be used for filling shall be free form salts or organic or other deleterious matter. All clods of the soils selected shall be broken to small pieces less than 100mm size. No stones cobbles having maximum dimensions more than 100 mm size shall be placed in the fill. Filling shall be done in layers not exceeding the compacted thickness of 100 to 150mm, each layer being watered and compacted before succeeding layer is laid. If the moisture is below the optimum moisture content for the given compaction. Then the required water shall be added by sprinkling. If the moisture content in the soils is more than the optimum moisture content then it shall be allowed to dry down to the optimum moisture content. The moisture content shall be uniform through the layer of material. Compaction shall be achieved by using appropriate power roller. The number of passes shall be determined by testing the density of the compacted soil at site after taking trial compaction for specified passes of the roller. The roller shall be taken close to the sides of the trench. In cases where the compaction by roller is not possible compaction shall be done as specified by the Engineer. Care shall be taken to ensure that over compaction does not take place. The CNS material shall be filled in layers not exceeding the compacted thickness of 100 to 150mm upto T.B.L. and shall be consolidated with 8 to 10ton power roller to the proctor's density of 98% at optimum moisture content. Serrations should be provided in expansive soil to present contact slides between CNS materials and expansive soil. The work shall be tackled in continuous horizontal layers. On resuming work each day or after an interval of few days or when work is not done in continuity the previous layer shall be well raked and water sprinkled over it before the fresh layer is laid and compacted. Special precautions shall also be taken while rolling the spread soil near structures, conduits, slices etc., Quality, control tests shall regularly be carried out to determine the suitability of the soil used for filling and to control moisture contend to ensure that the specified density is obtained. All tests shall be done in accordance with the relevant Indian standards. The frequency of the test shall be as determined by the Engineer-in-charge. The work shall be done to the construction profile.
The canal section including the thickness of the lining shall be excavated in CNS soils and canal sides and bed are trimmed to receive PCC slab lining and cast-in-situ lining respectively.
The soils excavated shall be re-handled and used for forward reach as directed by the Engineer. No extra payment will be made for the excavation of CNS soil in canal section and re-handling the soils as above separately.
i) Gradation of C.N.S Soil1. Clay (less than 2 microns) - 15 to 20%2. Silt (0.06mm-0.002mm) - 30 to 40%3. Sand (2 mm - 0.06mm) - 30 to 40%4. Gravel (Greater than 2mm) - 0 to 10%
(ii) The CNS material shall be non-swelling, with a maximum swelling pressure of 10 KN/m2 when tested in accordance with IS: 2720 (Part-41) - 1977 at field moisture content oven dry condition and minimum cohesion.
(iii) Index Properties:1. Liquid Limit: Less than 50% but greater than 30%2. Plasticity Index Less than 30% but greater than 15%
(b) If the expansive clay is in thin layers or in small pockets in an otherwise suitable sub grade shall be over excavated as determined by the Engineer and replaced with suitable non-expansive soil and compacted suitably.
(c) After the canal prism has been shaped to a reasonably true and even surface, selected bedding materials shall be placed on throughly wetted surfaces in layers of 15 cm maximum thickness to bring the bedding material to a height where it can be trimmed to form a true and even surface upon which to place the concrete lining. Each layer shall be moistened and thoroughly compacted as per specification 3.2. Where the bedding material is placed and compacted on a slopping ground layers may be placed parallel to the surface of the foundation. The moisture content of the bedding material at the time of compaction shall be optimum. The compaction procedures used shall be as described below:
i) The contractor shall place demonstration or test sections of selected bedding material at time and places designated by the Engineer to show the adequacy of his construction procedures for placing and compacting the bedding material. The test section shall conform to clause 4.5.2 of IS 3878-1978.
ii) The bedding material shall be placed to sufficient thickness in the test sections to allow practical density testing of the compacted material. The dimensions and densities of the compacted bedding materials shall be acceptable to the Engineer. The procedures shall then be used to compact the selected bedding material on the remaining work.
iii) When placing and compacting selected bedding materials on a sloping foundation, the layers may be placed parallel to the surface of the foundation. If at any point the foundation material is disturbed
or loosened during the excavation process or otherwise it shall be moistened if required and thoroughly compacted by tamping, rolling or other approved methods to form firm foundations upon which to place the concrete lining. The bottom and side slopes, including the surfaces of compacted embankment, compacted selected bedding materials and compacted back fill over which concrete lining is to be placed shall be furnished accurately to true and even surfaces to the dimensions shown on the drawings. The loading, handling, transporting and placing of the selected bedding material is subject to approval of the engineer and shall be such as will result in a uniform mixture of the material being placed without separation or segregation. Selected, bedding materials required should be obtained from excavation in areas where material in excess of that required to construct the adjacent embankments is available or the material approved by the Engineer.
(iv) Immediately prior to placing the first lift of bedding material, the surfaces of excavation and embankment to receive the material shall be adequately wetted to a depth of 15 cm of to impermeable material which ever is less as approved by the Engineer.
(v) Suitable material trimmed from the canal shall be used to complete canal embankments, to construct road embankment, for selected bedding material in the forward areas. Where material suitable for selected bedding as determined by the Engineer is encountered during trimming operations and cannot be placed in one continuous operation, such material shall be stockpiled along the right-of-way where designated by the Engineer.
5.3.6. MEASUREMENT AND PAYMENT All linear measurements shall be in metres corrected to 0.01M and
volume shall be worked out to nearest to 0.01 cum. Payment shall be for ten cubic meter of finished work. The unit rate for CNS backing to lining includes.
(1) Mark out(2) Cost and conveyance of CNS soil to the site of work.(3) Filling the C.N.S. soil in layers of not exceeding 100 to 150 mm thick
and consolidation with appropriate power rollers to a proctor's density of 98% at optimum moisture content.
(4) Cutting the canal section, including the thickness of lining in the compacted C.N.S. soil.
(5) Re-handling the extra excavated CNS soil to the forward reach.(6) Forming and removal of steps and ramps, benching, battering,
formation of temporary tracks for diversion of surface flows, bailing out seepage water and such other temporary arrangements unless otherwise specified.
(7) Shrinkage allowance.5.4. UNDER DRAINAGE.5.4.1. GENERAL
For a lined canal where the ground water level is higher or likely to be higher than the water level inside the canal so as to cause damaging differential pressure on the lining or where the subgrade is sufficiently impermeable to prevent free drainage of the under side of lining in case of rapid draw-down, pressure relief arrangements for under drainage shall be provided suitably as indicated in the drawing in accordance with IS: 455-1968.5.4.2. FILTER DRAINS:
a) Scope: Forming longitudinal/transverse filter drains of Specified sized in bed with 10mm to 40mm machine crushed metal of specified variety and Sand including cost and conveyance of all materials, labour charges for laying with all leads, lifts, delifts, seigniorage charges, sampling and testing, dewatering, packing and all other incidental and operational charges necessary to complete the finished item of work as per drawings and as directed by the Engineer-in-charge.
b) Whenever necessary, longitudinal/transverse filter drains shall be laid in the concrete lining true to the canal grade as shown in the drawings or as directed by the Engineer. The number of layers comprising the filter, thickness of each layer and the materials to be used shall be as shown in the drawings. The filter material shall be clean, round and well graded sand or coarse aggregate the requirements of grading of which will be established in the field laboratory on the basis of mechanical analysis of adjacent materials. Particles of decomposed loose debris; wood, vegetable matter or other deleterious materials shall not be permitted in the filter. Before placing the filter the bed shall be prepared as explained in the above paragraphs.
c) The longitudinal drains shall be laid to the grade of the canal while the transverse drains in bed shall have a fall towards the centre of the canal bed from the edge as shown in the drawing.The sand shall be clean, round and well graded before placing the filter, the bed shall be prepared as specified in paragraph above.
d) Measurement and Payment: Payment for filter drains described above shall be made at the unit rate per linear meter bed, in the schedule 'A', which unit rate should include the cost of providing longitudinal and lateral drains in bed and filled with porous concrete blocks and sand as per drawings including the cost of excavation of drain and cost of conveyance of all materials including leads, lifts, delifts, packing and dewatering complete for finished item of work.
5.4.3. PRESSURE RELIEF ARRANGEMENT:A) SCOPE:
Laying and fixing of porous concrete plugs is in position in bed/sides of specified size including manufacturing of plugs, using 20mm size machine crushed aggregate of specified variety and cement of specified quantity for each plug including cost and conveyance of
cement and all other materials. Seigniorage charges, labour charges for manufacturing of plugs, form work, moulds, machine mixing, manufacturing, curing, sampling and testing laying and fixing in position with all leads, lifts, delifts, dewatering, all water leads and all other incidental and operation charges necessary to complete the finished item of work as per drawings and as directed by Engineer in charge.
b) The porous plugs shall be installed in position in the filter drains in the bed normal to the canal slope in the local filters in the side at the location shown the drawings or as directed by the Engineer.
POROUS PLUG :(i) Wherever specified, the porous concrete shall be composed of one
part of cement and 4 parts of coarse aggregate viz., no fine concrete by weight of not more than 20mm size. Only so much water.
5.4.3.(a) Laying and fixing of porous concrete plugs/flap valves in position in
filter pockets including (a) Manufacturing of plugs using 20mm size machine crushed/hand broken aggregate of specified variety and Cement of specified quantity for each plug (or) Manufacturing of flap valves consisting specified internal diameter with P.V.C. pipe, with P.V.C. flange and rubber flap with all accessories and (b) excavation of pit for laying filter pocket and filling the filter pocket with filter materials including cost and Conveyance of Cement and all other materials, Seigniorage charges, labour charges for Manufacturing plugs/flap valves, excavation of filter pocket, filling of pocket with specified grade of filter material, form work, moulds and machine mixing, manufacturing, curing, sampling, testing, laying, fixing in position with all leads, lifts, delifts, dewatering, all water leads, all other operational and incidental charges necessary to complete the finished item of work as per drawings and as directed by the Engineer in charge.
(b) The porous plug/flap valve shall be installed in position in the filter drains in the bed, normal to the canal slope in the local filters in the sides at the locations shown in the drawings or as directed by the Executive Engineer.
C) FLAP VALVES:Flap Valves consisting of 40mm internal diameter polyvinyl chloride
(P.V.C.) pipe with P.V.C. flange and rubber flap shall be fabricated with all accessories as shown in the drawings. The flap valve shall be designed as to open automatically at a differential head of not more than 100 mm of water. The Contractor shall arrange for performance tests of all the flap valves and those that do not conform to the specified functioning shall be rejected. Installation of flap valves shall not be permitted without the acceptance test of the same.
The flap valves shall be installed in position in the filter drains in the bed and normal to Canal slope in the local filters in the side at the location shown in the drawings or as directed by the Engineer in charge.
The tendered unit price for this item of Schedule 'A' shall be inclusive of the cost of manufacture, handling, testing and installation in position with excavation of pocket and filling with fiter material complete and shall be inclusive of all those operations as well as those defined in the nomenclature of the item. Placing the filter the bed shall be prepared as specified in paragraph above.
Shall be used in concrete as required to produce a paste, which will cost the particles without filling the voids. In placing porous concrete in moulds, care shall be taken to ensure that it is not over tamped or compacted so as reduce its porosity. The porous hardens (i.e., attains final setting) it should be sprinkled and kept most for at least 14 days. The compressive strength of porous concrete @ 7 days age as determined by tests 15cm diameter, 30cm height cylinder should not be less than 70 Kgs/sq. cm and the porosity at 7 days be such that water shall pass through slab of concrete 30 cm thick at a minimum rate of 500 litres/min/square meter of the flap with a constant 10cm depth of water on the slab.
(d) Precast porous concrete plugs (cylinders) 100 mm dia and 375 mm long shall be provided in bed all sides as shown in the drawings with filter materials.
(e) The porous plugs shall be so inserted into the lining that their porosity is not lost or reduced when the concrete for the lining is vibrated.
(f) Measurement and Payment: Measured and Payment for porous plugs shall be made on the basis of numbers at the unit rate in the schedule 'A'. The rate shall include the cost of manufacturing curing, excavation and refilling the pits inclusive of materials and labour as per drawings and incidental operations necessary to execute the work as per specifications as well as those defined in the nomenclature of the item.
5.5. ANCHOR BOLTS:In hard rock anchor bolts of 700 mm long manufactured with HYSD
steel bars of size 25mm, diameter, as shown in drawing shall be taken to a depth of 600mm into rock and 100mm to be embedded inside each panel of concrete lining.
Measurement and payment for the anchor bolts shall be made on the basis of number at the unit rate in schedule 'A'. The rate shall include the cost of steel rod, cutting, bending, splitting and drilling in rock, fixing and labour as per drawings and incidental operations necessary to execute the work as per specifications as well as those defined in the nomenclature of the item.5.6 LAYING OF C.C LINING:A) SCOPE:
Laying cement concrete lining of Specified thickness in M10 grade using a minimum cement of 250Kg/cum of concrete and 40mm MSA machine crushed graded metal of specified variety including cost and conveyance of cement and all other materials of approved quality, seigniorage charges, sampling and testing preparing the base for laying concrete, batching, machine mixing, conveyance of concrete, placing of concrete in position either by using machinery on by manual labour as specified in schedule 'A'. Vibrating, finishing, cutting grooves for panel joints, dewatering, curing with water with a net work of pipeline system, hire and operational changes of machinery, all leads, lifts, delifts, all water leads and all other incidental and operational charges necessary to complete the finished item of work of cast-in situ lining in bed/sides as per drawings and as directed by the Engineer in charge.
b) The work of laying in situ cement concrete canal lining shall generally conform to IS: 3873-1978 and all concrete shall be governed by IS 456-1978 concrete canal lining shall be done in the canal prism as shown in the drawing using well graded aggregate for 10 cm thick lining shall be 40mm. It shall be 20mm for lining thickness of 7.5 cms.
c) i) Concrete shall be produced in a stationary weight batching and mixing plant/plants of adequate capacity installed at a suitable place by the contractor and concrete conveyed to the placement site/sites in transit mixers. The slump of concrete at placement site shall range from 50mm to 65mm with a water cement ratio of less than 0.6.
Alternatively:ii) Mobile self loading weigh batching mixing transporting equipment
with adequate capacity of mixer drum, shall be deployed by the contractor for production of controlled concrete and transportation to the placement site/sites. Number of such equipment to be deployed shall be such as to achieve the construction schedule targets.
Alternatively, the Engineer may allow the use of standard portable/stationary concrete mixes along with weight batching and measuring arrangement for proportioning and production of concrete and placement of concrete with conventional (manual) method.5.6.1. TESTING:
Concrete cubes at random shall be collected during laying concrete and shall be tested in the labs. If results are substandard, the entire work of the day on which cubes were collected shall have to be replaced by the Contractor at his own cost.Core Test: Securing and preparing test specimens from hardened concrete :As specified in clause 4.1 of IS 1119 - 1959 (Bureau of Indian Standards Methods of sampling and analysis of concrete) cores shall be taken at random so as to ascertain the strength, permeability, thickness of concrete layer and cement content used. As the canal lining work progresses, testing
of output shall upon regular basis. Accordingly, to evaluate the quality of concrete lining completed and cores shall be determined by the Engineer. Broadly it could be one core each from bed lining completed and cured for 28 days in respective reaches, cores shall be taken. Frequency of drill cores shall be determined by the Engineer, Broadly it could be one core each from bed lining per 200 Square meters (or even at the discretion of Engineer) of in situ lining.
The cores shall be tested for compressive strength and if needed for permeability, and cement concrete etc. as well. The cores shall be tested for 28 days compressive strength.
The Contractor shall allow facilities and co-operation towards collection of cores. The testing of cores shall be carried out at the testing laboratories set up at the site or at any other laboratory that the Engineer may so decide and the results given there by shall be considered correct and authentic by contractor. The contractor shall be given access to all operations and tests that may be carried out as aforesaid so that he may satisfy himself regarding the procedure and methods adopted. The payments shall be made only after satisfactory core test results acceptable to the Engineer.
A standard test cylinder has a diameter one half of its height (viz., the length-L, diameter-D, ratio is 2). However, the cores taken fromin-situ lining shall not have these relative dimensions and consequently L/D ratio will not be 2. Accordingly the test strengths of the cores shall need to be corrected. The curve in Attachment-I may be used to correct the indicated strengths to make them comparable with those obtained from standard specimens. The contractor shall stack the cores properly in the sheds.The criteria of acceptance of core strength shall be as outlined in IS: 456 -
1978.5.6.2. PLACING AND COMPACTION:
Sub-Grade Well in advance for placement of lining, the subgrade over which concrete is to be laid should be moistened adequately through very fine water spray so as to be thoroughly moist (but not muddy) so that water cannot get withdrawn from freshly placed concrete. Spray nozzles should be used to assure even applications of moisture and to prevent local erosions.5.6.2(a) Placing of concrete shall not be started until all form work,
installation of parts to be embedded and preparation of surface's upon which concrete is to be laid have been completed. All absorptive surfaces against which concrete is to be laid shall be moistened thoroughly so that moisture will not be withdrawn from freshly placed concrete. The surfaces, however, shall be free from standing water and mud.
b) In the placement register containing the list of various work items in sequential order, the contractor or his representative shall write, ''completed preparation of sub grade, earth work, installation of parts to be embedded as per specifications and ready for placing concrete" and sign. Then the Engineer's authorized representative shall inspect and write in the Register against the item allowed for concreting: and sign. Then only, the Conctrctor shall commence
placing of concrete. If concreting is not started within 24hours after approval, it shall be got approved again.
c) Concrete shall be placed only in the presence of a duty authorized representative of the Engineer.
d) Hand mixing of the concrete shall not be permitted under any circumstances.
e) Concrete shall be deposited in all cases as neatly as practicable in its final position and shall not be allowed to flow in a manner to permit segregation. Excessive separation of the coarse aggregate caused by allowing the concrete to fall freely from too great height or at too great angle from the vertical shall not be permitted and where such separation would otherwise occur the Contractor shall provide suitable means to convey the concrete without allowing such separation.
f) Concrete shall be deposited and spread on the bed of the canal as indicated on the drawings. Concrete may be so laid as to facilitate placing, vibration, finishing and curing operations. Concrete required for keys as shown on the drawings shall be laid after placing side panels PCC as directed by the Engineer.
g) The design mix for lining shall to secure dense concrete of required strength for that grade.
h) The compaction shall be with suitable vibrators approved by the Engineer and it shall be effective so as to have durable impermeable concrete.
i) The concreting near the joints shall be done with utmost care so as to avoid segregation and collection of goose place of aggregate along form work which may result in honey combing.
j) The concrete near the junction of the side concrete panels and bed concrete shall be done as shown in drawings such that both shall rest firmly against each other to resist any back kick from external hydrostatic forces.
k) When concrete placing operations are stopped for the day interrupted because of break down or delayed by other causes of where the contractor selects to construct a joint such as would result from constructing one of the lining in one pas, the edge of the fresh concrete lining shall be bulk headed to a surface normal to the lining along transverse and longitudinal lines. Before placing operation is resumed the surface of the hardened concrete shall be prepared as construction joint. Whenever a substantial break down occurs in the concrete production or concrete transportation system, a joint shall be formed as close to the face of the fresh concrete as possible.
i) The fresh concrete shall then be placed against the existing concrete with the full groove for required construction joint formed in between them. The completed groove shall be sealed with sealing
compounds as per clause 6.3 of IS 3873-1978 and as shown in the drawings.
m) If mention is made in the schedule 'A' wording for machinery, the contraction should use stationary weigh batching plant, transit mixtures, conveyer belt or any other machinery for transporting concrete and pavers for laying concrete. The quoted rates shall include hire operational charges of all the machinery, setting of machinery, dismantling of machinery and any other contingent works for the movement of machinery and any other contingent works for the movement of machinery and making good after laying of lining. The quoted rates should include all the above costs. No separate payment shall be allowed other than the quoted rate for respective item in schedule 'A'.
ii) COMPACTION: The concrete shall be compacted with vibrators to give a dense concrete, which is durable and impermeable ensuring the desired strength. Concrete shall not be over vibrated. The vibration shall be sufficient to remove all undesirable air voids from the concrete including air voids trapped against the forms. After consolidation, the concrete shall be free from aggregate pockets and honey areas and shall be closed against all surfaces of forms and embedded materials. All concrete shall be properly consolidated before initial setting and should not be subsequently disturbed.
For vibrators shall be used in conjunction with slip form lining machines for consolidation. The Engineer may remove samples of hardened concrete for testing and examination and the contractor shall replace at no extra cost to the department concrete from which such samples are removed.5.6.3. FINISHING:
a) The contractor shall notify the Engineer before commencing concrete finishing. Unless inspection is waived in each specific case, finishing of concrete lining shall be performed only when a Engineer's representative is present Concrete surfaces will be tested by the Engineer in accordance with para 5.6.1, where necessary to determine whether the concrete surface is within the specified tolerances. Finished concrete, which is not in the specified tolerances, shall be repaired as detailed below.
b) Immediately on the removal of forms, unsightly ridges or lips shall be removed and undesirable local bulging on exposed surfaces shall be remedied by tooling and rubbing. All exposed concrete surfaces shall be cleaned of impurities lumps of mortar or grout and unsightly stains.
c) Repairs to concrete surfaces and additions where required shall be made by cutting regular openings not less than 70mm depth into the concrete and placing fresh concrete to the required lines. The chipped openings shall be sharp. The fresh concrete shall be reinforced and chipped and troweled to the surface of the openings, the mortar shall be placed in layers not more than 20mm in thickness after being compacted and each layer shall be compacted thoroughly.
d) The surface of concrete finished against forms shall be even, smooth and shall be free from projections, pockets, honey combing and other objectionable defects.
e) The top portions of the side slopes of the canal lining extending 1.5 meter vertically below the top of the lining shall receive a nonskid longitudinal brush finish as approved by the Engineer.
f) Use of any finishing tool in areas where water has accumulated shall be prohibited and all finishing operations shall be delayed until the water has been absorbed evaporated or removed by draining, mopping or such other means.
g) The contractor is not entitled for any extra payment for the work under finishing paragraph as the tender rates in the schedule 'A' are inclusive of finishing the lining.
5.6.4. TOLERANCES The permissible tolerances for the canal lining shall be as under in
accordance with section 5.3 of IS 3873-1978.______________________________________________________________________________________
(a) Departure from Established alignment +20mm on straight reaches+50mm on partial curves or
tangents(b) Departure from Established grade +20mm on small canals.(c) Variation in thickness of lining +10% provided average
thickness is not less than specified thickness.___________________________________________________________________________________________5.6.5. CURING
The bed lining shall be water-cured for 28 days through provision of earth bunds of small heights so that a column of water is available above lining.
The joints of plain cement concrete slabs lining on side slopes shall be water cured through sprinkling of water at regular intervals for at least 21 days.
The Engineer-in-Charge may instruct contractor to provide pipeline system and sprinklers for curing of the lining work. If the Engineer-in-charge feels that the manual curing is not sufficient. The Contractor shall abide by the instructions and erect the pipe line system the quoted date shall include for erection of pipe line system and dismantling of the pipes after curing instead of manual curing if the work involved is more in length and quantity
no separate payment will be allowed and the quoted rates for respective schedule 'A' item shall include the erection of pipe line system pumping of water, dismantling of pipe line system after curing.
If the contractor fails to do curing to the satisfaction of the Engineer the latter shall make arrangements for curing at the first and cost of the contractor or the lining work will be pulled down. The contractor at his own cost shall rebuild the lining so pulled down.
The Contractor is not entitled for any extra payment for curing as the tender rate for lining in schedule-'A' is inclusive of curing.5.6.6. TESTING OF CONCRETE AND ACCEPTANCE OF WORK:A) GENERAL:
Systematic testing of the raw materials for concrete as well as the concrete shall be done both while it is fresh and after it has hardened by the Quality Control and Inspection Division on representative samples taken at the site of laying the concrete in accordance with relevant Indian Standard Specifications.
b) Sampling Procedure: A random sampling procedure shall be adopted to ensure that each concrete batch has a reasonable change of being tested; that is, the sampling should be spread over the entire period of concreting and cover all mixing units.
ii) Frequency: The minimum frequency of sampling of concrete of each grade shall be in accordance with the following:
Quantity of concreteNumber of Samples
(Cubic meter in the work.)1 - 5 16 - 15 216 - 30 331 - 50 451 and above 4 plus one additional for each
additional 50 meters or part there of
NOTE: At least one sample shall be taken from each shift.III) TEST SPECIMEN:
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 at the time of striking from work or to determine the duration of curing or to check the testing error. Additional cubes may also be required for testing by accelerated methods as described in IS: 9013 - 1978. The specimen shall be tested as described in IS: 516 - 1959.
IV) TEST STRENGTH OF SAMPLES:In all cases, the 28 days characteristic compressive strength specified
based on laboratory tests shall be the criteria for acceptance or rejection of the concrete in so far as the strength of plain cement concrete lining is concerned.
The test strength of the sample shall be the average of three specimens. The test strength shall be greater than the specified strength. The over all coefficient of variation shall not be more than (i) 15 per cent of the average for the three consecutive samples tested, not more than 20 percent of the specimen strength shall be less than 80% of the specified strength.
Contractor shall provide necessary unskilled labour and facilities for transport collection of samples, cores, etc., are taken. Testing shall be carried out at the testing laboratory at the nearest Lab, or at any other laboratory that the Engineer may decide upon and the results given thereby shall be considered as correct and authentic and acceptable to the Contractor. The Contractor shall be given access to all operations and tests that may be carried out as aforesaid. All testing charges are to be borne by the contractor.V) CORE TEST:
The points from which cores are to be taken and number of cores required shall be at the discretion of the Engineer. In no case however shall, fewer than three cores be taken and tested. Core shall be tested as described in IS: 516-1959.5.6.7 ACCEPTANCE CRITERIA:
(a) The cores shall be tested for 28 days compressive strength. These shall be inspected examined for segregation / honey combing and checking the thickness of lining. The engineer may also arrange to test the core for permeability and cement content. If considered necessary. Concrete in the member represented by core test shall be considered acceptable if the average equivalent cube strength of cones is equal to at least 85 percent of the cube strength of the grade of concrete specified for the corresponding age and no individual core has a strength not less that 75 percent.
(b) The density of concrete shall not be less that 85 percent of specified density of 2400 kgs/m3.
(c) In case the concrete does not conform to the accepted criteria for strength as specified above, the Engineer reserved the right to reject the work or accept the same at a reduced rate derived from tendered rate and as approved by him after examining all aspects and provided structural integrity is not effected. In case the cores taken from concrete lining panels. Inherit heavy segregation or honey combing the engineer shall reject the concerned panels and the contractor shall have to dismantle the same and have to cast new panels at his expense.Whenever necessary for the purpose of obtaining economy, work ability, density, impermeability, durability, strength or on account of variation in the quality and gradation of aggregates or other
materials, except cement the Executive Engineer shall based on laboratory tests make necessary changes in the proportion of mix and vibration. Contractor shall have to affect these changes and will not be entitled to any compensation. On account of such changes, relevant para of IS: 456 - 1778 shall apply.
Regarding particular canal reach/reaches, though the lining is fully completed to acceptable quality, levels, such reach/reaches will not quality for acceptance and payment till the associated works necessary for safely of lining during rains, such as dowel banks, drainage are also completed along with.
d) The final payment shall be made only after satisfactory core tests acceptable to the engineer as per IS: 456 - 1978.
5.6.8. CONSTRUCTION JOINTS:(a) The concrete for sides and bed lining should be placed in alternate
days of not more than 3mts. days remaining in between may be filled after a gap of at least one day with premier one litre per four square meters.
(b) The shuttering should be clean, well - oiled, smooth and firmly fixed to the sub-grade and concrete near the shuttering properly placed and specially compacted.
(c) Faces to be painted with scaling compound.(d) The concrete shall be laid continuously and the construction joints
shall be left at the close of the day (or) 45 meters whichever is less vide clause in column 26.3 of I.S. 456/1978.
5.6.9. MEASUREMENT AND PAYMENT:All linear measurements shall be in meters, correct to 0.01 meter.
Areas shall be computed in square meters, correct to 0.1 square meters. Payment for lining shall be made for the thickness shown on the drawing and on one square meter basis of the superficial area (peripheral area). The thickness of lining shall be determined in relation to final subgrade on which lining is to be laid. The thickness shall be crosschecked by (i) Volume of concrete placed and area covered (ii) use of probe when concrete is given and (iii) cores if required. Any over run in lining shall not be paid to the contractor.5.6.10. RATE:The unit rate for lining includes:
1) Preparation of sub-grade.2) From work.3) Plants and equipment.4) Mixing and conveying.5) Placing.6) Compaction with vibrators.7) Curing.
8) Finishing.9) Dewatering the sections during placing of canal lining where
required.10) Cost of all ingredients of concrete.11) Cost of cutting groves for contraction and expansion joints, cost of
construction joints and their treatment.12) Cost of producing samples for testing.13) All incidental operations, equipment, Labour, tools, etc., required for
carryingout this work.14) Cost of sampling and testing of materials and concrete.
5.7. R.R. LININGa) Scope: Construction of R.R. side lining of specified thickness using
specified variety of stone in cement mortar of specified proportion including cost and conveyance of cement and all other materials, sampling and testing, mixing of mortar, labour charges all leads, lifts and delifts, seigniorage charges dewatering, curing, all water leads and all other operations necessary to complete the finished item of work to specifications as per drawings and as directed by the Engineer-in-charge.
b) Construction operations: The provisions of specification 6.0 shall apply.
c) Measurement and Payment: The provisions of specification 6.11 shall apply.
5.8. JOINTS:5.8.1. EXPANSION JOINTS:
(a) Scope: Expansion joints of 12mm width shall be provided on each template where adjacent panels rest. 12mm thick asphalt pads shall fill in the joint, when concrete lining is laid for canals in embankment or in cutting where subgrade does not get physically bonded with the joints. Where concrete lining is in physical bond with subgrade such as in case of hard rock reaches, expansion joints need not be provided. The details of joint are shown in the drawings. Sealing compound in the joint shall conform to IS: 5256 - 1968, including cost and conveyance of all materials, labour charges, all leads, lifts and delifts complete for finished item of work to specifications as per drawings and as directed by the Engineer-in-charge.
(b) Expansion joint shall not be provided except where structure interests the canal lining.
(c) In case of sandy soils it is preferable to provide felt/asphalt pad over the template and in the vertical joint between the panels to prevent leakage through joint as shown in the drawings.
5.8.2. CONTRACTION JOINTS:
(a) Scope: Providing contraction joints in bed, side lining including painting the grove with approved prime and filling grove with hot pour sealing compound of approved quality conforming to IS: 5256 - 1968 including cost and conveyance of all materials, cleaning of groves, placing, dewatering, labour charges, all leads, lifts and delifts complete for finished item of work to specifications as per drawings and as directed by the Engineer – in - charge.
(b) Contraction Joints shall be provided at places shown in the drawings or as directed by the Engineer in accordance with the provisions laid down.
(c) When lining is cast panels, before laying cement concrete slabs, the top of the sleepers both in bed and side slopes shall be treated with two layers of sealing compound as prescribed in IS: 5256 - 1968 and as shown in drawing to reduce the leakage across the joints. Slabs shall be laid in alternate compartments with an interval of at least one day for setting and contraction. The faces of the previously placed concrete shall be painted with sealing compound as prescribed in IS: 5256 - 1968 to ensure that no bonding takes place.
(d) The grooves at the joints shall be of the size shape as prescribed in (b) and filled with hot applied sealing compound.
(e) Filling of the joint with hot-applied sealing compound should be taken up after curing period is over. In the mean time the joints are liable to be filled with earth. Which will be difficult to clean. It is, therefore, advisable to fill these joints with coarse sand during the curing period. The sand can be easily blown out from the joints when require.
5.8.2.1 FILLER:(a) The grooves in canal lining shall be filled with sealing compound
conforming to IS: 5256 - 1968.(b) The grooves shall be clean and free from foreign substances when
sealing compound is filled.(c) Grooves shall not be filled while it is raining or when there is free
water in the grooves. The grooves shall be filled as soon as the concrete has become sufficiently stiff to prevent appreciable distortion of groove shape or damage to the concrete.
(d) The expansion joint shall be filled with the mixture of following materials with proportion specified against each.
Maxphalt 80-100 30% by volume.Sand 51% by volume. Cement 17% by volume. Hemp cut into length 2% by volume.Not exceeding 3mm -----------------------
100% by volume.5.8.2.2. MEASUREMENT AND PAYMENT:
The unit for measurement and payment shall be one running metre corrected to 0.01 meters for finish item of work.5.9. PRECAST CEMENT CONCRETE LINING FOR SIDES OF THE CANAL
A) SCOPE OF WORK:The work covered under this section consists of lining the sides
including manufacturing of PCC slabs including cost of all materials. Construction of platforms for manufacturing of PCC slabs, construction of curing ponds, curing, stacking, conveyance to the site and also laying lining including cost of cement mortars, pointing as directed by the Engineer-in-charge.
Precast lining the sides of the canal with precast cement concrete slabs of size 550 x 550 x 50 mm. or any other size specified by the Engineer, manufacturing the slabs using a cement content of 250 Kg./cum. giving a 28 days characteristic compressive strength specified based on laboratory tests using 20mm maximum size hard broken machine crushed metal obtained of approved quality including cost and conveyance of all materials, form work, machine mixing, air entraining agents, laying vibrating, curing of PCC slabs and conveyance of slabs to work-site, handling, laying slabs over a bed of 12.5 mm thick cement mortar (1:5), using not less than 3.75Kgs of cement per square, metre for first layer and 10mm, thick cement mortar (1:3), using not less than 6 kgs of cement per one square metre for second layer and fixing the P.C.C. slabs in 6mm thick cement mortar (1:3) using not less than 3.6 Kgs of cement per one square metre including curing the lining and all other operations necessary to complete the finished item of work as directed by the Engineer for side lining of canal. B) SLUMP:
The amount of water used in the concrete shall be charged as required to secure concrete of proper consistency and to adjust for any variation in the moisture content or grading the aggregates as they enter the mixture. Addition of water to compensate the stiffening of the concrete resulting from over mixing or objectionable drying before placing shall not be permitted. Uniformity in consistency from batch to batch shall be required. To have close control of consistency and workability of the concrete, the slump of concrete shall not vary more than 20 mm.which would otherwise interfere with the aggregate and quality of the work.5.9.1. MANUFACTURING P.C.C. SLABS:
(A) Construction of platform and curing ponds:P.C.C. Slabs are cast at one or more places as directed by the
Engineer-in-charge and transported to the site of construction after curing as needed. A cement concrete platform shall be constructed for manufacturing centers making it into required compartments to manufacture the required P.C.C. slabs per day in a compartment. The other compartments shall be used for the other days work by using the same moulds used on the 1st day curing pond should be constructed adjacent to the platforms for curing the P.C.C. slabs. The platform and curing ponds shall be constructed preferably at a central place of the work site or at a place as directed by the Engineer-in-
charge. The land required for platform, curing ponds, stockyard, manufacturer yard shall be acquired by the contractor at his cost. Construction of curing ponds and platform shall be at the expense of the contractor and no extra payment will be made for their construction. The rates quoted by the contractor shall include the cost of construction of curing ponds and platform.(B) MOULDS:
Adequate no of steel moulds shall be procured for casting P.C.C. slabs of sizes of 550X550X50 mm. as indicated in the drawing or as directed by the Engineer-in-charge.(C) CASTING OF P.C.C. SLABS:
The edges of the moulds shall be cleaned, and joint oil shall be applied to the inner edges of the moulds and the platform. The moulds shall be arranged in rows keeping sufficient way for walking and working between the moulds and row. The machine mixed concrete shall be placed only in the presence of an authorized representative of Engineer. The concrete shall be placed and compacted before setting commences. The method of placing should be such as to preclude segregation. The size and shape of the slabs grooved can be varied by the use of the different moulds. The slabs shall be have all sides and faces true and square and shall be at right angles to the faces to each other. Proper consolidation of concrete in the moulds through provision of "Shaking tables" (Vibration table) is essential.
The moulds shall be straight and sufficiently strong so that while concrete is laid and vibrated, they retain their shape having neat and straight edges when the moulds are removed.
All exposed concrete surface shall be cleaned of from impurity, lumps of mortar or grout and unsightly stains. The finished surface shall be equivalent in evenness. Smoothness and free from pockets and surface to that obtainable by effective use of a long handed steel trowel. The P.C.C. slabs thus manufactured shall be stacked after curing at the stock yard on edge vertically on a level ground over 50mm sawdust or husk so as to avoid damage to edges. Packing not less than 12mm. thick with saw dust or husk shall also be given in between slabs at stock yard. Stacking an packing shall be to the satisfaction of the Engineer-in-charge.
The slabs shall be provided with tongues and grooves as given below.
i) A tongue on one side and groove on the opposite side of the slab shall be provided in the middle of the side running through out the length of that side.
ii) The tongue shall be a projection with a semi circular cross section of radius 13mm.
iii) The grooves shall be a depression with semi circular cross section of radius 12 mm.
iv) The position of tongue and grooves shall be similar on all the slabs with respect to each other.
5.9.2 A) CURING.
After 24 hours of casting the P.C.C. slabs, the moulds shall be removed and the slabs shall be kept in the curing ponds for at least 28 days for curing. After 28 days curing, P.C.C. slabs shall be taken out of curing ponds, stacked carefully for use as directed by Engineer. After about four to six hours of casting, the moulds shall be properly covered by the Hessian cloth rolls which are to be kept continuously wet till the moulds are removed and P.C.C. slabs are put in the curing tanks (moulds to be placed in shed).
b) Testing of concrete and acceptance The permissible tolerance on the length and width shall be as follows :-
for Slabs for Slabs550x550x50mm 550x275x50 mm
In the length + 3 mm. + 3 mm.In the width + 3 mm. + 1.5 mm.In the diagonals + 4.50 mm. +2.25 mm.In the thickness + 2 mm. + 2 mm.
The contractor shall provide all facilities and co-operation towards collection of samples, cores etc., and shall be present at the time when samples, cores etc., are taken. The tests shall be carried out at the testing laboratories setup at the site or any other laboratory that the Engineer in Charge may decide and the results given there shall be considered correct and authentic by the contractor. The contractor shall be given access to all operations and tests that may be carried out as aforesaid so that he satisfied himself regarding procedure and methods adopted.5.9.3. LAYING P.C.C. SLABS
Special care shall be taken while transporting P.C.C. slabs from stockyard to work site and stacked near P.C.C. slabs either damaged or cracked or broken shall not be used for lining. Compacted canal slope shall be wetted and first layer of 12.5mm thick cement mortar (1:5) shall be applied, leveled, and compacted using wooden steel or any approved screened board to form uniform surface. The second layer of 10mm thick with cement mortar (1:3) shall be applied when the first layer of mortar is used for one day. The surface of second layer of mortar shall be leveled and P.C.C. slabs are fixed in 6mm thick cement mortar (1:3). The slabs shall be pressed gently so that the mortar squeezes through joints. These joints are neatly finished flush with top surface of the slab. The P.C.C. slab lining shall be done from bottom to the top in a stretch no more than 10 mts length and vertical break joints shall be ensured in P.C.C. slabs completion of P.C.C. lining in length of not less than 100 meters, the in-situ bed lining and top plug shall be laid in the next 100 meters reach cast in-situ cement concrete with a cement level of not less than 250 kgs/cum. The line surface shall be even true to the face smooth to give designed co-efficient of rugosity.
TOLERANCE IN ALIGNMENT AND GRADEa) Departure from established alignment. 20 millimeters straight reaches.
50 millimeters on curves or tangents.b) Departure from established grade. 20 millimeters on small canal.5.9.4. MEASUREMENT AND PAYMENT:
All linear measurements shall be in meters, correct to 0.01 m Area shall be worked out to nearest 0.01 square meters payment shall be for one square metre of finished work at the quoted rate in schedule 'A'.The unit rate for P.C.C. Slab lining includes.
(i) Constriction of casting platforms curing ponds, manufacturing yard, stock yards and including acquisition of lands for the same.
(ii) Manufacture of P.C.C. slabs includes the cost of materials machine mixing vibrating etc., as specified by the Engineer-in-charge.
(iii) Curing in ponds for 28 days.(iv) Stacking at the stock yard including cost of packing materials.(v) Conveyance of P.C.C. slabs to the site of work.(vi) Dewatering the sections during placing P.C.C. slab lining where
required.(vii) Cost of all ingredients required for CM (1:5), first layer, CM (1:3) for
second layer and CM (1:3) for third layer for fixing slabs.(viii) Cost of producing samples for testing.(ix) All incidental operations, equipment Labour for fixing curing tools
etc., required for the finished item of work.(x) Engraving letters as per the standards specified by the Engineer.(xi) Testing of all materials and concrete.
6.0. STONE MASONRY FOR STRUCTURES6.1. GENENRAL
The section detailed specifications for : Random Rubble Masonry and Coursed Rubble Masonry in cement
mortar including scaffolding, curing etc., for sub-structure and superstructure. This also includes dewatering wherever necessary.6.2. A LIST OF IS CODES APPLIABLE IS FURNISHED BELOW.1. IS: 1121 - 1974 (Part 1 to 4) Method of test for determination of
strength properties of natural building stones.
2. IS: 1122 - 1974 Method of test for determination of true specific gravity of natural building stones.
3. IS: 1123 - 1975 Method of identification of natural building stones.
4. IS: 1124 - 1974 Method of test for determination of water absorption apparent specific gravity and porosity of natural building stones.
5. IS: 1125 - 1974 Method of test for determination of weathering of natural building stones.
6. IS: 1126 - 1974 Method of test for determination of durability of natural building stones.
7. IS: 1127 - 1970 Recommendation for dimensions and workman ship of natural building stones for masonry work.
8. IS: 1129 - 1972 Recommendation of dressing of natural building stone.
9. IS: 1542 - 1977 Specification for sand for plaster.10. IS: 1597 - 1967 Code of practice for construction
(Part I & II) of stone masonry.Part I - Rubble Stone MasonryPart II - Ashlar Masonry
11. IS: 1706 - 1972 Method for determination of resistance of wear by abrasion of natural building stones.
12. IS: 2116 - 1980 Specification for sand for masonry mortals.
13. IS: 2250 - 1981 Code of practice for preparation and use of masonry mortars.
14. IS: 4101 - 1967 Code of practice for external facing and veneers stone masonry.
15. IS: 4121 - 1967 Method of test for determination of water trans mission rate by capillary action through natural building stones.
16. IS:4122 - 1967 Method of test for surface softening of natural building stones by exposure to acidic atmosphere.
17. IS: 4348 - 1973 Method of test for determination of permeability of natural building stones.
18. IS: 5218 - 1969 Method of test for toughness of natural building stones.
19. IS: 8381 - 1977 Recommended practice for quarrying stones for construction purposes.
20. IS: 1200 - 1976 Measurement of building and civil engineering works
(Part IV) stone masonry.
21. IS: 11216 - 1985 Code of practice for permeability test for masonry (during and after construction)
22. IS: 3696 - 1978 Safety code of scaffolds and ladders(Part I)
23. IS: 3696 - 1991 Safety code of scaffolds and laddersIn addition to the above I.S. codes the specifications of A.P.S.S. and
manual for quality control and inspection shall also be complied with.6.3. MATERIALS:
Provisions of schedule 'D' shall apply for cement, sand, stone, water etc.,
6.4. MORTAR(a) Cement and sand shall be mixed in specified proportion given on
the drawings. Cement shall be proportioned only by weight by taking the unit weight as 1440 Kg per cubic metre and the sand shall be proportioned by volume after making due allowance for bulkage.
(b) The mortar shall be mixed intimately in mechanical mixes of tilting type having calibrated water tank for storing water. The first batch of mortar at the commencement of work with any mixer shall be made richer by mixing 10 percent more cement over and above that required for the particular mix. In case of mechanical mixing the mortar shall be mixed for at least 3 minutes after addition of water. Hand mixing shall not be allowed. However, in exceptional circumstances such as mechanical break down of mixer work in remote areas or when the quantity of work is very small hand mixing shall be permitted and it shall be done on a smooth watertight platform, large enough to allow efficient turning over of the ingredients before and after adding after. Mixing platform shall be so arranged that no foreign material shall get mixed with mortar nor does the mixing water flow out. Dry sand and cement shall be mixed thoroughly by turning over to get a mixture of uniform colour. Enough water shall then be added gradually and mixing continued until mortar of required consistency of 90 to 100 millimeters as required in Clause 9.1.1. of IS : 2250 - 1981 is obtained.
(c) All ingredients shall be fed to the mixer simultaneously. The required quantity of water to achieve the required consistency shall be predetermined by trial mixes, and portion of water from 5 to 10 percent shall precede and the like quantity shall follow the introduction of other materials. The reminder of water quantity shall be added during operation.
(d) The wet mortar shall be used within 30 minutes of mixing. Mortar remaining unused after above time shall be rejected and shall not be allowed to be used. The cost of rejected mortar shall be borne by the Contractor.
(e) In case of cement mortar, that has stiffened because of evaporation of water, the same shall be re-tempered by adding water as frequently as needed to restore the requisite consistency but this re-tempering shall be permitted only within thirty minutes from the time of addition of water at the time of initial mixing. The cost of retaining of mortar shall be borne by the Contractor.
(f) Necessary tests of determine compressive strength of the mortar, for consistency of the mortar and its water retentivity shall be carried out in accordance with IS : 2250 tests for compressive strength of mortar shall be in accordance with the procedure laid down in IS : 2250 appendix. As amended from time to time. A minimum of 3 test specimens shall be made for each 120 cms of each class of mortar for given age. There shall be at least only a few cum of particular mortar is manufactured in a day.
6.5.1. SCOPE:R.R. masonry /CRS masonry in cement mortar of specified
proportion/grade using R.R. stone/CR stone of specified variety/specified sort including cost and conveyance of cement and other materials, sampling, testing, mixing of mortar, labour charges, all leads, lifts and de-lifts, seigniorage charges, scaffolding, dewatering, curing, all water leads, and all other operations necessary to complete the finished item of work to specification as per drawings and as directed by the Engineer in charge.6.5.2.The type of masonry used for structures shall be random rubble masonry (coursed or uncoursed) or coursed rubble masonry. The actual type of masonry used for different parts of structures shall be as specified on the drawings.6.6. CONSTRUCTION OPERATIONS 6.6.1. GENERAL REQUIREMENTS.
(a) The dressing of stone shall be as specified for individual type of masonry work and it shall also confirm to the general requirements for dressing of stone covered in IS : 1129. Other specific requirements are covered separately with respect to particular type of rubble stonework.
(b) Stone shall be sufficiently wetted before laying to prevent absorption of water from mortar. The bed which is to receive the stones shall be cleaned, wetted and covered with a layer of fresh mortar. All stones shall be laid full in mortar both in bed and in vertical joints and settled carefully in place with a wooden mallet immediately on placement so that 'I' is solidly bedded in mortar before the same has set. Clean chips and spalls shall be wedged into the mortar joints and beds wherever necessary to avoid thick beds or joints of mortar. Whenever foundation masonry is laid directly on rock, the face stands of the first course shall be dressed to fit into the rock sungly when pressed down in the mortar bedding over the rock. No dry or hollow space shall be left and where in the masonry and each stone shall have all the embedded faces completely covered with mortar.
(c) Courses of the masonry shall ordinarily be pre-determined. They shall generally be of the same height. Where there is variation in the height of courses, larger courses shall be placed at lower levels, with height of courses decreasing gradually towards the top.
(d) Vertical joints shall be staggered as far as possible.(e) All necessary chases for joggles, dowels and cramps shall be formed
in the stones before hand.(f) Sufficient transverse bond shall be provided by the use of bond
stones extending from the front to the back of the masonry. In case of thick walls bond stones shall overlap each other in their arrangement.
(g) Bell shaped bond stones or headers shall not be used. The position of bond stones shall be marked on faces for identification and verification.
(h) At all angular junctions stones at each alternate courses shall be well bonded into the respective course of the adjacent wall.
(i) All connected masonry in structure shall be carried out at one uniform level throughout as far as possible, but when breaks are unavoidable, the masonry shall be raked in sufficient long steps to facilitate joining of new work with old. The stepping of ranking shall not be more than 45 degrees with the horizontal. Wing walls, abutments and piers, etc., shall be carried out to truly plumb or to the specified batter.
(j) Face work and hearting shall be brought up evenly. The top of each course, however, shall not be leveled up by use of flat chips.
(k) After the day's work, the face and top of masonry shall be cleaned well with brushes or broomsticks to remote all the dead mortar on the stones.
(l) Green work shall be protected from rain by suitable covering. Masonry work in cement or composite mortar shall be kept consistently moist on all faces for a minimum period of fourteen days. The top of the masonry work shall be left flooded with water at the end of the day. During hot weather all finished or partly completed work shall be covered or wetted in such a manner as to prevent rapid drying. The racking of joints where necessary shall be done at the end of day's work when mortar is green.
(m) When fresh masonry is to be placed against existing surface material, roughened and wetted as directed the Engineer so as to achieve a good bond with the new work.
(n) Stone shall be sufficiently wetted before laying, to prevent absorption of water from mortar. The bed which is to receive the stones shall be cleaned wetted and covered with a layer of fresh mortar.
(o) The scaffolding shall be sound and strong to withstand all loads likely to come upon it; The holes, which provide resting space for
horizontal members shall not be left in masonry less than one metre wide. The holes left in the masonry work for supporting the scaffolding shall be filled and made good.
6.7 UNCOURSED RUBBLE OR RANDOM MASONRY6.7.1 DRESSING.
a) The face stone shall be hammer dressed on the face, side and the beds to enable it to come into close proximity with the neighboring stone. The bushing in the face shall not project more than 40mm on an exposed face and 12mm on a face to be plastered. Stones with round surface shall not be used in construction.
6.7.2. SIE OF FACE STONESa) The width of face stones shall be not less than 150 mm of walls of
400mm thick, 200mm for walls 450mm thick, 250mm for walls of 600mm thick or more. Half the quantity shall not be less than 1/70 cum, 1/50 cum and 1/35 cum in volume for walls of the above thicknesses respectively. No stone less than 150mm in height shall be used on the face.
b) Face stone shall be laid headers and stretchers, alternatively so as to break joints by at least 75mm. care it to be taken to break joints vertically. The stone shall be solidly bedded with joints not exceeding 20mm in thickness, further dressing being done if necessary to ensure this. No pinning what so ever shall be given on the face and face stones shall extend well back into hearting. Height of stones shall not exceed breadth at face or length in wards.
6.7.3 CHIPS.a) Chips and spalls of stone may be used wherever necessary to avoid
thick mortar beds or joints and it shall also be ensured that no hollow spaces are left anywhere in the masonry. The chips shall not be used below hearting stones to bring these up to the level of face stones. Use of chips shall be restricted to filling of interstices between the adjacent stones in hearting and they shall not exceed 10 percent of the quantity of stone masonry.
6.7.4. HEARTING STONES a) The hearting or interior filling of wall face shall consist of rubble
stones not less than 15 cm in any direction, carefully laid and hammered down with a wooded mallet into position and solidly bedding in mortar and should be laid nearly level with facing and backing.
6.7.5. BOND STONES.a) Through bond stones shall be provided in masonry upto 60 cm
thickness and in case of masonry above 60 cm thickness, a set of two or more bond stones over lapping each other at least by 15 cm shall be provided in a line from face to back. In case of highly
absorbed types of stones (porous limestone and sand stone, etc.,) the bond stone shall extent only about two-third into the wall as through stones in such cases may give rise to penetration of dampness and, therefore, for all thicknesses of such masonry a set of two or more bond stones over lapping each other by at least 15 cm shall be provided. One bond stone or a set of bond stones shall be provided in each layer at 1.5 to 1.80 m interval.
6.7.6. QUOIN STONE a) The stone specially and neatly dressed for forming an internal angle
in masonry work shall not be less than 0.03 cubic metre in volume.
6.7.7. PLUM STONEThe Plum Stones are selected long stones embedded vertically in the interior of masonry to form a bond between successive courses and shall be provided at about 90 cm interval.
6.7.8. LAYING a) the masonry shall be laid with or without courses as specified. The
quoins shall be laid header and stretcher alternately. Every stone so as to form neat and close joint, face stone shall extent and bond well in the back. These shall be arranged to break joints, as much as possible, and to avoid long vertical lines of joints.
6.7.9. JOINTS a) The face joints shall not be more than 20mm thick, but shall be
sufficiently thick to prevent stone-to stone contact and shall be completely filled with mortar.
6.8. COURSED RUBBLE MASONRY6.8.1. DRESSING
a) Face stones shall be hammer dressed on all beds and joints so as to give them approximately rectangular shape. These shall be square on all joints and beds. The bed joints shall be chisel drafted from at least 8 cm back from the face and for at least 4cm for the side joints. No portion of the dressed surface shall show a depth of gap more than 6 mm from straight edge placed on it. The remaining unexposed portion of the stone shall not project beyond the surface of bed and side joints. The requirements regarding bushing shall be same as for random rubble masonry.
6.8.2. HEARTING STONEa) The hearting or interior filling of the wall shall consist of flat-bedded
stone carefully laid on their proper beds in mortar. The use of chips shall restrict to the filling in interstices between the adjacent stones in hearting and these shall not exceed 10 per cent of the quantity of masonry. While using chips it shall be ensured that no hollows spaces are left anywhere in the masonry.
6.8.3. BOND STONES.
a) The requirements regarding through or bond stone shall be same as for random rubble masonry but these shall be provided at 1.5 metre to 1.8 metre apart clear in every course.
6.8.4. QUOIN STONESa) The quions which shall be of the same height at the course in which
these occur shall be formed of header stones not less than 45 cm in length. They shall be laid lengthwise alternately along each face, square in their beds, which shall be fairly dressed to a depth of at least 10 cm.
6.8.5. FACE STONES a) Face stone shall tail into the work for not less than their heights and
at least one-third of the stones shall tail into the work for a length not less than twice their height. These shall be laid headers and stretchers alternately.
6.8.6. LAYING a) The stones shall be laid on horizontal courses and all vertical joints
shall be truly vertical. The quoin stones shall be laid stretches and headers alternately and shall be laid square on their beds. Which shall be roughly chisel dressed to a depth of at least 10 cm.
6.8.7. JOINTS.a) The face joints shall not be more than 10mm thick but shall be
sufficiently thick to prevent stone-to-stone contact and shall be completely filed with mortar.
6.9. TESTS.a) At least three sets of test specimen of cement mortar used be taken
from each day's work and it shall be tested for 28 days strength in accordance with Appendix-A of IS : 1965, code of practice for preparation and use of masonry mortars given below : Mix grade Minimum compressive strength1. MM 3 30 Kgs/Square centimeter2. MM 5 50 Kgs/Square centimeter3. MM 7.5 75 Kgs/Square centimeter
b) From the design mortar mix, cubes shall be cast in the laboratory at suitable intervals and their strength found out.
1) The average strength of any 3 consecutive samples strength shall be greater than specified strength.
2) The over all co-efficient of variation for any 10 consecutive samples shall not be less than 15%.
3) Not more than 10% of the specimen strength be less than 85% of the specimen strength.
6.9.1. Additional tests shall be carried out as and when directed. These strengths shall be deemed as the standard strength for that mortar. The strengths of the test cubes shall be found out and that strength
shall not be less than 80 per cent of the standard strength mentioned above. For acceptance, the 28 days strength of tests cubes shall be the criterion. 80 percent of the test cubes should satisfy the above criteria. All laboratory testing work shall be carried out by the concerned Quality Control circle. & A.P.E.R. Laboratories, Hyderabad as per relevant Indian Standards and the Contractor shall be permitted to watch the test if he so desires. The cost of testing shall be borne by the Department. However, arrangements for taking test samples, and transporting the same to the laboratory shall be the responsibility of the contractor.
6.9.2. The Engineer may direct the contractor to conduct percolation, tests in the masonry in accordance with IS-11216-1985. These tests shall be conducted at regular intervals as the masonry work progresses and that if the water loss is more than 2.5 lug eons in the upstream portion of masonry and 6.0 lug eons in the rear portion, remedial measures like drilling and grouting shall be taken to achieve the acceptance standards duly backed up with confirmatory tests.
6.10. CURINGa) Watering shall be done carefully so as not to washout the mortar
joints or disturb the masonry in any manner. The top masonry work shall be left flooded with water at the close of the day. All masonry built with cement mortar shall be kept watered continuously for a minimum period of two weeks from the date of construction.
b) If the contractor fails to do the curing to the satisfaction of the Engineer the latter will either make arrangement for curing the masonry at the risk and cost of the contractor or order the masonry to be pulled down. The masonry so pulled down should be rebuilt by the contractor at his own cost.
6.11. Measurement and payment.a) Stone masonry shall be measured in cubic meters and shall be to
the pay lines shown in the drawings. 450 mm thickness from face will be measured as coursed Rubble Stone Masonry in cement mortar mix MM5 grade and the balance thickness of wall will be measured as Random Rubble masonry in cement mortar mix MM5 grade.
b) Payment for stone masonry shall be made at the quoted rate in the schedule A for 1 cubic metre of finished work.
The rate is inclusive of quoins, cost and conveyance of stone, seigniorage charges, dressing of stone, chisel drafting, smooth rubbing of joints, stacking of stones, mortar mixing, cost and conveyance of cement and all other materials, sampling cost of materials, testing charges of materials and the work, construction charges, scaffolding charges, labour charges, flush pointing with same mortar, curing, all water leads, labour charges, all leads, lifts and de-lifts and all other operations necessary to complete the finished item of work as per drawings as per specifications and as per instructions of the Engineer-in-charge.
7.0. PLASTERING AND POINTING7.1. GENERAL:7.1.1. The surface of Masonry shall be finished by "pointing" or by "Plastering". For a surface, which is to be subsequently pointed or plastered, the joints shall be squarely racked out to depth not less than the width of the joint or as directed while the mortar is still green. The racked joints shall be well brushed to remove dust and loose particle and the surface shall be thoroughly washed and cleaned and wetted.7.1.2.SCOPE:
Plastering of specified thickness with specified mortar proportion to the exposed faces of R.R. masonry/brick masonry/concrete including cost and conveyance of cement and all other materials, sampling, testing mixing of mortar, labour charges, all leads, lifts, de-lifts, seigniorage charges, scaffolding, curing, all water leads, and all other operations necessary to complete the finished item of work as per drawings and as directed by the Engineer-in-charge.7.1.3. MATERIALS:
Provision of schedule 'D' shall apply for cement, sand, water etc., 7.1.4. MORTAR
PREPARATION OF MORTAR FOR PLASTERING, POINTING WORKa) Unless otherwise specified, the cement mortar used in plastering,
pointing work shall be of cement mortar mix MM7.5 grade, or any other specified grade using minimum 360 kgs. of cement per cubic metre of mortar. The other specifications and conditions enunciated in paragraph 6.4 shall apply for mortar for plastering work.
7.1.5. PLASTERING WITH CEMENT MORTAR MM. 7.5 GRADE OR ANY OTHER SPECIFIED GRADE:
7.1.6 PREPARATIONS OF SURFACE:a) The roughening of the background improves the bond of plaster. All
joints shall be thoroughly racked. After roughening the surface, care shall be taken to moisten the surface sufficiently before plastering as otherwise freshly exposed surface may tend to absorb considerable amount of water from the plaster. The surfaces shall be wetted evenly before applying the plaster. The surfaces shall be wetted evenly before applying the plaster. A fog spray may be used for this work as far as possible; the plasterwork shall be done under shade.
7.1.7. LAYING OF PLASTERING :a) The mortar used for plastering shall be stiff enough to cling and hold
when laid. To ensure even thickness and true surface, plaster shall be applied in patches of 150mm X 150mm of the required thickness more than 2 meters intervals horizontally and vertically over the entire surface to serve as guides. The surface of these guides shall be truly in the plane of the finished plaster surface and truly plumb.
Plastering shall be started from top and worked down. All the pot log holes shall be properly filled in advice of the plastering. The mortar shall then be applied to the surface to be plastered between the guides with a trowel. Each trowel fall of mortar shall overlap and sufficient presence shall be used to force it into thorough contact with the surface. On relatively smooth surfaces, the mortar shall be dashed on with the trowel to ensure adequate bond. The mortar shall be applied to a thickness lightly more than specified using a steering, stretched out between the guides. This shall then be brought to a true surface by working with a long wooden float with upward and side ways motion 50mm or 75mm at a time. The surface shall be periodically checked with a steering stretched across it. Finally the surface shall be rendered smooth with a small wooden float: over working shall be avoided. All corners, arises, and junctions shall be neatly finished. Metal floats shall not be used I.S. 1661-Code of practice for application of cement and cement lime plaster finishes shall be applicable for this section.
b) If it is necessary to suspend the work at the end of the day it shall be left in a clean horizontal or vertical line not nearer than 150 millimeters from any corner on arises or corner tops or copings etc., when recommencing the work, the edges of the old work shall be scraped clean and wetted and treated with cement slurry before the new plaster is laid adjacent it. After the first coat is done it shall be kept undisturbed for the next 24 hours and there after kept moist and not permitted to dry until the final rendering is applied.
c) After the plaster has sufficiently hardened cement slurry with cream like consistency shall be applied evenly and rubbed to a fine condition.
d) No portion of the surface shall be left out initially to be plastered up later on. The plaster shall be finished to a true and plumb surface and to proper degree of smoothness as required by the Engineer.
e) The average thickness of plaster shall not be less than the specified thickness but not be thicker than 25mm in any case. Any cracks which appear on the surface and all portions which sound hollow when tapped or found to be sort or other-wise defective, shall be cut in rectangular shape and redone as directed by the Engineer at no extra cost, plastering shall be cured for 10 days.
7.2.1. SCOPE:Flush pointing/with cement mortar of specified proportion to the exposed faces of CRS masonry including cost and conveyance of cement and all other materials, sampling, testing, mixing of mortar, labour charge, all leads, lifts, de-lifts, seigniorage charges, scaffolding, curing all other operations necessary to complete the finished item of work as per drawings and as directed by the Engineer-in-charge.
7.2.2. PREPARATION OF SURFACE:
a) The joints in the masonry shall be raked out to a depth not less than the width of the joint or as directed when the mortar is green. Joints are to be brushed to clean the dust and loose particles with a stiff brush. The area shall then be washed and the joints, thoroughly wetted before pointing is commenced.
7.2.3.LAYING FLUSH POINTING:a) Flush pointing shall be done with cement mortar mix MM 7.5 grade
or any other specified grade. The mortar shall be pressed into the rated out joints. The mortar shall not be spread over the corners, edges on surface of the masonry. The pointing shall then be finished as detailed below. The mortar, shall be, finished of flush and level with true edges of the stones, so as to give a smooth appearance. The edges shall be neatly trimmed with a trowel and straight edge.
d) The pointing shall be cured for seven days.7.3. MEASUREMENT AND PAYMENT:
a) The work of plastering and pointing shall be measured in square meters of the surface treated.
b) Payment for plastering and pointing shall be made at ten Square meters tender rate in schedule-A. Which shall include the cost of all labour, material, sampling, testing, tools, scaffolding, curing and other expenses incidents to the work.
8.0. DRILLING AND GROUTING GENERAL:
The specifications provide for drilling of "A" and "B" holes and grouting of "A" and "B" holes with cement slurry for foundation treatment.
8.1. A List Of IS Codes Applicable Is Furnished Below:01. IS 6066 - 1984 Recommendations of pressure grouting of Rock
Foundations in river valley projects.02 . IS 5441 - 1986 Portable pneumatic drilling machine03. IS 2529 - 1973 Code of practice for in-situ permeability tests.
8.2. a) Drilling and grouting shall include drilling holes washing of holes, washing of seams, fixing of grout pipes of packers for stage-wise grouting, grouting with cement grout and back filling of holes.
b) The purpose of grouting is to consolidate the foundations and to reduce seepage through the foundations and uplift pressures under the structure. The programme of grouting prescribed herein, consists first of a low pressure shallow grouting for consolidating and improving the stability of the upper portion of foundation rock
followed by a high pressure curtain grouting to create a tight curtain which will cut off any paths of percolation.
C) Drilling and grouting of foundations is inclusive of washing and testing of permeability. The curtain grout holes for foundations treatment will be drilled to a depth and spacing of holes as shown on the drawings of or as directed by geologist of Geological Survey of India and holes shall be drilled and grouted after the completion of excavation and prior to placing masonry or concrete. But if grouting to be done after construction of masonry or concrete for 3.0 metre height 65 MM/Q.M.S. Black Steel Pipes should be left in masonry or concrete. The Pipes will be procured by the contractor and the contractor shall fix the pipes vertically in position and see that no damage occurs to them while laying masonry. In case the verticality is not maintained for pipes before drilling and grouting operations are taken up, drilling through masonry shall be done by the Contractor.
8.3. EQUIPMENT:a) Drilling Equipment: Grout holes will be drilled with standard core
drilling equipment. Plug or non-coring bit may also be used. Where consolidation or blanket grouting is to be done from the foundation surface, in rock, which does not produce mud slurries, percussion, drilling in lieu of rotary drilling may be used for shallow holes.
1) Creations pneumatic or electrical driven diamond drill machine and its equipment.
2) Deep hole jackhammer with 80'-0” drill capacity and its equipment.3) 1000 Cft Air compressor or 500 cft Air compressor.b) Grouting Equipment: All equipment for mixing and injecting grout,
shall have adequate capacity and shall be maintained in first class operating condition. The minimum equipment required will be,
1. Four specially equipped, air driven duplex, double action slush pumps, capable of operating at a maximum discharge pressure of about 500 P.S.I/35.00 Kgs/Sq. Cm.
2. Four mechanical grout mixers.3. Four mechanically agitated sumps.4. Two high head water pumps for auxiliary water supply to be used in
pressure testing flushing and pressure washing operations.5. The suitable water meters suitably graduated.6. Sluice valves, pressure gauges, pressure hose, supply lines, packers
and small tools may be necessary to provide a continuous circulating supply of grout and accurate pressure control.
c) Hand operated grout pumps shall not be used to grouting low or high pressure holes, only pumps which are capable of injecting grout into holes at sustained highest allowable safe pressure are suited for this type of grouting.
d) The grout mixing and conveying system, consisting of the above equipment, shall be laid out to provide sufficient capacity for a heavy flow of grout. In general, an uninterrupted flow of grout shall be maintained and the grout conveyed from the pump to the hole through a hose or pipe of not less than 40 mm in diameter and return line not less than 40 mm in diameter. Wherever practicable the grout plant shall be placed as near the hole as possible and along pipe lines avoided especially during hot weather. The flow of grout into the holes at a constant speed of the pump shall be controlled by the return valve on the header, by passing and returning to the agitator all grout, not accepted by the hole at the desired pressure. As the grout hole approaches refusal, or when the valves on the holes are closed for any reason, the pump shall continue in full operation, circulation the grout through the line to prevent setting or clogging. Both the pump and the pipeline shall be flushed periodically with clear water during grouting operations, especially when using thick grout. Deposits of grout in the pump mixer and agitator not removed by flushing shall be cleaned out, once a week, by scraping and chipping. Upon the completion of any continuous operation or at such time as found necessary, the pump grout lines header, cap and mechanical expander shall be dismantled, thoroughly cleaned with water and blown out with air.
e) The mixer shall be provided with an accurate meter, for controlling, and measuring the amount of mixing water in the grout. Specially equipped pressure gauges shall be provided with diaphragms or by filling a short gauge tube in the form a “pigtail” with semifluid water proof grease and oil or other devices to prevent the entrance of grout in the gauge. The combined ranges of the high pressure gauge shall be 0.035kg/Sq. Cm/0.500 PSI for low pressure gauges shall be 0.0175 Kg/Sq. Cm/0.250 PSI one of the pressure gauges shall be mounted so that it will measure directly the pressure on the hole and shall preferably be mounted directly on the vertical pipe of the head connected to the grout cap or expanding packer the other gauge shall be mounted on the supply line at the pump.
8.4. DRILLING GROUT HOLES AT FOUNDATIONS OF SPILL WAY, BODY WALL
(a) LOW PRESSURE GROUTING:The procedure for grouting of the foundation will be subject to modification as determined in the field, but in general, will consist of.
(1) Drilling the holes of diameter 75MM to 50 MM to the required depth at a time expect in the cases where shattered rock on crushed zone is met with in such cases descending stage of drilling and grouting to be done. After completion of drilling, the hole is to be protected by capping till the grouting is completed.
(2) Plain washing of holes is to be done using G.I. pipes or drill rods, with air and water lowering the pipes or rods to full depth.
(3) Washing of seams is to be done by fixing grout pipes or mechanical expanding packers, in stages starting from bottom zone.
(4) The holes are to be washed after seam washing of each zone is to be completed, and then seam washing of next higher zone is to be taken up.
(5) After completion of washing of seams, the holes are to be flushed with air and water and grouting to be started for bottom zones first by using expanding packers. First grouting of all bottom zones in a region are to be completed before taking up grouting of next higher zones.
(6) During grouting of any hole, if inter-connection is found in neighboring holes, the same are to be plugged till the grouting of the hole in operation is completed and then the inter-connected holes are to be drilled again and washed to full depth or required depth with water.
(7) Grouting is to be continued till the zone of the hole refuses to take grout which can be found by measuring at the grout agitator or sump.
(8) Once grouting of holes in a region is completed the holes are to be kept plugged for 48 hours and then blown with air and then back filled to the top with some kind of mortar that is being using in that region for construction of masonry.
b) HIGH PRESSURE GROUTING:The holes for the high pressure grouting the foundation of the
structure shall and be drilled from the foundation to a depth and spacing of holes as shown on the drawings are approximate and subject to revisions at the time of drilling, testing, and grouting. The diameter of any grout hole shall not be less than 50 MM core recovery will not be required. Grout holes shall be drilled to varying depths and at carrying inclination, not to exceed 30 degrees from that vertical. The exact depth direction and interval between holes will be determined in the field from the conditions encountered, and as directed by the geologist of Geological Survey of India, drilling of any grout hole to a total depth greater than 60mm is not anticipate; however holes to greater depths may have to be drilled if found necessary during execution whenever, the drill water is lost on artesian flow encountered, the drilling operations or not to be stopped, but continued taking precautionary steps. Upon completion of drilling of a hole, it shall be temporarily capped or otherwise protected from entry of foreign material until grouting operations required it to be opened.8.5. PIPES FOR FOUNDATION GROUTING
a) Low pressure grout hole: 65mm or 75 mm diameter steel pipe of length 0.6m into masonry in the drilled holes to a depth 0.3 m into masonry or concrete from surface by reaming the hole with 80 mm or
100 mm bit to facilitate the easy washing of holes and prevent the drillings from re entry into the holes; the cost of these pipes and fixing them should be included in the unit rates for drilling and grouting and no separate payment will be made.
b) High pressure grout holes; Standard 65 mm steel pipe shall be used wherever embedded pipe specified for grout holes and also in foundation work over springs, crevices, seems, and other spots disclosing foundation defects and elsewhere if required. Pipes and fittings that are embedded in masonry or concrete shall be thoroughly cleaned and shall be held firmly in position and protected from damaged while masonry or concrete is being laid around them. The pipes for the high pressure grout holes shall be over 0.9 mts long from the foundation level so that where drilling is done later on, difficulties inclination may be avoided. The above pipe shall be procured by the contractor at his own cost. The contractor has to embed these pipe without extra cost to the department.
8.6. WASHING AND PRESSURE TESTING:Before taking up grouting of drilled holes plain washing and seam washing of holes is to be done as follows.
a) A set of holes in 4 rows in a block is to be drilled and flushed to full depth using air and water.
b) Then washing of seams intersected by holes is to be carried out by fixing expanding packers in pressure, Zone-wise until clear water comes out from inter connected holes. The work of steam washing is to be done carefully and as directed by fields officers regarding changing of connection, procedure etc., (i.e.,) bottom zone are to be taken up first for seam washing by fixing packing appropriate depths. Once the steam washing of bottom zones is completed the expanding packers are to be removed and the holes are to be flushed with air and water to bring out clay or muck collected holes. Then seam washing of next higher zones in to be taken up. This procedure is to be continued till the full depth of hole, is completed. In no case washing pressures should exceed the maximum grouting pressures, which shall be decided by Executive Engineer.
c) When the seam washing is completed the holes are to be flushed with air and water to full depth and pressure testing of holes to be taken up by fixing expanding packers for zone required and water to be pumped under pressure through water meter to record water consumption. This consumption of water will decide the consistency of cement grout. After pressure testing, the zone will be taken up for grouting.
8.7. PRESSURE TESTING OF HOLESa) During the drilling of the holes, or after drilling completed or during or
after grouting, holes as required shall be water pressure tested. In all grout holes when abnormal gain or loss of drill water is observed or caving number of the holes or binding of the bit occur during drilling or the drilling rods fall suddenly as through on open crack or cavity it
may be required that drilling be discontinued and the hole pressure tested.
b) The procedure for water pressure testing shall be as specified herein, if hole drilled and tested sahll be isolated by sealing off with double packers attacked to a perforated steel pipe and lowered into the hole. If stage-drilling method is used, a single packer shall be used to isolate the section to be tested. Water shall then be pumped into the test section under pressure and for period specified herein. The time, pressure and quantities of water used for testing section of hole shall be recorded. The length of test section shall be measured parallel to direction of hole. Hole shall be tested in 2 to 5 meters sections. The pressure testing apparatus shall be subject to periodic tests for accuracy and satisfactory operations.
c) The pressure test shall be performed in one continuous operation using the following stages of pressure times.
_________________________________________________________________________________________
Step No. Pressure (p) P.S.I. Elapsed time Minute__________________________________________________________________________________________
1. 1/3 P 52. 2/3 P 53. - - P 104. 2/3 P 55. 1/3 P 5
________________________________________________________________________________________ The Pressure “P” shall be determined, depending on geological conditions and on the depth of upper packers however, this pressure need not exceed a maximum of 10Kg/Sq. Cm at the gauge. After steps No.4&5, time the value shall be closed and pressure drop observed and recorded for a minimum period of 3 minutes in each instance.
d) A desirable degree of impermeability if considered to exit when the leakage obtained by applying water test to section of a hole drilled is less than two lug eons (L) i.e., two (2) Litres/meter/minute of hole tested when pressure of 10Kg/Sq. Cm at the gauge point is applied for a period of 10 minutes.
8.8. GROUT:a) Materials: i) Grout shall consist of cement and water in proportions
determined in the filed. Cement water shall conform to the requirements specified under schedule ‘D’.
ii) Admixtures to be followed: There are number of admixtures when added in small quantities will give the following desirable characteristics.Retarded for delaying the setting timeAccelerators for hastening the setting time.
b) The water cement ratio by volume will be varied to meet the characteristics of each hole as revealed by the grouting operation and will range between 10:1 to 2:1 the greater part of the grout probably being placed at ratio of about 10:1. In general, if pressure tests indicate a tight role grouting shall be started with a thin mix. If an open hole condition exits, as determined by loss of drill water or inability to build up pressure during water testing operations, then grouting shall be started with a thick mix and with grout pump operating as nearly as practicable at constant speed at all times, the ratio will decrease, if necessary until the required pressure has been reached. When the pressure tends to rise too high, the water cement ratio shall be increased. If necessary, to relieve premature stoppage, periodic applications of water under pressure shall be made. Under no conditions the pressure or rate of pumping be increased suddenly as either operates may produce a water hammer effect which may promote stops otherwise the grouting of any hole shall be continued until the hole refuses to take grout practically. For pressure above (14.00 Kg/Sq. Cm) 200 PSI. The grouting pressure shall be maintained for such reasonable time to assure that the foundation has been satisfactorily grouted. Should grout leaks develop, such leaks shall be caulked promptly if, due to size and continuity of fractures, it is found impossible to reach the required pressure after pumping a reasonable volume of grout at the minimum workable water cement ratio, the speed of pumping shall be reduced. Following such reduction in pumping speed if the desired result is not obtained in, grouting the hole. In such an event, the hole shall be cleaned, the grout allowed to set, and additional drilling and grouting shall be done in the hole or in the adjacent area as determined in the field until the desired resistance is built up. All pressure grouting operations shall be performed in the pressure of responsible Engineer-in-charge of grouting. After the grouting of any stage of a hole is finished the pressure shall be maintained by means of a stop cock or other suitable devices until the grout has set to the extent that it will be retained in the hole. The arrangements of the grouting equipment shall be such as to provide a continuous circulation of grout through out the system and to permit accurate pressure control at the hole by operation of a valve on the grout return line, regardless of how small the grout intake may be. The equipment and lines shall be presented becoming fouled by the constant circulation of grout and the periodic flushing out of the system with water flushing shall be done with the grout in take valve closed, the water supply valve open and the pump running at full speed.
8.9. GROUT PRESSURE:
The pressure should be as high as practicable but controlled to avoid disturbance of rock structure.
a) Under no conditions of water under pressure or rate of pumping be increased suddenly. An injection should be continued (unless prevented by leakage in any hole or there is negligible grout consumption). A useful rule is to stop pumping when the grout consumption is less than 1.5 lug eon at pressure upto 3.5 Kg/Sq.Cm/50 PSI and 2 lug eon at pressure between 3.50 Kg/ Sq. Cm/50 PSI and 10.50 Kg/Sq. Cm/150 PSI. If due to size and continuous fractures, it is found impossible to reach the required pressure after pumping reasonable volume of grout the minimum workable water cement ratio shall be used and the speed of pumping shall be reduced. Following such reduction pumping speed, if the desired result is not obtained, grouting the hole will be discontinued. In such case the hole shall be cleaned the grout allowed to set, and additional drilling and grouting shall then be done in this hole or in the adjacent are so as determined in the field until the desired resistance is built up. All pressure grouting operations shall be performed in the presence of a responsible Engineer in charge of grouting. After the grouting of any stage of hole is finished the pressure shall be maintained in the hole.
b) Grouting pressure must be properly and carefully varied to suit the depth of the holes, and character of rock with reference to open the joints, seams etc., The highest possible pressure consistent, with safety, speedy work and the largest possible coverage as determined by pressure testing during grouting should be used. In some cases, where deemed necessary, the upper seams shall be grouted in advance of the regular programme to avoid disturbance to rock structure. It is expected that in general grout pressure may go upto 7.00 Kg/Sq. Cm/100 PSI for consolidation grouting. Grouting pressure must be properly and carefully varied to suit the depth of the holes, distance from exposed rock surface and character of rock with reference to open joints, seams etc., The highest possible pressure consistent with safety speed work and the largest possible coverage, as determined by pressure testing and check leveling during grouting should be used. Where deemed necessary the upper seams shall be grouted in advance of the regular programme in order to permit the use of increased pressure on the lower seams.
8. 10. METHODS OF APPLYING GROUT:a) In general, stage grouting shall be adopted. It may be necessary or
desirable with reference to the field conditions to use different sections of the grout holes, especially those of the high-pressure grout holes. When such grouting of a hole is necessary, the grouting shall be performed by attaching a packer to end of grout to the top of the bottom section i.e. required to be grouted at a different pressure, grouting at the required pressure and allowing the packer to reduce in place until there is in back pressures; with drawing the grout supply pipe to the top of the next higher section i.e. required to be grouted
at a different pressure and thus successively grouting the hole in section at the specified pressure until the entire hole is completely grouted, except that the grouting of the section shall be performed without the use of packer. The Packers shall preferably consist of elastic rings of rubber, leather or their suitable material attached to the end of the grout supply pipes. The packers shall be designed so that they can be expanded, to seal the drill holes at the specified elevation and when expanded, shall be capable of withstanding without leakage, for water pressure and the maximum grout pressure to be used.
b) For doing the high pressure grouting, the first holes shall be spaced widely and shall be grouted before intermediate holes are drilled and in this manner the drilling and grouting of the holes shall be completed with such final spacing and depth of holes so as obtain to continuous grout curtain.
8.11 .TEST OF GROUTED WORK:a) To test the efficiency and penetration of grout in the grout curtain,
core drill holes shall be drilled in the place of the grout curtain after deep grouting operations are completed, core drilling shall be preferably done with NX size bits and double tube core barrels and they shall produce core 22mm in diameter. The NX holes will be required to drill to be maximum depth of 30m/ 100 feet. All core drilling shall be performed in a workman like manner, by competent and experienced work men, and special care shall be exercised to obtain cores in as good condition as possible from all holes. The drill bit shall be pulled and the core removed as often as necessary to secure the maximum possible layout of core. Wood on core boxes, securely nailed, shall be used for placing the core in the correct sequence and they will be aggregated accurately by the labeled wooden blocks accounting to the measure distances in the hole. No box shall contain core from more than one hole.
b) The core drill holes shall be tested under a water pressure equal to or a little less than the pressure for high pressure grouting and the accounting and the account and limit of leakage in each hole measured. If any hole should seam excessive leakages it shall be grouted under pressure no test hole shall be driven and tested under pressure the same manner. The foundation will be considered to the consolidation satisfactory if the cement consumption less than 0.5 bags (25 Kgs) per 0.3 m of grout hole. If the cement consumption is more, secondary and or tertiary and shall be drilled and grouted. The test efficiency and generation of the low pressure grouting more drill test holes shall be drilled at the rate of one for either 90 mm grouted area.
8.12 .TECHNICAL FIELD RECORDS:a) Drilling pressure, washing pressure, testing and grouting records shall
be kept neatly and systematically as the work proceeds, by the departmental Officers and the contractors should assist for the same.
The exact location of hole with reference to the existing changes along the regulator shall be recorded and on accurate log of all operation kept. Record maps and sections shall be completed showing all subsurface conditions as found and corrected by grouting operations. Representative cores shall be suitably boxed and referenced. All information regarding the grouting, amount of grout effect observed in the surrounding holes or rock etc., may be kept under the following holes.
1. Hole number.2. Type of hole and method of drilling.3. Position chainage with distance up steam or downstream of the
regulator.4. Top level and depth.5. Date and time of commencement of grouting.6. Date of Completion.7. Quantity of Cement consumed.8. Observations during grouting, concerning behaviour or hole under air
and water pressure, appearance of water of grouting application and retention of grout pressure connection to and effect on adjacent holes method of application of grout, stage grouting to enable completion of geographical record of the foundation.
8.13. PAYMENTa) Drilling of consolidation grout holes washing testing and grouting
holes will be done by the contractor as per pattern directed by geologist of Geological Survey of India.
b) Payment of drilling of 50 mm to 75 mm diameter grout gap hole made on the unit rate of each running metre of holes drilled as entered for in schedule “A” and all including cost of drilling 50mm to 75mm diameter holes, grouting of holes, conducting in-situ permeability tests using single packer/double packers including hire charges of machinery, cost of all materials, all leads and lifts, depth initial dewatering, dewatering during drilling, mobilization and demobilization of labour and equipment and all other operations necessary to complete the finished item of work as per drawings and as directed by the Engineer-in-charge.
8.14. CURTAIN GROUTING:a) Curtain grout holes for curtain grouting to be drilled through after
contract is land to facilitate drilling of the these holes 75mm M.S. black steel pipes will be kept in concrete masonry upto floor level. The pipes for grout holes will be placed. The pipes and specials will be procured by the contractor and he shall fix the pipes for holes as per drawings and as directed by the Engineer-in-charge. The contractor shall see that no damage occurs to these pipes while laying concrete/masonry. In case the required inclination is not
maintained by the contractor, before the drilling and grouting operations are taken up, the re-drilling through masonry/concrete upto foundation level shall be done by contractor.
b) Payment for drilling of curtain grout hole 50mm to 75mm as per the pattern indicated by the Geological Survey of India shall be made on the unit rate of each running metre of holes drill as entered for in schedule ‘A’ and shall include cost of drilling 50mm to 74mm holes, washing of holes conducting in-situ permeability test, cost of all materials, all leads and lifts and de-lifts initial dewatering, dewatering during drilling, mobilisation and demobilisation of labour and equipment and all other operations necessary to complete the finished item of work as per drawings and as directed by the Executive Engineer.
8.15. GROUTINGa) Grouting of curtain grout holes and consolidation grout holes 50mm
75mm will be done for foundation treatment as per I.S. 6066-1971 at required pressure.
b) Payment of grouting holes with cement slurry shall be made on unit rate of one metric tonne of cement injected into the hole including hire charges of machinery, erection and dismantling and shifting of all machineries, labour charges, piping with all fixtures for supply of air and water and all operational charges including the cost and conveyance of cement Sampling of cement, testing etc., to complete the finished item of work.
9.0. OTHER ITEMS9.1GRAVEL BACKING
Morum or Gravel backing to rough stone dry packing.9.1.1. Gravel backing specified thickness to the rough stone dry packing
using the gravel of approved quality including cost and conveyance of gravel, sampling and testing of gravel, stacking of gravel, seigniorage charges, all water leads, preparation of base, mixing with water, puddling, laying in position, with all leads, lifts, de-lifts, ramming, finishing and left to sky until it dries up, and does not show signs of yielding, all labour charges and all other operations necessary to complete the finished item of work to specifications as per drawings and as directed by engineer-in-charge.
9.1.2. PREPARATION OF BASE.The surface to receive the gravel backing shall be neatly
trimmed to the required slope dimensions and free from all roots and vegetation and profusely wetted before morum is laid on.
9.1.3. GRAVEL QUALITY :a) The gravel shall be composed of well added, course siliceous grains,
sharp and gritty touch and free from dirt and other deleterious matter. It shall not contain lumps larger than 20mm and the fines (passing through 75 Microns IS sieve) shall not exceed 10%.
b) The liquid limit shall be - 20.c) Plasticity index-Not more than 6.d) Morum stacking shall be as per standards.
9.1.4. PREPARATIONS AND LAYING :a) Gravel shall be mixed with water on the previous day. Next day
morning it shall be well mixed and worked with mamoties till it can be formed into stiff plastic walls.
b) Gravel so mixed shall be carried in baskets to where it is to be laid and deposited in a single layer to give 150 mm thick of finished thickness and shall be well rammed in position with flat wooden rammers or any other method approved by the Engineer.
c) The finished surface of gravel shall be left untouched until it dries up and does not show sings of yielding.
d) If any thickness other than 150 mm is specified the work shall be executed to this specification ramming in layers not exceeding 150 mm thickness.
9.1.5. MEASUREMENT AND PAYMENT:A) MEASUREMENT:
a) All linear measurements shall be in meters, correct to 0.01 of a metre.b) All Volumes shall be computed correct to 50.01 cubic metres.
c) The gravel shall be stacked and pre-measurements shall be taken before lying.
One cubic metre of finished item of work shall not be less than 1.16 cubic metre of stack measurement.B) PAYMENT:
A) The unit for payment shall be one cubic metre.The tender rate in schedule - ‘A’ shall be for 1 cubic metre of finished
work inclusive of cost of all material, sampling and testing, all leads, lifts, labour charges, conveyance charges and incidental charges for completing the work to the specifications and drawings.9.2 ROUGH STONE DRY PACKING FOR APRONS AND SIDE
REVITMENT9.2.1. GENERA:
The specifications for construction of 600mm/ 450mm/ 300mm rough stone dry packing for aprons and revetments as specified in schedule ‘A’ and its materials.
9.2.2. SCOPE
Rough stone dry packing of specified thickness in single layer upto 600mm thick, in two layers for 1000mm (400mm thick layer in the bottom
and 600 mm thick layer on the top) and in three layers for 100 mm thick using the stone of specified variety for bed pitching/side revetment including cost and conveyance of stone, sampling and testing of stone, seigniorage charges, preparation of bed, stacking of stone to departmental gauge for premeasurements, packing, all leads, lifts, de-lifts, seigniorage charges, labour charges, and all other operations necessary to complete the finished item of work to the specifications as per drawings and as directed by the Engineer-in-charge.
9.2.3. MATERIAL:
The provision of schedule ‘D’ shall apply
a) Stacking shall be done as detailed below at the locations specified or ordered by the Engineer.
i) Stacks shall be formed to regular shape and uniform cross sections.
ii) Materials shall be stacked on even ground. Stacking shall not be done in flood zones or in water logged area.
iii) Rough stone shall be packed so closely as to give minimum quantity of voids possible without actual dressing of stone to fill interstices. In case of improper stacking done by the Contractor, the Engineer shall have the right to either reject the stacks partly or completely.
iv) Unless otherwise specified templates shall be provided to the sizes and dimension of the stack as may be specified at the contractor’s expense.
9.2.4. PREPARATION OF BED AND SLOPES:
A. BED:
The surface on which the rough stone is to be laid shall be excavated to the required level and leveled and prepared for the length and width as shown on the drawings. The base shall be compacted suitably with hand rammers or other means to have an even bedding.
No packing shall be on uncompacted made up soil.B. SIDE SLOPES.a) The sides of banks to receive rough stone revetment shall be trimmed
to the required slope and profiles put up by means of line and pegs at intervals of 3 meters to ensure, regular, straight and an uniform slope throughout. Depressions shall be filled and throughly compacted.
9.2.5. LAYING APRON (BED PITCHING) AND REVETMENT (PITCHING TO SIDES):
i) Apron (Bed Pitching)
a) Apron shall be provided to the dimensions and levels shown on drawings.
b) To ensure regular and orderly disposition of the full intended quantity of stone in the apron, template or cross walls on dry masonry shall be built about a meter thick and to the full height of the specified thickness of apron at intervals of 10 meters or closer as directed by the Engineer, all along the length and width of the apron. In between the cross walls the stone shall be hand-packed.
c) The thickness of the apron shall be made with one stone only. Total thickness shall not be made up in two or more layers.
d) The stones shall be laid closely in position of the prepared bed and firmly set with their broadest ends downwards so that they may meet all round their bases and with the top of the stone level with finished surface of packing. The stones shall be laid breaking joint as far as possible in the direction of the flow of water. The stones shall be placed normal to the surface to be protected.
e) The interstices between adjacent stones shall be filled in with stones of the proper size, well driven in, with crowbars to ensure tight packing and complete filling or all interstices. Such filling shall be carried on simultaneously with the placing in position of the large stones and shall in no case be permitted to log behind. The final wedging shall be done with the largest size chips or spalls practicable, each chip or spall being well driven home with a hammer so that no chip or spall possible of being picked up or removed by hand to ensure tight packing. The sizes of spalls shall be minimum 25mm and shall be suitable to fill the voids in the pitching.
f) On completion, the surface presented by the apron revetment shall be even throughout, free from irregularities and the required length, breadth and slope as specified or as shown on the plans.
ii) Revetment (Pitching to sides):a) Revetment shall be constructed to the required length, level, depth
and slopes shown on the drawings.b) Profiles or strings and pegs shall be put up to ensure that the pitching
is done true, straight and to the proper slope throughout.c) Revetment shall in all cases be built up from the foot of the bund to
be riveted and built up in courses upward Care is necessary that a strong toe wall or other protection is always given to the revetment. Which protective measure shall be shown on the plans.
d) Stones shall be placed to the required length by derrick or by hand. Stones shall be set normal to the slope and placed so that the largest dimension is perpendicular to the face of the slope unless such dimension is greater than the specified thickness of pitching. The largest stones shall be placed in the bottom courses and for use as headers for subsequent courses.
9.2.6. MEASUREMENT AND PAYMENT:
1) MEASUREMENT:a) These protection works shall be measured as set forth to close below.i) Unless otherwise specified, for measurement, materials shall have to
be stacked before laying and no extra cost will be paid to the Contractor for
ii) All linear measurements for apron and revetment shall be in meters corrected to 0.01 metre. Volume shall be in cubic meters corrected to 0.01 cubic meter. The unit for payment shall be one cubic metre. 1 M3 revetment / Bed pitching shall not be less than 1.10 M3 of stock measurements.
iii) Preparation of bed and trimming of the side slopes for laying apron and revetment to sides shall be deemed to have been included in the main item and shall not be measured separately unless otherwise specified.
iv) No extra payment for the construction of template, cross walls in apron shall be made.
2) PAYMENT:a) The tender rate for one cubic metre in the schedule ‘A’ for finished
work of apron shall include the cost of preparing base, profiles, cost of all material, conveyance, labour, tools and plants for laying completing the work according to the drawings and specifications.
b) The rate for one cubic metre of stone pitching to side slopes in schedule ‘A’ shall include the cost preparing the base by trimming, putting the profiles, laying stone pitching of dry rubble to the specified thickness, lines, curves, slopes and levels and cost of all labour and materials including conveyance as well as tools and plants required for the work in completing the work as per drawings.
9.3. C.C. GROUTING TO THE APRONS AND REVETMENTS INCLUDING POINTING.
(REAPIR GROUTING)
9.3.1. SCOPE:Repair grouting to aprons and revetments upto specified depth with
cement concrete of specified proportion using 20mm MSA graded metal and pointing with cement motor of specified proportion including cost and conveyance of cement and all other materials, seigniorage charges, sampling and testing, all water leads, mixing charges, all leads, lifts and de-lifts and other labour charges and all other operations necessary to complete the finished item of work as per drawings and as directed by the Engineer-in-charge.9.3.2. MATERIALS:
The provision of Schedule shall apply9.3.3. (i) The surface of the apron or revetments shall be thoroughly
cleaned and joints racked out 250 mm. depth or to any other depth as specified by the Engineer. The whole surface shall be swept clean.’(ii) The joints shall then be filled in with cement concrete of specified mix and graded broken aggregate of maximum size 20mm. of the interstices are large, a larger size aggregate as specified by the Engineer may be used. The concrete shall be rammed with flat bars, trowels or flat ends or small thin crowbars to ensure effective consolidation.
(iii) The surface shall then be neatly flush pointed with cement mortar of specified mix covering the joints of the newly laid concrete while the concrete filling still green.
(iv) The concrete and pointing shall be continuously kept wet for three weeks.
9.3.4. MEASUREMENT:All linear measurements shall be in meters, correct to 0.01 of a meter.
All areas shall be worked out correct to 0.01 of a square metre.The unit rate in schedule ‘A’ shall be per ten square meter., The rate
shall include all costs of cement concrete, surface, cleaning, filling joints with cement concrete, ramming pointing, watering and tools and appliances required for completing the grouting operation. This shall also include the cost of bailing out of water where required unless otherwise specified.9.4. ELASTOMERIC BEARING
9.4.1. SCOPE OF WORK:a) The Section covers specifications for fully moulded Elastomeric
Bearings Pads.9.4.2. APPLICABLE PUBLICATIONS:
1) Ministry of shipping and Transport Specification for Roads and Bridges work section-2000 (including all amendments)
9.4.3. ELASTOMER BEARINGS:The term “bearing” in this case shall refer to an Elastomeric bearing
consisting of one or more Elastomer slabs bonded to metal plates during manufacture so as to form a sand-witch arrangement, while bearing pads shall denote single unreinforced elastomer slabs.9.4.4. MATERIALS:
(I) ELASTOMER:(a) The elastomer to be used for bearings shall be made from natural or
synthetic rubber and shall satisfy the physical properties given below.
The test pieces required for the tests shall be selected from the central layer of the bearings making up the selection.
9.4.5. PROPERTIES OF ELASTOMER______________________________________________________________________________
____________Test Method, IS Value of the
characteristicProperty Unit specification specified
reference__________________________________________________________________________________________
1. Physical Properties1.1. Hardness IRHD IS: 340060+5
(Part II)1.2. Minimum Tensile MPa IS : 340017
Strength (Part I)1.3 Minimum Elongather Per cent IS : 3400400
at break (Part I)2. Maximum Compression
Set Per cent IS : 3400(Part X)duration
temperature(h)
(deg C)CR +0 to 24.2
100+1353. Accelerated Ageing
IS : 3400(Part IV)duration
temperature(h)
(deg C)CR +70
100+13.1 Max change in Hardness IRHD+15
3.2 Max change in Tensile Per cent -15
Strength3.3 Max change in Elongation Per cent -40_________________________________________________________________________________________II) ADHESIVE
Adhesive used in bearing location or attachment to bridge decks shall be subject to the approval by the Engineer. It shall be of high viscosity resign, which are cold setting and free of solvent. Adhesives shall not be used to bond layers of cured elastomer.III) REINFORCEMENT
Mild steel used for plate reinforcement shall comply with the requirements of IS: 226. 9.4.6. CERTIFICATION
The contractor shall furnish to the Engineer a certificate by the Manufacturer that, the elastomer and fabric (if used) in the Elastomeric bearing conform to all the above requirements. The certification shall be supported by an authenticated copy of the results of tests, performed by the Manufacturer upon samples of the elastomer and fabric to be used in the bearings.9.4.7. GENERAL REQUIREMENTS
(a) Thickness of a single layer bearing shall not exceed 20 percent of the least plan dimension. The total thickness of a laminated bearing shall not exceed 40 percent of the least plan dimension.
(b) Thickness of any internal layer of elastomer shall not be less than 6mm, nor greater than 12mm.
(c) The thickness of outer plates shall not be less than 3 mm and that of inner plate not less than 1.5mm. Metal plates in which dowels are located shall be in general, not less than 6mm. Thick. The edges of all plates shall be slightly rounded to approximately 15mm radial. The metal plates referred above should not be composed of thinner plates joined together.
(d) Lamination bearing shall have side cover of elastomer of minimum thickness of 6mm to protect the ends of the steel plates and to give a reduced surface to that occurring at the edge of the bonded plates but shall not be considered in evaluation of deformations. The cover of elastomer at the top and bottom surfaces shall neither less than 3mm nor more than half the thickness of internal layer. The outer cover at top and bottom surfaces, having thickness less than half that of a single internal layer and not exceeding 3mm, may be considered as a simple protection and need not therefore be considered in calculating deflections. Where the above elastomer covers are provided, there is no objection to keep the thickness of top most and bottom most plates same as that of inner plates.
(e) Bearing shall be set back from the edge of a bearing surface at a distance not less than the thickness of the layer of Elastomer in contact with the bearing surface to allow for spreading of the elastomer under load.
(f) Bearing may be located in position by means of dowels or studs or their devices, or bonded to the structure with approved adhesives which shall general be of the high viscosity resin type, cold setting and free from solvent.
(g) For spans on an inclined grade and without hinge bearings, the sole plates shall be provided and the same beveled so that the concrete surfaces and the bearing shall be kept horizontal.
(h) The plan dimensions of the bearings to be finally adopted shall preferably be selected from series ‘R’ 20 of IS: 1076-1967.
(i) The arrangement of placing only one bearing under a girder shall be permitted. Further, bearings of different sizes shall not be placed next to each other to support a span.
(j) The bearings shall be fully moulded when metal laminations are used. These laminated Elastomeric bearings shall consist of one or more elastomer slabs bonded to metal plates so as to from a sandwich arrangement. Such fully moulded bearings shall be manufactured to required size.
(k) The Bond between elastomer and metal or fabric shall be such that, when a sample is tested for separation, failure shall occur within the elastomer and not between the elastomer and metal or fabric.
9.4.8. INSPECTION AND TESTING(a) The Contractor shall, whenever required during the course of
manufacture, arrange and offer all facilities for the purpose of inspection and test of all or any of the materials used therein, any officer as directed by the Engineer and the bearing OR, similar parts shall not be used in the superstructure except on the production of certificate of acceptance thereof from the Directorate of inspection whenever necessary. All the inspection charges shall be payable by the Contractor.
(b) The Contractor shall get the bearings tested for physical properties and performance of bearings. The test pieces required for the test shall be selected from the central layer of bearing. For the size of the test pieces, methods of tests etc., the relevant MOST Standard shall be followed. All the necessary tests shall followed. All the necessary tests shall be carried out in a laboratory approved by Engineer. Specimens for tests as may be required shall be supplied by the Contractor at his cost and testing charges shall also be fully born by the Contractor. Only those bearings which pass the tests satisfactorily will be accepted and will be permitted to be used. The Engineer will not accept any responsibility for the cost of bearings rejected.
9.4.9. PROTECTION AGAINST CORROSION.
Proper arrangement shall be made by the Contractor to avoid corrosion of metal plates or deterioration of adhesive by encasing he bearings totally in elastomer or by some method approved by the Engineer.
9.4.10. FIXING IN POSITIONa) When bearing assemblies in plates are shown on the drawing to be
placed (not embedded) directly on concrete, the concrete bearing area shall be constructed slightly above grade and shall be finished by grinding.
b) It shall be ensured that bearings are set truly leveled and in exact position as indicated on the drawing so as to have find and even bearings on the seat. Thin mortar pads (not exceeding 12mm) may be made to meet with these requirements.
c) It shall be ensured that the bottoms of the girders 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 placing the girders.
d) Before fixing the Elastomeric bearings, the concrete surface on which the bearings are to be placed shall be finished with wood float to a level plane which shall not carry more than 1.5mm from a straight edge placed in any direction across the area.
e) The position of the bearings shall be accurately marked on the pier/abutment cap and the area where the bearings are to be located leveled accurately.
f) The concrete surface shall be free from any loose material and cleaned of any grease, oil paint etc., and it shall be dry at the time of fixing.
g) The surface of elastomer shall be free from any foreign material.h) Once prepared, the concrete or elastomer shall not be touched with
bare hand.i) The bearings shall be covered with canvas or a suitable covering
material to protect them from direct sunlight and weather until the concrete of superstructure is cast.
j) The bearings shall be fixed in position with epoxy resin adhesive of approved quality.
k) The concreting of superstructure shall be taken up only after ensuring that the adhesive for fixing the bearing on pier / abutment cap has set.
9.4.11. TOLERANCES:The tolerances given in table 2000-2 of MOST shall apply.
9.4.12. MEASUREMENT AND PAYMENTa) Measurement for payment of Elastomeric bearing shall be on the
basis of cubic content measured in cubic centimeters of bearing pads actually fixed in position on each as specified in schedule ‘A’.
b) The rate of each type of bearings shall include the cost of supplying including labour, material, equipment cost of anticorrosive applications, cost of samples and their testing as directed by the Engineer, the cost of adhesive for fixing them, fixing the bearing in position and also costs of all operations necessary to complete the work as per the drawings.
9.5. REINFORCED CEMENT CONCRETE PIPES9.5.1. APPLICABLE PUBLICATIONS
1) IS: 459 - 1988 Specifications for concrete pipes with and without reinforcement (Third revision)
2) IS: 783 - 1985 code of practice for laying of concrete pipes (First Revision)
3) IS: 9766 - 1981 Flexible PVC Compounds4) IS: 6066 - 1984 Recommendations for pressure grouting of rock
foundations in river valley projects (First revision)5) IS: 1838 - 1983 Specification for preformed fillers for expansion
joints in concrete pavements and structures (non-extruding and resilient type) Part 1 Bitumen impregnated fiber (First Revision)
6) IS: 3597 - 1985 Methods of test for concrete pipes (First revision).7) IS: 5382 - 1985 Rubber sealing rings for gas mains water mains and
sewers (First revision)8) IS: 5751 - 1969 precast coping blocks
OTHER PUBLICATIONSMinistry of Shipping and Transport Specifications for road and bridge works N. 7900
9.5.2. SCOPEThe scope for the items include supply, laying joining reinforced
cement concrete pipes including collars of the diameter and lengths require at the locations as shown on the drawings or as ordered by the Engineer and in accordance with the requirements of these specifications.
9.5.3. SUPPLY OF PIPES a) Pipes shall be of specified diameter. NP Class conforming to IS: 458-
1988. Minimum length of the pipe shall not be less than 2.5 Meters. The contractor shall order and supply the pipes for work on the basis of the drawings.The following information shall be clearly marked on each pipe for acceptance.
i) Class of pipeii) Date of manufactureiii) Name of manufacturer or his registered trade-mark or both, and
iv) I.S.I. certification mark9.5.4. HANDLING AND LAYING OF PIPES
(a) Work shall be done as per IS: 783-1985 or its latest editions.(b) Reasonable care shall be exercised, in loading, transporting and
unloading or concrete pipes. Handling shall be such as to avoid impact.
(c) All pipe sections and connections shall be inspected carefully before being laid Broken or defective pipe shall not be used.
(d) Trench shall be of sufficient width to provide a free working space on each side of the pipe the free working space shall be preferably, not more than one third of the diameter of the pipe and not less than 15 cm. on either side.
(e) Pipes shall be lowered into the trenches carefully by mechanical appliances.
(f) Pipes shall be laid true to line and grade as shown on drawings.(g) Laying of pipes shall always proceed upgrade of as slope. If the pipes
have spigot and socket joints, the socket ends shall face upstream. In case of pipes, with joints to be made with loose collars, the collars shall be slipped on before the next pipe is laid.
(h) The sections of the pipe shall be joined together in such a manner that there shall be as little unevenness as possible along the inside of the pipe.
(i) In no case pipe shall be laid directly on rock or any such hard materials.
(j) In pipes shall be placed in position until the foundations have been approved by the Engineer.
9.5.5. JOINTING OF PIPESSemi-flexible type joint as per IS : 783-1985 and as shown on the
drawing shall be provided. The rubber sealing rings used in the joint shall conform to type 1 A of IS: 5382 - 1985. Rubber ring shall be placed on the SPIGOT, which shall be forced into the socket of the pipe previously laid. This shall compress the rubber ring as it rolls into angular space formed between the two surfaces of the spigot and socket so as to form a flexible and water TIGHT joint. The recess at the end of the pipes shall be filled with the cement mortar (1:2). Every joint be kept wet for about 14 days.9.5.6. BACK FILLING OF TRENCHES
a) Trenches shall be kept free from water until the material in the Joints has hardened. Walking or working on the completed pipe shall not be permitted until the trench has been back filled to height of at least 45 com over the pipe except as may be necessary for back filling and compaction.
b) Trench shall be back filled after pipe has been laid subject to the condition that jointing material has hardened. Only selected material
shall be used for back filling. Filling of the trench shall be carried out simultaneously on both sides of pipe in such a manner that unequal pressure does not occur.
c) The cement concrete for pipe bedding and around joints shall be provided as per drawings. The specifications of concrete mix shall be as per the relevant specification N. 4.0
9.5.7. MEASUREMENT AND PAYMENT:Measurement, for payment, will be on running meter basis on the
pipeline laid including joints. The rate per R.M. of pipe in schedule ‘A’ shall include the cost of pipes and collars including loading, unloading, hauling, handling, storing, laying in position, cost of rubber rings, rings, jointing and curing including back filling and all other operations to complete the work as per the specifications.
Concrete for bedding shall be paid separately based on the quantity laid at relevant rate in schedule ‘A’ on cubic metre basis.9.6. PUDDLE CLAY9.6.1. SCOPE:
Puddle clay made from impervious soils and laid around pipe barrels to reduce seepage.REQUIREMENTS:
The material used for these purposes, shall be impermeable, free from excessive shrinkage and swelling, shall resist erosion and have adequate stability. As for as possible, G-C or S.C. materials shall be used.LAYING:
The material shall be mixed with water on the previous day Next day morning it shall be well mixed and worked with mamoties till it can be formed into stiff plastic balls. Material so mixed shall be carried in basket where it is to be laid and deposited in layers of 150 mm thick and shall be well rammed in position with wooden or iron rammers.
The finished surface of morum shall be left untouched until it dries up and does not show signs of yielding.MEASUREMENT:
Dimensions shall be measured to the nearest 0.01 meters and volume worked out to the nearest 0.01 cum.RATE:
The rate shall be for a unit of 10 cum and shall include all operations of quarrying, transporting, watering, mixing, puddling and laying in a position, ramming etc., complete. The rate shall include cost and conveyance of water and earth with all leads lifts and de-lifts and all other operations necessary to complete the finished item of work as per drawings and as directed by the Engineer-in-Charge.
9.7. PROVIDING AND FIXING IN POSITION 25 MM EXPASION JOINTS WITH 300 MM WIDE P.V.C. WATER STOPPERS AT JOINTS IN
BARRELS AND WING WALLS ETC. INCLUDING APPROVED JOINT FILTER.
9.7.1. GENERALa) Polyvinyl Chloride (PVC) water stops shall normally have a centre Bulb
of 12.4 mm inside diameter and 25 mm out side diameter. It shall be 300 mm width and shall have minimum of two or three longitudinal ribs on each side of the bulb evenly distributed between the bulb and the edge of the Water stop, Each rib being 635 mm heigh and the rib adjacent to the edge shall have a web thickness of 12.5mm and the rib adjacent to the edge shall have a web thickness of 10mm and the Contractor however, will be permitted to use water stops of any alternative manufacture, such as water stops with diamond shape and bulb provided, they conform to the specifications and the functional and constructional requirements. For this purpose, the Contractor shall submit to the Engineer for approval, four sets of drawings showing details of the water stops, including dimensions, shapes and details of intersections and splices between water stops of the same size and of different sizes. Fabrication and procurement of materials shall be made only after the approval of the drawing by the Engineer. Any fabrication or procurement of material performed prior to approval of the drawings shall be at the Contractor’s risk. The Engineer shall have the right to ask the Contractor to make any changes in the drawings, which may be necessary to make the finished installation conforming to the requirements and intent of these specifications without additional cost. Approval by the Engineer to the Contractor’s drawings shall not relieve the Contractor of his obligation to meet all the requirements of these specifications or of the responsibility for the correctness of the Contractor’s drawings.
b) One set of the above drawings will be returned to the Contractor approved, disapproved, or conditionally approve and these shall be resubmitted for approval, if so directed.
c) The water stops shall be dense, homogeneous and free from holes and other imperfections. The water stops shall meet the material and test requirements given hereinafter. The cross section of the water stops shall be uniform along its length and the thickness shall be symmetrical transversely. Tolerance for the dimensions given above shall be plus 5mm in width, plus 2mm in thickness and plus 1mm for other dimensions.
d) Certified copies of the laboratory test report on the physical properties of the PVC water stops and a certificate starting that PVC water stops as furnished, meeting with all other requirements of those specifications, be obtained by the Contractor from the manufacturer of the PVC water stops and shall be submitted to the Engineer for approval. Three 1.5 meters long samples of the PVC water stops shall be obtained by the Contractor from the supplier and shall be submitted to the Engineer. These supplies shall be furnished at least 60 days prior to embedment of any water stops in the structures.
e) The contractor shall arrange to obtain the water stops from the supplies in rolls securing packed, containing a single length of not less than 12 linear meters and having inside diameter of not less than 0.3 meter.
9.7.2. MATERIALSa) The PVC water stops shall be fabricated by an extrusion process from
an Elastomeric plastic compound, the basic resin of which shall be virgin polyvinyl chloride. No reclaimed polyvinyl chloride shall be used.
b) The compound shall contain any additional resins plasticizer, inhibitors or other materials, needed to ensure that the finished product will have the following physical characteristics.
i) Tensile Strength minimum 116 Kg/sq.cmii) Ultimate elongation minimum 300%iii) Tear resistance minimum 49kg/Sq.cmiv) Stiffness in flexure minimum 24.6 Kg/Sq.cmv) Accelerated extraction 24.6 Kg/Sq.cmvi) Tensile strength minimum 105 Kg/sq.cmvii) Ultimate elongation minimum 250%viii) When tested in accordance with the effect of alkali test as described
in the following paragraphs, the material shall not shown an increase in weight of more tan 0.25 percent or a loss in weight of more than 0.10 percent after 7 days, or more than 0.40 percent increase in weight or more than 0.30 percent loss in weight after 28 days. After 28 days immersion the dimensions of the samples shall not differ from those of the original sample by more that than 1.0 percent. After 7 days immersion, the Durometer hardness reading of the sample shall not differ by more than plus or minus 5 from reading the original sample.
ix) When tested in accordance with the cold bend test described in the following paragraph, the material shall show no signs of cracking or hipping.
9.7.3. INSPECTION AND TESTS:a) All water stops shall be subject to laboratory tests before transport.
Samples of the finished water stops and material for tests shall be furnished to the Engineer. All tests shall be made by and at the expense of the contractor.
b) Samples for laboratory tests to determine physical properties of the compound shall be taken in accordance with the random process to obtain following number of test units from each lot received.
Size of lot received Number of test unit45 linear meter 145 to 90 linear meter 2
90 to 450 linear meter 4450 to 900 linear meter 8Over 900 linear meter 15
c) Laboratory tests determine physical properties of the water stops required to be furnished under those specifications shall be performed test specimen cut from test units taken from the finished products. The contractor shall furnish the specimens at his cost for tests at places as directed.
d) Tests shall be conducted in accordance with the following methods:i) Tensile strength ASTM designation D 638ii) Elongation - ASTM Designation D 638iii) Durometer hardness - ASTM Designation D 2240 (Type a)iv) Accelerated contraction test.v) Effect of alkali.vi) Clod bend test.vii) Impact resistance.
9.7.4. INSTALLATION:a) Location and embedment of the PVC water stops shall be shown on
the drawings, with approximately one-half of the width of the water stop embedded in the concrete on each side of the joint. In order to eliminate faulty installation that may result in leakage. Care shall be taken that the water stops are correctly positioned and secured during installation. All water stops shall be given installed so as to from a continuous water -tight diaphragm in the joint, unless otherwise shown. Adequate provision shall be made to completely protect the water stops during the progress of the work.
b) Additional vibration, over and above that used for adjacent concrete placement, shall be carried out to assure complete embedment of the water stop in the concrete. Large pieces of aggregate near the water stop shall be removed in hand during embedment to assure complete contact between the water stop and the surrounding concrete. Splices in the continuity or at the intersection of junctions of PVC water stops shall be performed by heat scaling the adjacent surface in accordance with the Manufacturer’s recommendations. A thermostatically controlled electric heat source shall be used to make all splices. The correct temperature at which splices should be made will differ with the material compounds but should be sufficient to melt. All splices shall be neat with ends of the joined water stops in true alignment. A meter box guide and portable saw shall be provided and used to cut the ends to be joined to ensure good alignment and contact between joined surfaces. After splicing a re-moulding iron with ribs and corrugations to match the pattern of the water stop shall be used to reform the ribs at the splices. The continuity of the members of the cross sections of the water stop (ribs
tubular center axis, protrusions and the like) shall be maintained across the splices.
c) Where splices are required between water stops of different sizes, the splices shall be made as recommended by the manufacturer of the water stops and drawings showing the details of the splices shall be submitted to the Engineer for approval as required in paragraph ‘General’ above.
d) Prior to embedment, the edge of the water stops shall be secured to looped wire in the end bulbs to improve the concrete bond as shown on the drawings. The bars shall conform to the provisions of specification 4.20 ‘Reinforcement’. The manner in which the water stop is secured to the reinforcing bars shall be subject to approval.
9.7.5. MEASUREMENT AND PAYMENT:Measurement for furnishing and placing PVC Water stops shall be
made along the centerline of water stops. Payment shall be made at the applicable unit rate for one running meter rate, in the schedule ‘A’, with no allowance for lap at splices and inter sections. The unit rate shall include the cost of making splices and intersections and of furnishing all labour, equipment, and materials required for installing the water stops and protecting the water stops from damage during the progress of the work. The unit rate shall also include the cost of preparing and submitting the drawings, producing samples for approval of the Engineer and costs of all incidental work needed to complete the work as per the specifications.9.8. PROVIDING WEEP HOLES:
Providing Weep holes as shown on the drawings and providing filters and jali as per the drawings including cost of materials and labour complete.9.8.1. GENERAL:
a) Rectangular weep holes:Weep holes of the size 75 mm wide and 150 mm high or of circular
pipe size of 100 mm diameter as shown on the drawings shall be provided and they shall extend through the full width of the masonry with a slope of about 1 vertical to 20 horizontal towards the draining face drain moisture from the back filling. The spacing of holes shall be as per the drawings, in either direction staggered. The sides and bottom of weep holes in the interior shall be made up in the stone/concrete having fairly plain surface and channel so formed over with stones/ concrete lintels not less than 150 mm on each side.
In stone masonry, generally the height of weep holes shall be the same as the height of the course in which they are formed as directed by the Engineer.
Filters behind weep holes with jali shall provided to the dimensions and grades as shown on the drawings.
b) In case of pipes, where the length of pipe falls short of the required length, it shall be joined with necessary collars in CM 1:3 or as directed by the Engineer to form a continuous hole in the body of wall.
c) Defective work shall not be paid. The interior of the weep holes shall be free from all sand, mortar, stone pieces, dirt and other foreign matter. Care shall be taken to prevent entrance of any foreign matter into the weep holes during progress of the work.
9.8.2. MEASUREMENT AND PAYMENT:Measurement for payment of weep holes shall be on the basis of
numbers actually formed. The payment will be made at the rate tender in schedule ‘A’ for each weep hole.
The rates shall include cost of furnishing all materials, transporting, storing, testing, laying, fixing including jali pipes, filter as shown on the drawings and cost of all incidental operation charges for carrying out the work in accordance with the specifications.9.9. PROVIDING AND LAYING 100MM INTERNAL DIAMETER G.I.PIPE
DRAINAGE SPOUTS INCLUDING NECESSARY CAST IRON GRATING AS PER DRAWINGS FOR ROAD BRIDGES.
9.9.1. SCOPE:The waterspout shall be 100mm internal dia G.I. pipes. The pipe shall
be of medium grade used for domestic water supply conforming to IS: 1239 (Part. 1) - 1979 and shall also bear the mark of certification issued by the Bureau of Indian Standards. The wall thickness shall be 4.5mm. The spouts shall project at least 10cm outside the concrete and shall be rigidly fixed. A cast iron grating shall be provided at the entry of the waterspout and shall be fixed in the recess so as to be flush with the road surface. The grating shall be painted with two coats of anticorrosive black bitumen paint. The quantity and the size of the grating shall be got approved from the Engineer.9.9.2. MEASUREMENT AND PAYMENT:
Measurement for payment shall be per number of water spouts fixed. Payment at the unit rate mentioned in schedule ‘A’ shall include cost of all materials, labour, tools and incidental operations to complete the work as per the specifications.9.10 .PROVIDING ARCHITECTURAL COPING SLABS OF 150MM THICK
WITH CEMENT CONCRETE OVER WING/RETURN/PARAPET WALLS WITH CEMENT MORTAR MM 7.5.
9.10.1 SCOPE:a) The coping slabs shall be precast with M-10 grade concrete using not
less than 220.00 Kgs of cement per cubic meter of concrete with machine crushed graded aggregate of 40mm maximum size.
b) The precast slabs shall be cured at least for 28 days prior to transporting to site of fixing.
c) For fixing cement mortar of MM-7.5 grade shall be laid evenly to an average thickness of 15mm to the full width of the top of the wall and the slabs be fixed. The joints shall be pointed with cement mortar MM-10 mix.
d) Measurement and Payment shall be on one cubic metre basis at tender rate in schedule ‘A’ which shall include cost of materials recasting, curing, storing, transporting, fixing including cost of cement mortar for fixing and pointing and all other incidental charges for completing the work as per specifications.
9.11. RAILINGS:9.11.1 General:
Railings shall not be placed until the centering of false work for the span has been released and the pan is self-supporting.
The type of railing to be constructed shall be as shown on the drawings.
The railing shall be carefully erected true to line and grade. Posts shall be vertical within a tolerance not to exceed 6mm in 3 meters.’9.11.2 . METAL RAILING:
All pipes used for railing shall be wrought iron, and all steel elements shall be galvanized.
All complete steel rail elements, terminal sections posts, bolts, nuts, hardware and other steel fittings shall be galvanized or painted with an approved paint.
If galvanized, all element of the railing shall be free from abrasions, rough, sharp edges and shall not be kinked or bent. If straightening is necessary it shall be done by methods approved by the engineer.
The railing shall be carefully adjusted prior to fixing in place to ensure proper matching at abutting joints and correct alignment and camber throughout their length. Holes for field connections shall be drilled with the railing in place in the structure at proper grade and alignment. Welding may be substituted for riveting in field connections, only with the approval of the Engineer.
Unless otherwise specified on the drawings metal railing shall be given one shop coat of paint and three coats of paint after erection if sections are not galvanized.9.11.3. CAST-IN SITU RAILING:
a) The portion of the railing or parapet, which is to be cast in place, shall be constructed in accordance with the requirements for cement concrete for structures in specification 4.0.
b) Forms shall either be of single width boards or shall be lined with suitable material duly approved by the Engineer. Forms Joints in plane surface will not be permitted.
c) All moulding panel work and level strips shall be constructed according to the details shown on the drawings. All corners in the
finished work shall be true, sharp and clean-cut and shall be free from cracks, spalls or other defects.
9.11.4. PRECAST RAILING:a) P recast members of railings shall be reinforced cement concrete and
shall conform to the specifications given in section 4. The precast members shall be remove from the moulds as soon as practicable and shall be kept damp for a period, of at least 21 days. During this period they shall be protected from sun and wind. Any precast member that becomes chipped marred, or cracked before or during the process of placing shall be rejected.
9.11.5. MEASUREMENT FOR PAYMENT:Railing shall be measured in running meters. The rate of railing in
schedule ‘A’ shall include the cost of all labour material, tools and plant required, for doing the work, complete in all respects in accordance with above specifications and shown on the drawings.
SCHEDULE - D:MATERIALS AND WORKMANSHIP:
1.1. General1.1.1. a) No material shall be used for construction in any work until
notice has been given by the Executive Engineer that the test results are satisfactory. No oral instruction should be followed.b) Recommendation of stacking and storage of construction materials at site shall be in accordance with IS: 4082-1977.c) To be the best Quality: All materials, articles, and workmanship shall be the best of their respective kinds for the class of work described in the contract specifications and schedule. The word ‘best’ as used in the specifications shall mean, that in the opinion of the Executive Engineer there is no superior quality of material or finish of articles on the market and that there is no better class of workmanship available for the nature of the particular item described in the contract schedule. The contractor shall upon the request of the Executive Engineer, furnish him with the vouchers to prove that the materials are such as are specified.
1.1.2. The tenderer has to do his own testing of materials and satisfy himself that they conform to the specifications of respective I.S.I. codes, before tendering.
1.1.3. The contractor shall himself procure the required construction materials of approved quality including the earth for formation of embankment and water from quarries/sources of his choice. All such quarries / sources of materials required for the work shall be got approved by the Engineer-in-charge in writing well before their use on the work. The materials as per standards of relevant I.S.I. codes only will be accepted.
1.2. SAMPLES
1.2.1 The representative samples of all materials should be procured by the contractor and arrange to send them to the Engineer-in-charge for conducting pre-construction tests and approval duly informing the source of materials from where he has collected the samples.
1.2.2 The raw and processed samples should be supplied at the contractor’s expense to the Engineer-in-charge within 14days after signing of the agreement. For testing of samples maximum of 60 days time will be required, each sample shall approximately consist of 100 Kgs, of materials or as directed by the Engineer-in-charge.
1.2.3 If the contractor desire to change the source of materials, he shall supply the raw and processed representative samples at his own expense to the Engineer-in-charge at least 60 days before its use for pre-construction tests and approval.
1.2.4 In addition to pre-construction tests and approval of quarries, the Engineer may test the aggregate for their suitability during their processing. The contractor shall provide such facilities as may be necessary for procuring at no extra cost representative samples at the aggregate processing plant and at the batching plant. Final acceptance of the materials will be based on the acceptable test results of samples taken from the construction site only.
1.2.5. The contractor has to bear the cost of raw and processed representative samples, laboratory tests and field tests. The contractor has to arrange the required men and material for collecting the samples and bear the cost thereon required for transporting them to the laboratory also. The contractor should quote his rates for finished item or work for the items or works of Schedule ‘A’ Keeping in view the cost of pre and processed samples to be submitted to the Engineer and also the rate of progress and the time required for conducting laboratory tests. No extension of time will be granted for any delay occurred in collecting the samples and conducting pre-construction tests in the laboratory and getting approval.
1.3. PROCUREMENT1.3.1 The rates quoted for all items shall include cost and conveyance of all
materials with all leads.1.3.2 It will be the tenderers responsibility to satisfy himself that sufficient
quantities of construction materials required for the works shall exist in the borrow areas or quarry sites. The Dep. does not accept any responsibility either in handing over the quarries or procuring the materials or any other facilities. The tenderer will not be entitled for any extra rate or claim for the misjudgment on his part for quantity and quality of materials available in the quarries.
1.3.3 Failure by the Tenderer to have done all the things, which in accordance with this condition, he is deemed to have done, shall not relieve the successful tenderer of the responsibility for satisfactory completing the works as required at the rates quoted by him.
1.3.4 The contractor shall make his own enquiries regarding the availability of other materials and make his own arrangements for procuring them.
1.3.5 The materials for embankment construction shall be obtained and got approved by the Engineer-in-charge. The responsibility for arranging and obtaining the land for borrowing or exploitation in any other who shall rest with the contractor, who shall ensure smooth and uninterrupted supply of materials for the quantity required in construction during the construction period. No separate cost will be paid.
1.3.6 Similarly, the supply of aggregates for construction shall be of approved quality approved by the Executive Engineer. Responsibility for arranging uninterrupted supply of materials from the source shall be that of the contractor. No separate cost will be paid.
1.3.7 The contractor has to open and develop the quarry for the stone and aggregate required. All incidentals such as removal of over burden, stripping etc. in the quarry should be done by the contractor. The contractor shall make his arrangements for maintaining the approach roads to quarry for conveying the materials to site of work.
1.3.8 The contractors have to make their own arrangements for storage and conveyance of water and storage at work site for construction purpose, no extra payment will be made to the contractor over and above their tender rates for water lead for storage arrangements.
1.3.9 The tenderer should inspect the site and check-up the possible water source for carrying out the entire work throughout the year in monsoon and non-monsoon seasons irrespective of the quantum of rainfall and quote their rates accordingly. No subsequent claims for extra water lead will be entertained under any circumstances.
1.3.10 The materials and labour utilized in the execution of work by the contractor shall not be less than that given in the A.P.P.W.D. standard data for the relevant item.
1.3.11 Lay-out of material stacks: the Contractor shall deposit materials for the purpose of the work on such parts only of the ground as may be approved by the Engineer in charge. He shall submit, for the approval of the Executive Engineer, before starting work, a detailed site survey clearly indicating positions and areas where materials shall be stacked and sheds built.
1.4. DEFECTIVE MATERIAL:1.4.1 All materials which the Executive Engineer/his representative has
determined as not conforming to the requirements of the contract will be rejected whether in place or not. They shall be removed immediately from the site as directed. Materials, which have been found defective, and which have been subsequently corrected, shall not be used in the work unless approval accorded in writing by the Engineer in charge. Upon failure of the contractor to comply with any order of the Engineer in charge, given under this clause, the Engineer
in charge shall have authority to cause the removal of rejected material and to deduct the removal cost hereof from any money due to the contractor.
1.4.2 The rejected rubble and spoils should be dumped far away from work spot as directed by the Engineer in charge. The muck, boulders etc. fallen on the approach roads, ramps, etc. below the place should be removed by the contractor immediately after blasting at the contractor’s cost. In case the above materials are not cleared within 24 hours of issue of departmental instructions, the same will be removed by the Department and the cost thereof will be recovered from the contractor’s bills.
1.4.3 The Dept. will not be liable for any compensation due to breakdown in machinery, water supply or electricity or delay in supply of materials and for damage due to rains and floods.
1.4.4 The Executive Engineer shall have power to reject at any stage, any work which he considers being defective in quality of material or workmanship and he shall not be debarred from rejecting wrought materials by reason of his having previously passed them in not worked condition. Any portion of the work or materials rejected or pronounced to be inferring or not in accordance with the drawings and specifications shall be taken down and removed from the work-site at the contractor’s expense, within 24 hours after written instructions to that effect have been given by the Executive Engineer. Replacement shall at once be made in accordance with the specifications and drawings, at the contractor’s expense.
1.4.5 In case of default on the part of the contractor to carryout such orders the Executive Engineer shall have power to employ and pay other persons to carry out the orders at the contractor’s risk and all expense consequent thereon and incidental thereto shall be borne by the contractor.
1.4.6 Executive Engineer’s decisions to prevent dispute and litigation, it shall be accepted as an inseparable part of the contract in the matters regarding materials, workmanship, removal of improper work, interpretation of the contract drawings and contract specifications, mode of procedure and the carrying out of the work, the decision of the Executive Engineer shall be final and binding on the contractor and in any technical question which may arise touching the contract, the Executive Engineer’s decision shall be final and conclusive. In the case of any difference between Executive Engineer and contractor on matters regarding materials, workmanship, removal of improper work, interpretation of contract drawings and contract specifications, mode of procedure and the carrying out of the work the contractor shall have a right of appeal to the next higher authority viz., the Superintending Engineer of the circle, and the decision of the latter shall be final and conclusive.
TEST INSPCETION AND REJECTION OF DEFECTIVE MATERIAL AND WORK:
1.5. LABORATORY SETUP:1.5.1. For the works costing Rs. 50.00 lakhs and above the contractor shall
setup a laboratory and equip the same with adequate equipment and personnel in order to carry out all required tests and Quality Control work as per specifications or as directed by the Engineer. The internal layout of the laboratory shall be as given in the drawing and list of equipment shall be got approved from the Engineer in advance.
1.5.2.. “The cost of laboratory building including services, essential supplies like water, electricity, sanitary and their maintenance and cost of all equipment, tools, materials, labour and incidentals to perform tests and other operations of quality control according the specification requirement shall be deemed to be incidental to the work and no extra payment shall made for the same.”
1.6. STANDARD TESTS AND QUALITY1.6.1. The day to day and a periodical tests to be carried out on materials,
finished or otherwise shall be specified by the Engineer in charge from time to time and the contractor shall allow all facilities and cooperation towards collection of samples and cores etc., The contractor shall however make good at his cost, materials, mixes and cores with similar or other materials as may be directed and to the satisfaction of the Engineer in charge.
1.6.2. An authorized representative of the contractor shall remain present at the time when the samples or cores etc., are taken shall authenticate the fact if so required. Should the contractor’s agent fail to be present as aforesaid the samples or cores etc., taken by the Engineer in charge, or his representative shall be considered to be authentic. The contractor however will be informed of the details of such samples and cores etc., having been taken.
1.6.3. The material, mixes and cores etc., shall be tested day to day periodically at the laboratory available at the site or at other laboratory or place that the Executive Engineer may direct and the results given thereby shall be considered correct authentic by the contractor. It shall then be the contractor’s responsibility to execute work to the standard, based on the laboratory designs and tests.
1.6.4. The contractor shall provide proper facilities at all times, for the testing of materials, and inspection of work by the Engineer in charge, and the Engineer in charge shall accordingly also have access at all times to the place of storage or manufacture where materials are being made for use under the contract to determine that manufacture is proceeding in according with drawings and specifications.
1.6.5. The contractor shall, upon demand, also forward for the Executive Engineer’s inspection, test certificates supplied by the vendors, when he is purchasing consignments of cement, steel and other materials in respect of which such certificates are usually available.
2.1. EARTH FOR EMBANKMENT:
2.1.1. The suitability of foundation for placing embankment materials thereon and all materials proposed for use in construction of embankment shall be determined by the Engineer well in advance on the basis of laboratory test results. Chemical and physical tests of the materials proposed for construction of embankment shall be carried out to ensure that the soil does not contain soluble lime content, Soluble lime salt content or cohesion less fines, in quantities harmful to the embankments.
2.1.2. Materials for construction of embankment should be free from the organic material. Unless otherwise directed by the Engineer all materials shall be deposited in embankment so that cobbles, gravel materials shall be deposited in embankments so that cobbles, gravel and boulders are well distributed through other material and not rested in any position within or under the embankment as per clause 6.4 of I.S. 4701-1982.
2.1.3. The soils and Morum useful for construction of embankment shall be classified as impervious and semi pervious based on laboratory test results. They shall utilize on the embankment work.
2.1.4. SOILS FOR EMBANKMENT:
To ascertain the suitability of soils for embankment purpose, soils samples shall be taken in accordance to clause. No.303.2.1.1. and 303.2.1.2. of A.P.S.S.2.1.5. TESTING AND SELECTION OF SUITABLE SOILS:
The soil samples collected as above shall be tested in accordance with the Indian standards for the following properties to Asses their suitability for embankment.
(a) Grain size analysis.(b) Atlernbourg limits.(c) Shrinkage limit.(d) Optimum Moisture content.(e) Proctor’s density.(f) Shear strength of optimum Moisture content and 100% saturation.(g) Permeability at Proctor’s density.
Note: Additional tests shall be conducted where so required.2.1.6. HOMOGENEOUS SECTION:
The soil for embankment construction of Homogeneous section shall generally be in accordance with the recommendations contained in I.S. 8826-1978 (Para. “8”)
2.1.7. ZONAL EMBANKMENTS:
CH and SC type of soils with high plasticity index shall not be used in the casing zone.
2.1.8. The impervious zone shall be built of materials having sufficient percentage of clay so that it can be compacted at optimum moisture content by suitable compacting equipment to maximum dry density. Soils, which are sufficiently impervious but have lower plasticity and higher density and shear strength shall be used in the hearting zone. The dry density of the soil fraction in compacted embankment material shall not be less than 98% of the maximum dry density at optimum moisture content obtained in accordance with I.S.2720- (Part. VII) - 1980 or as specified.
2.2. CEMENT:2.2.1. The contractor has to make his own arrangements for the
procurement of cement required for the works subject to the following.
2.2.2. The contractor shall procure 43 grade ordinary portland cement conforming to IS 8112-1989 or 53 grade OPC as per IS.12269-1990 in standard packing of 50kg/bag as fresh as possible from the authorized manufactures/dealers. Cement procured from non-B.I.S. license firms will not be allowed. The Contractor shall make necessary arrangements at his own cost to the satisfaction of the Executive Engineer for actual weighment of random samples from the available stock. Cement shall be got tested as directed by the Executive Engineer at least 15 days in advance before its actual use on work. Cement required for the testing shall be supplied by the contractor free of cost. All tests shall be conducted in accordance with I.S.4031 - 1988 and I.S.4032 - 1968 and I.S.3535 - 1986.
2.2.3. The contractor has to purchase the cement on the name of work and on the name of contractor. The cement without mentioning the above two names will not be accepted. Vendor’s test certificates and weighment bills are to be furnished to the Executive Engineer. Any quantity purchased without test certificate will not be accepted for use on the work.
2.2.4. a) The contractor should procure the cement, required during the next 30 days, at least a fortnight in advance to facilitate conducting test on the quality of cement, so brought to site and shall be stored in
accordance with clause No.112 of APSS The contractor shall forth with remove from the work site any cement that the Engineer in charge may disallow for use on account of its failure to meet with the required standards.b) No cement procured by the contractor shall be used in any work until notice has been given by the Executive Engineer, that test results are satisfactory. Physical and chemical requirement shall conform to IS: 269-1989.c) The contractor has to furnish the test certificates and samples for testing of each batch and each consignment to the Executive Engineer immediately after receipt of cement into the godown for verification and testing.
2.2.5. The contractor will have to construct sheds at approved locations having a capacity for storing cement required for not less than 30 days use. The Executive Engineer or his representative shall have free access to such stores at all times for verifications of the stocks received, used on works and balance. A stock register should be kept in the store shed to facilitate such verification. If any difference is observed based on the carriage in-wards, carriage outwards and theoretical requirement of cement for finished work. The contract will be cancelled and the contractor will be blacklisted.
2.2.6. The contractor shall further, at all times satisfy the Executive Engineer on demand by production of records and books or by submission of returns and other proofs as directed that only the cement tested and approved by the Executive Engineer is being used. The contractor shall at all times keep his records upto date to enable the Executive Engineer to apply such checks as he may desire.
2.2.7. Cement more than 3 months shall invariably be tested to ascertain that it satisfies the acceptability requirements. If any reduction in strength of cement is observed in the tests the contractor shall forth with remove the respective consignment from the stores. For such rejection/removed no claim will be entertained.
2.2.8. Usage of cement on works, be it for concrete or for mortar or otherwise, should be done only by weight and not by volume.
2.2.9. Cement Storage: Recommendations of stacking and storage of cement at site shall be as per IS: 4082-1977.
a) Cement bags shall be stored in dry, weather proof godown, adequate precautions shall be taken to ensure stacking of cement bags in such as to keep them about 150mm to 200mm clear above floor and 250mm to 300mm clear of walls.
b) The height of stack shall not ordinarily be more than 10 bags and in no case more than 15 bags (except for very short periods) to prevent possibility of lumping up under pressure. Cement bag shall be stacked in a manner to facilitate their removal and use in the order in which they are received.
c) Cement shall be stored at the work site in such a manner as to prevent deterioration to moisture.
d) Cement which has become caked or otherwise damaged by getting wet or for any other reason shall on no account be used on the work.
e) If cement is not properly stored as specified above, the contractor will not be allowed to use the cement for the work.
2.3. STEEL:2.3.1. The various types for steel shall conform to relevantI.S. Specifications as provided in A.P.S.S.No.126.2.3.2. The contractor has to make his own arrangements for procurement of
tested steel required for the work. Steel for use in head works, major bridges/ buildings, water supply schemes and major structures on main canals, branch canals, etc., shall invariably be procured from main manufacturers. Test certificates conforming to I.S. No. 1786-1985 are to be furnished to the Executive Engineer before using the steel on works. The HYSD steel (I.S.1786 -1985) bars should have TOR mark.
2.3.3. The contractor has to purchase the steel on the name of work and on the name of contractor and furnish the same Executive Engineer. The steel with out mentioning the above two names will not be accepted, vendors test certificates and weighment bills are to be furnished to the Executive Engineer. Any quantity purchased without test certificates will not be accepted for use on the works.
2.3.4. If any difference is observed based on carriage inwards, carriage outwards theoretical requirement of steel for finished work, the contract will be cancelled and the contractor will be black listed.
2.3.5. The diameter and weight of steel should be as per I.S.1786-1985 or relevant I.S. specification with subsequent revisions from time to time.
_______________________________________________________________________________________
Sl. Diameter of rod Sectional weight in Kilogram per running meterNo both for M.S. and HYSD Steel_________________________________________________________________________________________
1. 6 Millimeters 0.22
2. 8 Millimeters 0.39
3. 10 Millimeters 0.62
4. 12 Millimeters 0.89
5. 14 Millimeters 1.21
6. 16 Millimeters 1.58
7. 18 Millimeters 2.00
8. 20 Millimeters 2.47
9. 22 Millimeters 2.98
10. 25 Millimeters 3.85
11. 28 Millimeters 4.83
12. 32 Millimeters 6.31
13. 33 Millimeters 6.71
14. 36 Millimeters 7.99
15. 40 Millimeters 9.86
16. 42 Millimeters 10.88
Note: If any rods other than those specified above are used, the weights shall be as per standard steel tables.
2.3.6. PROCUREMENT
a) The contractor has to furnish the test certificates issued by the vendors and samples for testing for each batch and each consignment to the Executive Engineer immediately after receipt of steel in the stockyard at site of work for verification and for testing.
b) No steel procured by the contractor shall be used in any work until notice has been given by the Executive Engineer, that the test results are satisfactory.
Storage: a) Reinforcement steel and binding wire shall be stored above ground surface up on platform, skids or other supports protected as far as practicable from surface deteriorations by direct contact with undesirable elements or by exposure to conditions producing rust and corrosion. Bars shall be so supported as to avoid distortion and sagging of long lengths. All the reinforcement of same designation shall be stacked separately and distinctly marked.
b) Recommendation of stacking and storage of steel at site shall be in accordance with IS : 4082-1977
2.4. BLASTING MATERIALS
2.4.1. The contractor shall make his won arrangements to procure blasting materials. It shall be the responsibility of the contractor to store materials in accordance with the rules of the explosive act or other rules framed by the Govt. of India, He should possess acquire proper license for transport, possession, and use of explosives and short firers licenses as per revised explosives Act 1983.The contractor has to purchase the blasting materials on the name of
work and on the name of contractor. The blasting materials with out mentioning the above two names on the bills will not be accepted.2.4.2. All the materials such as explosives, detonator, fuse coils, tamping materials etc., that are proposed to be used in the blasting operations shall have the prior approval of the Engineer. Only explosives of required make and strength are to be used.
Black powder and safe explosives shall be used wherever possible. Explosives with nitro-glycerin shall be used where the above explosives are not effective.
The use of use with only one protective coat is prohibited., The fuse shall be sufficiently water resistance as to be unaffected when immersed in water for thirty minutes. Rate of burning of the fuse shall be uniform and not less than 25 millimeters of length per 4 seconds with 10% (ten percent) tolerance on either side. The fuse known as instantaneous fuse shall not be used.
The fuse shall be inspected before use and the moist, damaged or broken ones discarded. The rate of burning of all new types of fuses shall be examined. When they have been in stock for a long time, they shall be treated before use. The detonators used shall be capable of producing effective blasting of the explosive.2.4.3. STORAGE OF EXPLOSIVES:
The Contractor shall build a magazine or make suitable permanent arrangements at his cost for safe storage of the explosives. Contractor shall provide portable magazine for carrying the explosives to work-spot form the magazine at his cost. The site of the magazine, its capacity and design shall be subject to approval by the Engineer and the Inspector of explosives before the construction is taken up. As a rule, the explosives should be stored in a clean, dry, well ventilated, bulletproof and Fireproof building, on an isolated site.
The Contractor shall provide armed guard security of required number of explosives magazine, or while transporting to worksite, as per rules in force at his cost.
The explosives, detonators, and fuse coils shall each be separately stored.
A careful and day to account of the use of explosives shall be kept by the Contractor in a register in a manner prescribed by the Engineer. The Engineer may also pay surprise visits to the storage magazine. In case of any unaccounted storage of the explosives, or if the account is not found to have been maintained in a manner prescribed, by the Engineer, the Contractor shall be liable to be penalized, in which case, he shall not be entitled to any compensation for the losses etc. The action taken under this clause shall be in addition to that which might be taken by the competent civil authorities in the Court of Law.
The magazine shall at all times be kept scrupulously clean.
No unauthorized person should at any time be admitted inside the magazine. A notice shall be hang near the storage prohibiting entrance of unauthorized persons.
The magazine on no account be opened during or on the approach of a thunder storm and no person shall remain in the vicinity of the magazine during such periods.
Magazine shoes without nails shall at all times be kept in the magazine and a wooden tub or cement through about 300 millimeter high and 450 millimeter in diameter filled with water shall be fixed near the door of the magazine.
Persons entering the magazine must put on the magazine shoes which shall be provided by the Contractor for the purpose and be careful:
(i) not to put their feet on the clear floor unless they have the magazine shoes on :
(ii) not to allow the magazine shoes to touch ground outside the clean floor:
(iii) not to allow any dirt or grit to fall on the clean floor.Persons with bare foot shall, before entering the magazine, dip their
feet in water and then step direct from tub over the barrier (if there be one) on the clean floor.
A brush or broom shall be kept in the lobby of the magazine, for cleaning the magazine on each occasion it is opened for the receipt, delivery or inspection of explosives. No matches or inflammable material shall be allowed in the magazine. Light shall be obtained from the electric storage battery lantern.
No person having articles of steel or iron on him shall be allowed to enter the magazine.
Oily cotton, rags, wastes and articles liable to spontaneous ignition shall not be allowed inside the magazine.
Workmen shall be examined before they enter the magazine to see that they have none of the prohibited articles on them.
No tools or implements other that those made of copper, brass gunmetal or wood shall be allowed inside the magazine. All tools shall be used with extreme gentleness and care.
Boxes of explosives shall not be thrown down or dragged along the floor, and shall be stacked on wooden trestles.
Where there are white ants, the legs of the trestles should rest in shallow copper, lead or brass bowls containing water, Open boxes of
Dynamite shall never be exposed to the direct rays of the sun. Empty boxes or loose packing materials shall not be kept inside the magazine. Magazines shall be inspected at least twice a year by an officer representing the Engineer.
He shall see that all the rules are strictly complied with. The magazine shall have lightning conductor, which should be got tested at least once a year. The contractor shall, comply with all the recommendations made by the officer testing the lightning conductor and also rectify the defects notified to him within 15 days, failing which the Engineer shall be entitled to comply with the same at the contractor’s expenses, which shall not be open to question. The Engineer may take any action that he may consider fit at the cost of the Contractor.
The following shall be hanged in the lobby of the magazine.a) A copy of rules both in English and in the languages which the
workers concerned are familiar with.b) A statement showing the stock in the magazine on that day.c) A certificate showing the last date of testing of the lightning
conductor.d) A notice that “smoking is strictly prohibited”.
2.5. STONE FOR MASONRY:2.5.1. GENERAL2.5.2. The following specifications shall govern the quality of material and
general practices of construction of masonry for the dams and appurtenant structures like spill ways, non-over flow dams, retaining walls, regulators, bridges and other massive masonry structures with a view to ensure strength durability, impermeability and uniformity. The masonry shall conform generally to I.S. 8605-1977 and special specifications elaborated hereunder.
2.5.3. MATERIALS2.5.4. STONE2.5.6. QUALITY:
All stones used shall be hard, dense, durable, tough sound and clean. They shall be free from decay, weathered faces, soft seams, coatings, holes, veins, flaws, cracks, stains and other defects Stones not in uniform colour texture and/or with stains may be permitted only after proper tests.2.5.7. STRENGTH:
The strength of stones shall be adequate to carry the load imposed allowing a suitable factor of safety. The crushing strength shall be determined in accordance with the I.S.1121 (Part-1) 1974., and shall be not less than what is detailed below :
Sl.No. Type of Stone Minimum crushing Strength1. Granite 1,000 Kg/Sq. Cm.2. Basalt 400 Kg/Sq.cm.3. Lime Stone 200 Kg/Sq.cm.
2.5.8. Water absorption: The percentage of water absorption shall generally not exceed 5 percent by weight as determined in accordance with I.S.1124-1974.
2.5.9. STONE FOR MASONRY:The stone for masonry shall satisfy the requirement in respect of
compressive strength, durability and water absorption and its general quality as indicated in 5.6 to 5.8. The size of stone shall normally vary from 0.05 to 0.01m3. The stones shall be taken from quarries approved from Geological and Engineering considerations. No stone shall weigh less than 25 Kg. The stone used in the hearting shall be roughly cubical in shape. No stone weighing between 75 Kg and 150 Kg shall be less than 225 mm in any direction and no stone weighing between 25 Kg and 75 Kg shall be less than 150 mm in any direction.2.5.10. Spalls with minimum dimensions of 200 mm to 100 mm shall be used to wedge into thick mortar spaces. They shall not normally exceed 10 percent of the volume of stone masonry.2.5.11. Stone for coursed face work: The height of the stone for face work shall be uniform and is recommended to be 300 mm including mortar joint. The length and depth of the face stone shall not be less than the height of the stone. At least 50 percent of the stones shall have length more than twice the height of the stone. At least one third of the stones shall be bond stones projecting not less than 2 1/2 times the height into the masonry. The remaining shall be header stones with depth not less than 1 1/2 times the height of the stone. The stones shall hammer dressed on face and one line chisel dressed on bed, top and sides for a minimum depth of 75 mm upto, which the stones shall be true and rectangular. Beyond 75mm depth, the stones may be tapered but the tail end of the stones shall have at least half the area of the face.
Bushing on the faces of the stones shall not project more than 40mm.
2.5.12. HEADER STONES The header stones shall not be less than 300mm in length, one and
half times in depth.2.5.13. STRETCHER STONES
The stretcher, stones shall not be less than 600mm in length and not less than its height in depth.2.5.14. QUOINS:
Quin stones shall be of the same height as the faces but shall be true and rectangular on two faces with the face dressing for 75mm depth in beds and sides. The stone shall be at least 300 mm long on one face and 450 mm on the other face.
2.5.15.BOND STONES:
The bond stones shall not be less than 300 mm in length and two and half times its height in depth.
2.5.16. Stone for uncoursed face work: Stones for uncoursed face work shall be selected from stones meeting the requirement of stones for coursed face work (See 5.11) except that the stones shall be hammer dressed. The stones shall be nearly rectangular.
2.5.17. ROUGH STONE (For pitching & Revetment)
Stone shall be used from the surplus useful excavated rubble or from the approved quarries if required, and shall be subject to through inspection and approval by the Engineer. The bed pitching material shall consist of the most durable rock fragments of approved quality selected for the purpose. The stone shall be sound, hard, dense, resistant to abrasion, durable, and free from segregation, seams, cracks, shale partings weathered portions, conglomerate bands and other structural defects or imperfections tending to affect their soundness and strength., Stone shall generally be freshly quarried with sharp edges and clean faces. They shall be free from rounded, worn or weathered surfaces or skin or coating. Stone subject to marked deterioration by water or weather shall not be used. The shape of the individual stones shall be angular. Stones when immersed in water for 24 hours shall not absorb water by more than 5% of their weight when tested as per IS: 125-1974 or its Latest edition.
2.5.18. SIZE OF STONE
The size of the stone to be used for various thickness of revetments shall be as follows:
The size of stone shall be as large as possible. In no case any fragment shall weigh less than 40 Kg. The specific gravity of stones shall be as high as possible and it shall not be less than 2.50.
Unless otherwise specified, for revetments upto 450mm thickness, the length of the stone shall be equal to the revetment thickness. For revetment over 450mm thick at least 50% of the stones shall be 450mm long. No stone shall have any dimension less than 150mm or less than 50% of the maximum dimension of the stone.
The minimum volume of the individual stones used for various thickness of revetments shall be as follows:
Thickness of revetment Volume of stones.225 mm 0.015 Cum300 mm 0.015 Cum450 mm 0.030 Cum600 mm 0.045 Cum
2.5.19. STACKING.
Stacking shall be done as detailed below at the locations specified or ordered by the Engineer.
i) Stacks shall be formed to regular shape and uniform cross sections.
ii) Materials shall be stacked on even ground. Stacking shall not be done in flood zones or in water logged areas.
iii) Rough stone shall be packed so closely as to give minimum Quantity of voids possible without actual pressing of stone to interstices. IN case of improper stacking done by the contractor. The Engineer shall have the right have either reject the stacks Partly or Completely.
iv) Unless otherwise specified, templates shall be provided to the size and dimension of the stack as may be specified at the contractor’s expense.
2.6. COARSE AGGREGATE
2.6.1. GENERAL
For the purposes of these specifications, the term “Coarse Aggregate” designates clean well graded aggregate most of which is retained on 4.75mm I.S. Sieve and containing only so such finer materials permitted for various types described under clause 2.2 of I.S.383-1970. Coarse aggregate for concrete shall consist of uncrushed gravel for stone, crushed gravel or stone and partially crushed gravel or stone. Course Aggregate shall generally have uniform and stable moisture content. In case of variations, clause 9.2.3. Of I.S.456-1978 shall govern during batching.
2.6.2. QUALITY
The coarse aggregate shall consist of naturally occurring (crushed or uncrushed) stones and shall be hard, strong, durable clear and free from veins and adherent coating and free from injurious amounts of disintegrated, pieces alkaline aggregate will be rejected if it fails to meet any of the following requirements.
2.6.3. LOS-ANGLES ABRASION TEST:
The abrasion value of aggregates when tested in accordance with the method specified in I.S.2386 (part-IV) using Los-Angles machine shall not exceed 30% for aggregates to be used in concrete for wearing surface and 50% for Aggregates to be used in other concrete.
2.6.4. Aggregate crushing strength test: Aggregate crushing value, when determined in accordance with I.S.2386 (part-IV) 1963 shall not exceed 45% for aggregate used for concrete other than wearing surface and 30% for wearing surfaces. As an alternative to the crushing strength test, aggregate impact value will be determined with the method specified in I.S. 2386 (part-IV) 1963, the aggregate impact value shall not exceed 45% by weight for aggregates used for concrete for other than wearing surfaces, and 30% by weight for concrete for wearing surfaces such as runways, roads and pavements.2.6.5. Soundness Test: The coarse aggregate to be used for all concrete works shall pass sodium or magnesium sulfate accelerated soundness test specified in I.S.2386 (Part-V) _1963 and the average loss of weight after 5 cycles shall not exceed the limits specified in clause 3.6.67 of I.S. 383-1970.
2.6.6. SPECIFIC GRAVITY: 2.60 minimum.2.6.7. Deleterious materials: The maximum quantity of deleterious materials in coarse Aggregate shall not exceed the limits specified in Table-I of I.S.386-1970 when tested in accordance with I.S.2386-1963.2.6.8. GRADING
a) Coarse aggregate shall be well graded to give a dense concrete of the specified strength and consistency that will work readily into position without segregation and without the use of excessive water content.
b) Coarse aggregate shall be supplied in the nominal sizes given in table-2 of IS 383-1970. For any one of the nominal sizes, the proportion of other sizes as determined by the methods described in IS 2386 (Part-I)_1963 shall also be in accordance with Table - 2 reproduced below.
TABLE - 2Nominal sizes and Corresponding grading for single size and graded
aggregates.
IS Sieve Designation Percentage Passing by weight Percentage passing
For single Size by weight forGraded aggregated of nominal size aggregated of nominal size
63mm 40mm 20mm 16mm 12.5mm 10mm 40mm 20mm16mm 12.5mm
1 2 3 4 5 6 7 8 9 1011
80mm 100 -- -- -- -- -- 100 - ----
63mm 85-100 100 -- -- -- -- -- -- ----
40mm 0-3085 100 100 -- -- -- 95-100 100 ----
20mm 0-5 0-20 85-100 100 -- -- 30-70 95-100100 100
16mm -- -- -- 85-100 100 -- -- -- 90-100 --
12.5mm -- -- -- -- 85-100 100 -- -- --90-100
10mm 0-5 0-5 0-20 0-30 0-45 85-100 10-35 25-55 30-70 40-85
4.75mm -- -- 0-5 0-5 0-10 0-20 0-5 0-10 0-10 0-10
2.36mm -- -- -- -- -- 0-5 -- -- ----
However, the exact gradation required to produce a dense concrete of specified strength and desired workability shall be decided by the Engineer.
c) The material passing through the screen shall be in grade ranging from 40mm to 4.75mm. Each grade shall be stacked separately.
d) Specific gravity: 2.60 minimum.III) STORAGE
a) Aggregate shall be stacked in such a way as to prevent the admixture of foreign materials such as soil, vegetable matter etc., Heaps of fine and coarse aggregates shall be kept separate.
2.7. FINE AGGREGATOR (SAND)
2.7.1. GENERAL: The term sand is used is used to designate aggregate most of which assess 4.75 mm I.S. Sieve and contains only so much coarser materials as permitted in clause 4.3 of I.S. 383-1970. Sand shall be predominantly natural sand, which may be supplemented with crushed sand to make up deficiencies in the natural sand gratings.2.7.2. Sand shall have uniform stable moisture content. Determination of moisture content shall be made as frequently as possible the frequency for a given job being determined by the Engineer-in-charge according to weather conditions. (I.S.456-1978).2.7.3. QUALITY: The sand shall consist of clean, dense, durable, un coated rock fragments as per IS: 383-1970.
2.7.4. Sand may be rejected if it fails to meet any of the following quality requirements.2.7.5. Organic impurities in Sand: Colour no darker than the specified standard in clause 6.2. of I.S.2386 (Part-III) 1963 (Indian Standard method of test for aggregate for concrete Part-II estimation of deleterious materials and organic impurities).2.7.6. Sodium Sulphate Test for Soundness: The sand to be used shall pass a sodium or Magnesium Sulphate accelerated test as specified in I.S.2386 (Part-V) 1963 for limiting loss of weight.2.7.7. SPECIFIC GRAVITY: 2.6 minimums2.7.8. Deleterious Substances2.7.9. The amounts of deleterious substances in sand shall not exceed the maximum permissible limits prescribed in table I Clause 3.2.1. of I.S.383 - 1970 (Indian Standard Specification for coarse and fine aggregates from natural source for concrete) when tested in accordance with I.S. 2386-1963.2.7.10. GRADING: Sand for mortar shall conform to the grading of sand given in Clause 4 of I.S.2116-1980 as indicated below.
Grading of Sand for use in masonry mortarsI.S. Sieve designation Percentage by weight passing by
mass4.75 mm 100
2.36 mm 90 to 100
1.18 mm 70 to 100
600 micron 40 to 100
300 micron 5 to 70
150 micron 0 to 152.7.11. Sand whose grading falls out-side the specified limits due to excess deficiency of coarse of fine particles may be processed to comply with the standard by screening through a suitably sized sieve and/or blending with required quantities of suitable size sand particles. The sand for concrete as batched shall be well graded and when tested by means of standard sieves shall conform to the limits given in table-4 of I.S.383-1970 and shall be described as Fine aggregates, grading zones - I, II, III and IV. Sand complying with the requirements of any of the fourth grading zones is suitable for
concrete. But, sand conforming to the requirements of grading zone-IV shall not be used for reinforced cement concrete work.2.7.12. FINENSES MODULUS:
a) Sand shall have a fineness modulus between 2.4 to 3.0 subject to the gradation specified in the preceding paragraph.
b) The modulus shall be computed by adding cumulative percentage of sand retained on the standard screens 4.75 mm, 2.36mm, 1.18mm, 600 micron, 300 micron, 150 micron, IS sieves and dividing the sum by 100. Gradation of sand shall be so controlled that the fineness modulus of at least 9 out of 10 consecutive test samples of finished sand shall not vary by more than 0.10 from the average of 10 test samples. Sand having any deviation from the specified range of gradation and fineness modulus shall not be permitted to be used in work without the written permission of the Engineer.
STORAGEAll sand shall be stored on the site of work in such manner as to
prevent intrusion of foreign matter.2.8. SAND FOR FILTER MATERIAL2.8.1. The filter material shall consist of clean, sound and well graded sand and crushed rock. The materials shall be free from debris, organic matter and other deleterious matter. It shall be ensured that the surface over which the filter is to be laid has been well consolidated to not less than 95 percent of proctor’s density.2.8.2. The filter materials in contact with earth or foundation soil shall be of any available clean, well graded sand having a maximum size of 6mm. This shall be over laid with well graded, hard durable coarse aggregate of size 10mm to 75 mm. IN contact with rock fill, riprap shall be used.2.9. MATAL FOR FILTER2.9.1. The coarse aggregate as filter material unless otherwise specified shall consist of clean, sound, hard, dense, durable, sharp, angular pieces, broken to specified sizes, free from all dust, dirt, and vegetable matter., Flaky and weathered stones shall not be used. The aggregates shall not contain any harmful material such as iron pyrites, coal, mica, shale or similar laminated material, clay, alkalic, soft fragments organic impurities etc.,2.9.2. The aggregate shall be well graded and of size 10mm to 75mm. Broken rock obtained from rock excavation of canal or from approved
quarries shall be approved by the Engineer prior to being transported to the areas of depositing.2.10 .ROCK FILL FOR TOE OF EMBANKMENT (Rock Toe)2.10.1. Rock fill shall consist of sound, durable and well graded broken rock
obtained from approved from excavation of work and / or from approved quarries and shall be approved prior to being transported to the areas of deposition., The materials shall range in size from 75mm to 450mm. However, no load shall contain more than 15 percent by volume or rock fragments smaller than 75mm in size All brush roots, or other perishable materials shall be removed from rock fill during the spreading.
2.11 .WATER2.11.1. The water used in making and curing of concrete, mortar and grout
shall be free from objectionable quantities of silt, organic matter injurious amounts of oils, acids, salts and other impurities etc., as per I.S. Specification No. 456-1978. Potable water generally considered satisfactory for mixing and curing.
2.11.2. The Engineer-in-charge will determine whether or not such quantities impurities are objectionable.
2.11.3. Such determination will usually be made by comparison of compressive strength, water required, time of set and other properties of concrete made with distilled or very clean water and concrete made with the water proposed for use. Permissible limits for solids when tested in accordance with I.S. 3025-1964 shall be as tabulated below:
PERMISSIBLE LIMITS FOR SOLIDS:1. Organic Maximum permissible limit 200 mg/litre2. Inorganic 3000mg/litre3. Sulphates (as SO4) 500 mg/litre4. Chlorides (as Cl) 2000 “for plain concrete work and 1000 mg lt for R.C.C.
works works5. Suspended matter 2000 mg/litre
If any water to be used in concrete, mortar or grout is suspected by the Executive Engineer as exceeding the permissible limits for solids, samples of water will be obtained and tested by the Engineer- in-charge in accordance with I.S.3025-1964.
2.12 .ADMIXTURES/AIR-ENTRAINING AGENTS:2.12.1. An admixtures air entraining agent may be used in the concrete in
such quantities as to produce a total workable concrete as may be permitted, upto 5% by volume of concrete. the admixture agent shall satisfy the relevant specifications for air-entraining agents (I.S.9103-1979) and the dosage shall be determined based on specific laboratory studies.
2.12.2. The department will specify and approve the admixtures / Air-entraining agents required for the works. The use of such admixtures/ Air entraining agents shall be made as per the conveyance, storage, bathing, mixing of admixtures shall be borne by the contractor and shall be included by him in the quoted rates for respective items of works involved in the use of cement.
2.13 . STORAGE OF MATERIALS.Storage of materials shall conform to the I.S.458 - 1978 and I.S.
457 - 1957.
SPECIAL NOTE ON CONTRACT PRICE AND PAYMENTS:
The Contract price shall comprise of total value of the work for E.P.C. Turnkey contract including
operation and maintenance of the installation for a period of 2 (Two) years as per contract agreement.
The employer will pay the contractor a firm contract price for completion of all works as specified
under the scope of the work / employers requirement which shall include but not limited to supply and
installation of all plants and its accessories leading to successful commissioning of the pumping scheme
with allied works including operation and maintenance of the pumps, other allied electrical equipment for a
period of 2 (Two) years after successful commissioning of the project on E.P.C. turnkey cum O &M
contract basis.
Intermediate payment for the works shall be made on the basis of the quantity executed and
corresponding quoted rates in the contract. The measurement and payment clauses under the technical
specifications of various items in the Volume-II pertain to intermediate payments only and in all cases
payment shall be limited to the total price quoted by the contractor against each item of works.
WELL FOUNDATIONS
3.1.40. DESCRIPTION:
This work consists of construction of well foundation, taking it down to the founding level through all kinds of sub-strata, plugging the bottom, filling the inside of the well, plugging the top and providing a well cap in accordance with the details shown on the drawing and as per these specifications, or as directed by the Engineer.
In case of well foundations of size larger than 12m diameter, supplemental construction specification will be necessary.
3.1.41. GENERAL:
(a) Wells may have a circular, rectangular, or D-shape in plans and may consist of one, two or more compartments in plan. The outer well of the well is known as well staining, which may be cellular.
The process of taking down the well to the founding level is known as well sinking. After reaching the founding level, the hollow inside the well (Dredge hole) is plugged at the bottom by concrete (bottom plug). The dredge hole is then filled with approved filling upto the level indicated on the drawings and provide with a concrete plug (Top plug).
To facilitate sinking of well, steel cutting edges is fabricated and connected to a concrete well curb of required shapes. On top of the well curb, adequate height of well staining is cast and the process of sinking is carried out. After a portion of the well has been sunk, another height of well staining in cast on top of the previous section and further sinking carried out. This process is continued till the bottom level of the well reaches the founding level.
At the top of the well staining, an adequately designed “well cap” is laid which transmits the loads and forces from the Sub-structure (Piers abutments) to the foundations.
(b) At least one borehole must be available / carried out in accordance with these specifications at each well foundation location, prier to commencement of work. The depth of boreholes should extend upto a depth equal to one and a half time the outer diameter/least dimension of the well below the anticipated founding level. The results of soil exploration should be presented in accordance with SS 3.1.12 in case the well foundation is to rest on a rocky strata, it may be necessary to undertake additional borings/probing prior to commencement of work to ascertain the actual profile and the quality of the rocky state, at the level of which the well has to be seated etc.
© Blasting may have to be resorted to in order to facilitate sinking through difficult strata, such as boulders and rocks etc. In case blasting in anticipated, protective/strengthening measuring specified in SS 3.3 shall be taken. The grade of concrete in bottom 3 meters of staining shall not be leaner than M 20 or as shown on the drawings.
(d) In case the borehole data shows the presence of steeply dipping rock, chiseling may have to be resorted to so as to obtain proper seating of the foundation. For this purpose, the well may require to be dewatered completely under high air pressure inside the well. This process is known as pneumatic sinking. Pneumatic sinking may also have to be resorted to in cases where obstacles such as tree trunks, large size boulders or hard strata etc., not be removed by open dredging. The necessity of adopting pneumatic sinking shall be decided by the Engineer.
The curb and steining have to be specifically designed for special leading when pneumatic sinking is added.3.1.42 SETTING OUT AND IREPARATIONS FOR SINKING:
(a) Necessary reference points shall be fixed, away from the Zone of blow-ups or possible settlements resulting from well sinking operations. Such references points shall be connected to the permanent theologize stations with the base line on the banks. The center of the individual wells shall be marked with reference these stations. The distance, wherever practicable, shall be checked with the help of accurate tapes and precision distomat.
Reference points shall also be fixed to mark X-X axis (usually canal flow direction) and Y-Y axis (normal to X-X axis) accurately.
A temporary benchmark shall also be established near the well foundation, away from the zones of blow-ups or possible settlement. The benchmark shall be checked regularly with respect to the permanent benchmark established at the Aqueduct site.
(b) For wells, which are to be pitched in water, an earthen or sand island shall be constructed. Sand islands are practicable for water depths of about 5 M under stable bed soil conditions. For greater depths or in fast flowing rivers or for locations where soil is too weak to sustain Sand Island, floating caissons may have to be adopted.
The plan dimensions of sand islands shall be such as to have a working space of at least 2 meters all around the steining. The dimension of the sand island shall-however be not less than twice___________________________The dimension in plan of the well or caisson. Sand islands shall be maintained to perform their functions, until the well is sunk to a depth below the bed level at least equal to the depth of water.
Sand Island shall be protected against scour and the top level shall be sufficiently above the prevailing water level to be decided by the Engineer so that it is safe against wave action.
While Sand Island is constructed at well location, floating caissons are generally fabricated at or near the banks on dry land or dry docks. Floating caissons are towed into position in floating caissons are towed into position in floating condition.
Floating caissons may be of steel, reinforced concrete or combination of the two. They should have at least 1.5m free board above water level and increased, if considered necessary, in case there is a possibility of caissons sinking suddenly owing to reasons such as scour likely to result from the lowering of caissons, effect of waves, sinking in very soft strata etc.,
Stability of floating caissons shall be ensured against over turning and capsizing while being towed and during a sinking for the caution of water current, wave pressure, wind etc.,
For floating caissons, a detailed method statement for fabrication, floating and sinking of caissons shall be prepared and furnished to the Engineer. Such statement shall include the total tonnage of steel involved, fabrication and welding specifications, list of materials and plant and a description of operations and manpower required for the work., The caisson shall be tested for leakages before being towed to site.
© EQUPMENT:
Equipment shall be deployed for construction of well foundation as required and as directed by the Engineer. Generally, the following equipment may be required for the work.
i) Crane with grab buckets-capacity 0.5 to 2.0 Cum.ii) Submersible pumps.iii) Air compressors, air locks and other accessories where pneumatic sinking of
well is anticipated.iv) Chisels of appropriate sizes.v) Aqua-header for cutting rocky strata.vi) Diving helmets and accessories.vii) Equipment for concrete production, transportation planning and compaction.
3.1.43. CUTTING EDGE:
(a) The mild steel cutting edge shall be made from structural steel sections. The cutting edge shall weigh not less than 40 Kgs. Per meter lengths and he properly anchored into the well curb, as shown in the drawing.
When there are two or more compartments in a well, the bottom end of the cutting edge of the inner walls of such wells shall be kept at about 300mm above that of outer walls.
(b) The parts of cutting edge shall be erected on level firm ground. Temporary supports shall be provided to facilitate erection and maintaining the assembly in true shape. The fabrication may be carried out in the shop or at site. Steel sections shall not be heated and forced into shape. However, ‘V’ cuts may be made in the horizontal portion, uniformly throughout the length, to facilitate old bonding. After bending, such “V” cuts should be closed by welding. Joints in the length of structural sections, unless otherwise specified shall be fillet
welded using single cover plate to ensure the requisite strength of the original section.
© The cutting edge shall be laid about 300mm above prevalent water level.
3.1.43 WELL CURB:
a) The well curb may be precast or cast-in-situ. Steel from work for well curb shall be fabricated strictly in conformity with the drawing. The outer face of the curb shall be vertical. Steel reinforcements shall be assembled as shown on the drawings. The bottom ends of vertical bend rods of steining shall be fixed securely to the cutting edge with check nuts or by welds.
The formwork on outer face of curb may be removed within 24 hours after concreting. The formwork of inner face shall be removed after 72 hours.
(c) All concreting in the well curb shall be done in one continuous operation
.
3.1.44 .WELL STEINING:
(a) The dimensions, shape, concrete strength and reinforcements of the well shall strictly conform to those shown on the drawings. The formwork shall preferably be of M.S. Sheets shaped and stiffened suitably. In case timber forms are used, they shall be lined with plywood or M.S. Sheets.
(b) Steining built in the first lift above the well curb shall not be more than 2 meters and in subsequent lifts if shall not exceed the diameter of the well or the depth of well sunk below the adjoining bed level at any time. For stability, the first lift of steining shall be cast only after sinking the curb at least partially for stability. Concreting of steining may be carried out in subsequent lifts of about 2 to 2.5 meters. Attempts should be made to minimize the number of construction joints. The concreting layers shall be limited to about 450mm restricting the free fall of concrete to not more than 1.5m Laitance formed at the top surface of a lift shall be removed to expose coarse aggregates before setting of concrete at the proposed construction joint. As per as possible, construction joints shall not be kept at the location of lapse in the vertical steining bars.
(b) The steining of the well shall be built in the straight 1m from bottom to top such that if the wall is tilted, the next of steining will be aligned in the direction of the tilt. They will be checked carefully with the said of straight edges of lengths approved by the Engineer. Plumb bob or spirit level shall not be used for alignment. After sinking of a stage is complete, damaged portions if any, of steining at top of the previous stage shall be properly repaired before constructing the next stage.
(c) The height of steining shall be calibrated by making at least 4 gauges (preferably in canal flow direction and in a direction normal to canal flow direction) distributed equally on the outer periphery of the well each in the form of a 100mm wide strip painted on the well, with every meter mark shown in black paint. V The gauges shall start with zero at the bottom of the cutting edge. Marking of the gauges shall be done carefully with a steel tape.
(d) After reaching the founding level, the well steining shall be inspected to check for any damage or cracks. The Engineer will direct and the contractor shall execute the remedial measures before acceptance of the well steining. In case the well cannot be accepted even with any remedial measures, then the well shall stand rejected.
(B) Use of Kent ledge as Sinking load.
Kent ledge shall be placed in an orderly and safe manner on the loading platform and in such a way that it does not interfere with the excavation of the material from inside the dredge hole and also does not in any way damage the steining of the well.
Where tilts are present or there is a danger of well developing a tilt, the position of the load shall be regulated in such a manner as to provide greater sinking effort on the higher side of the well.
© Use of Water jetting.
Water jetting may be employed for well sinking wherever necessary.
(d) Use of Explosives.
Mild explosive charges maybe used as aid for sinking of the well only with prior permission of the Engineer. Blasting of any sort shall only be done in the presence of the Engineer and not before the concrete in the steining has hardened sufficiently and is more than 7days old. When likelihood of blasting is predicted in advance, protection of the bottom portion of the well shall be done as per these specifications. After blasting operations are completed, the well curb and steining should be examined for any cracks and remedial measures taken.
If blasting has been used after the well has reached the design foundation level, normally 24 hours shall be allowed to lapse before the bottom plug is laid.
The charges shall be exploded well below the cutting edge by making a sump so as to avoid chances of any damages to the or to the steining of the well. A minimum sump of 1 metre depth should be made before resorting to blasting. Use of large charges of about 0.7 Kg. or above, may not be allowed except under export direction and with the permission from the Engineer. Suitable pattern of charges may be arranged with delay detonators to reduce the number of charges fired at a time. The burden of the charges may be limited to 1 metre and the spacing of holes may normally be kept as 0.5 to 0.6 metres.
All prevalent laws concerning handling, storing and using of explosives shall be strictly followed.
All safety precautions shall be taken as per IS 4081 “ Safety code for Blasting and related Drilling operations” to the extent applicable, whenever blasting is resorted to.
There should be no equipment inside the well nor shall there be any labour in the close vicinity of the well at the time of exploding the charges.
If rock blasting is to be done for seating of the well, the damage caused by flying debris should be minimized by covering blasting holes by rubber mats before blasting.
(e) Use of divers:
Use of divers may be made both for sinking purpose like removal or obstructions, rock blasting and for inspection. All safety precautions shall be taken as per any acceptable safe code for sinking with divers or any statutory regulations in force.
Only persons trained for the diving operation shall be employed and shall be certified to befit for diving by an approved doctor.
They shall work under expert supervision. The diving and other equipments shall be of acceptable standard and certified to this effect by an approved independent agency. It shall be well maintained for safe use.
Arrangement for sample supply of low-pressure clean cool air shall be ensured through an armored flexible hosepipe stand by compressor plant shall be provided in case of breakdown.
Separate high-pressure connection for use of pneumatic shall be made. Electric lights w\here provided shall be at 50 (maximum). The raising of the diver from the bottom of wells is controlled so that decompression rate conforms to the rate laid down in appropriate regulations.
f) Use of Pneumatic sinking.
i) General.
The Engineer shall familiarize himself with particular reference to caisson diseases and working of the medical air lock. A Doctor competent to deal with cases of “Caisson Diseases” or other complications rising as a result of working under high pressure shall be stationed at the construction site when pneumatic sinking is under progress.
The Contractor shall provide complete facilities including the issuing of orders to ensure strict enforcement of the equipments outlined in these specifications.
A safety provision as contained in IS 1138 and these specifications shall be strictly followed.
Pneumatic sinking shall be restricted to a depth of 30.0m.
ii) Man-locks and shafts
Locks, reducers, and shaft used in connection with casing shall be of reverted construction throughout. The material used in their manufacture shall be steel plate with thickness not less than 6 mm.
Shafts shall be subjected to hydrostatic or air pressure test of at least 0.5 Mpa, at which pressure they shall be tight. The pressure at which testing has been done shall be clearly and visibly displayed.
Shafts shall be provided, with a safe, proper and suitable staircase for its entire length including landing platforms, which are not more than 6 metres apart. Where this is impossible due to space constraint, suitable ladders along with landing platforms shall be installed. These shall be kept clear and in good condition at all time and shall be constructed, inspected and maintained to the entire satisfaction of the Engineer.
A.1.o m wide platform with 1.0 m high railing shall be provided, all round the caisson air locks.
Where 15 or more man are employed, caissons shall have to locks, one of which shall be use dasa man lock.
Locks shall be located so that the lowest part of the bottom door shall not be less than1 metre above high water level.
The supply of fresh air to the working chamber shall at all times be sufficient to permit work to be done without any danger or excessive discomfort. All air supply lines shall be supplied with check valves and carried as near to the face as practicable.
A man-lock shall be used solely for the compression or de compression of persons, and not for the passage of plant and shall be maintained in a reasonably clear and sufficiently term state. However, any hand tool or hand instruments used for the purpose of the work may be carried in to the man-lock.
Where it is not reasonably practicable to provide a separate man-lock for use by persons only, the lock when it is in actual use for compression or decompression of a person of persons shall not be put simultaneously, to any other use and shall be in a reasonably clean and sufficiently war state.
iii) Valves:
Exhaust valves shall be provided, having risers extending to the upper part of the chamber. These shall be operated, whenever necessary especially after a blast. Precautions shall be taken that men and not allowed to resume work after a blast until the gas and smoke are cleared.
iv) Medical supervision and certification.
Every employee absent from work for 10 or more consecutive days due to illness or any other disability shall be required to pass the regular physical examination by the doctor before being permitted to return to work.
After a person has been employed continuously in compressed air for a period of 2 months. He shall be re-examined by the doctor and shall not be permitted to work until such re-examination has been made and the report in satisfactory.
No person known to be addicted to the excessive intoxicants shall be permitted to work in compressed air.
The doctor shall, at all times keep a complete and full record of examination made by him, which shall contain dates of examination, a clear and full description of the person examined, his age and physical condition at the time of examination and a statement as to the period such a person has been engaged in such employment. Records shall be kept at the place where the work is in progress and shall be subject to inspection by authorised officers.
Every man lock shall always have a doctor or a responsible person in attendance. In case the person in charge is note doctor he must have positive means of promptly communicating with and securing the services of a competent doctor in case of emergency. Such arrangements shall invariably be subject to the approved of the Engineer.
If the air pressure exceeds 0.2 Ta gauge of if 50 o9rmore men are employed, it is obligatory for the person in charge of medical lock to be a doctor experienced in this type of work.
All cases of compressed air illness shall be reported and copies of all such reports shall be kept on file at the place of work.
(ii) Lighting:
All lighting in compressed air chambers shall be operated only by electricity. Two independent electric lighting systems with independent sources of supply shall be used. These shall so arrange that the emergency source shall become automatically operative in case of failure of the regularly used source.
The minimum intensity of light on any walkway ladder, stairway, or lower working level shall be one quarter (1/4) candlepower. In all work places, the lighting shall always be such as to enable workmen to see their way about clearly. All external parts of lighting fixtures and electrical equipment lying with the 2.5 metres above the floor shall be constructed of non-combustible non-absorbing insulating materials. If metal is used it must be effectively earthed. Portable lamp shall have non-combustible non- absorbing insulating sockets, approved handles, bucket guards and approved cables. The use of worn of defective portable and pendant conductors, shall be prohibited.
(vi) Safety against fire hazard.
No oil, gasoline, or other combustible material shall be stored within 30 metres of any shaft, caisson, or funnel opening. However, oil may be stored in suitable tanks in isolated fire buildings, provided such buildings are not less than 15 meters any shaft, caisson, or tunnel opening or any building directly connected there to.
Positive means shall be taken to prevent leaking flam liquids from flowing into areas specifically mentioned in the proceedings paragraph.
Where feasible, a fire hose connected to suitable sources of water shall be provided at the top o every caisson. Where fire means are not accessible, a supply of water shall be stored in tanks near the top of every caisson, provided fire pails or suitable pumps are kept available. Approved fire extinguishers shall also be provided.
(vii) Sanitation:
Properly boated, lighted and ventilated dressing rooms shall be provided for all employees engaged in compressed air work, such rooms shall contain lockers and benches and be open and accessible to men during intermission between shifts. Adequate toilet gas accommodation of one for every twenty-five employees shall be provided.
Care shall be taken to keep all parts of the caissons and other working compartments, including locker rooms, dry rooms, rest house, and other equipment in a good sanitary condition an free from fuse, decaying or other objectionable matter.
No nuisance shall be tolerated in the air chamber. Sinking shall be strictly prohibited and all matches and smoking materials shall be left out of the locker rooms.
A separate dry-room shall be provided where working clothes may be dried within reasonable time.
(viii) Protection against gases:
In all cases where gas is expected including alluvium impregnated with decayed vegetable matter the use of divvy safety lamp shall be compulsory.
(ix) Additional safety provisions.
a) The weight of the pneumatic platform and that of steining and Kent ledge, if any, shall be sufficient to resist the uplift from air in side, skin friction being neglected in this case. If at any section the total weight acting down word pressure more than the uplift pressure of air inside, additional Kent ledge shall be placed on the wall.
If it is not possible to make the wall heavy enough during excavation, blowing down “ may be used. The men should be within and air pressure reduced. The well should then begin to move small deduction in air
pressure. “Blowing down” should only used when the ground is such that it will not heavy up inside chamber when the pressure is reduced. When the well does not with the reduction in air pressure, Kent ledge should be added. “Blowing down” should be in short stages and the drop should not exceed metre at any stage. To control sinking during blowing down, use of packing are recommended.
(b) The pneumatic sinking plant and other allied machinery shall not only be of proper design and make, but also shall be worked by complete at and well trained personnel. Every part of the machinery and its fixtures shall be minutely examined before installation and use. Availability of appropriate spares, standbys, safety of personnel as recommended in IS 14138 for working in compressed air must be ensured at site. Codes for safety and for working in compressed air & other labour laws and practices prevalent in the country, as specified to provide safe, efficient and expeditious sinking shall be followed.
c) Inflammable materials shall not be taken in to air locks and smoking shall be prohibited. Wherever gasses are suspected to be gushing out of dredge hole, the same shall be analyzed by trained personnel and necessary precautions adopted to avoid hazard to life and equipment.
d) Where blasting is resorted to, is shall be carefully controlled and all precautions regarding blasting shall be observed. Workers shall be allowed inside after blasting only when a competent and qualified person has examined the chamber and steining thoroughly and found the same to be safe.
g) Precautions during sinking.
a) When the wells have to be sunk close to each other and clear distance between them is not greater than the diameter of wells, sinking shall be taken up on all wells and they shall be sunk alternately so that sinking of wells proceeds uniformly. Simultaneous and even dredging shall be\carried out in the wells in such a manner that the difference in the levels of the sump and cutting edge in the\ adjacent wells does no exceed half the clear gap between them. Plugging of all the wells shall be done together.
b) During sinking of dump-bell or double D-Shaped wells, the excavation in both the dredge holes should be carried out simultaneously and equally.
c) Bore chart shall be referred to constantly during sinking for taking adequate care while piercing different types of strata. The type of soils as obtained during the well sinking should be compared with bore chart so as to take prompt decisions.
d) Before seasonal floods all wells on which sinking in progress shall be sunk to sufficient depths bellow the designed occur level. Further, they shall be temporarily filled and plugged so that they do no suffer any tilt or shift during the floods.
e) All necessary precautions shall be taken against any possible damage to the foundations of existing structures in the vicinity of the wells, prior to commencement of dredging from inside the well.
f) The dredged material shall not be allowed to accumulate over the well, It shall be dumped and spread, as far away as possible, and them continuously and simultaneously recovered as directed by the
Engineer. In case the river steam flows along one edge of the well being sunk, the dredged material shall not be dumped on the dry side of the bank but on the side on which the river current flows.
g) Very deep sump shall not be made below the well curb, as it entails risk of jumping (sudden sinking) of the well. The depth of sump shall be generally limited to one-sixth of the outer diameter/least lateral dimension of the well in plan. Normally, the depth of sump shall not exceed 3.0 metres flow the level of the cutting edge unless otherwise specifically permitted by the Engineer.
h) In case a well sinks suddenly with a jerk, the steining of the well shall be examined to the satisfaction of the Engineer to see that no damage has occurred to it.
i) In pneumatic sinking, the well shall not, at anytime, be dropped to a depth greater than 500 mm by the method of “blowing down”.
j) Dewatering shall be avoided if sand blows are expected. Any equipment and men working in side the well shall be brought out of the well as soon as there are nay indications of a sand-blow.
k) Sand blowing in wells can often be minimized by keeping the level of water inside the well higher then the water table and also by adding heavy kept ledge.
l) In soft strata prone to settlement/creep, the construction of the abutment wells shall be taken up only after the approach embankment for a sufficient distance near the abutment has been completed.
H) Tilts and Shifts:
The inclination of the well from the vertical is known tilt and the horizontal displacement of the center of the work at the founding level from it’s theoretical position is known as shift.
Unless otherwise specified, the tilt of any well shall not exceed 1 (HORIZENTAL) in 80 (VERTICAL), and the shift at the well base shall not be more than 150mm in any resultant direction.
Tilts and shifts shall be carefully checked and recorded in the format vide Appendix-II regularly during sinking operations. For the purpose of measuring the tilts along the work axes of the aqueduct reduced level of the marks painted on the surface of the steaming of the well shall be taken. For determination of shifts, locations of the ends of the two diameters shall be precisely measured the ends of the two diameters shall be precisely measured the ends of the two diameters shall be precisely measured along the two axes, with reference to fixed reference points.
Whenever any tilt is noticed, adequate preventive measures like placing econotric Kent ledge, pulling, strutting, anchoring or dredging unevenly and depositing dredge material unequally, putting obstacles below cutting edge. Water jetting etc., shall be adopted before any further sinking. After correction, the dredged material shall be spared out uniformly.
A pair of wells close to each other has a tendency to come closer while sinking; timber struts may be introduced in between the steining of these wells to prevent tilting.
Tilts occurring in a well during sinking in dipping rocky strata can be safeguarded by suitably supporting the curb.
In the event of a well developing tilt or shift beyond the specified permissible values, the Contractor shall have to carryout, at his own cost, suitable remedial measures to satisfaction of the Engineer, to bring the tilt and shift within permissible values, as far as practicable.
If the resultant tilt and / or shift of any well exceed the specified permissible values, generally it should not exceed 1 in 50 and 300 mm respectively. The well so sunk shall be regarded as not conforming to specifications and a substandard work. The Engineer in his sole discretion may consider accepting such a well provided.
(i) Calculations for foundation pressures and steining stresses, accounting for the actual tilt and shift furnished by the contractor show that the well is safe. Any remedial measures required to bring the stresses within permissible values (such as increase in the dimension of the well cap, provision of dummy weights on the
well cap etc.,) shall be carried out by the Contractor with out claiming for any extra cost.
(ii) The Contractor shall agree to reduction in rates in accordance with clause 5.5.3.1.54(g).
In case the Engineer, in his discretion, rejects the wells, the Contractor shall dismantle the rejected well to the extent directed by the Engineer and remove the debris. Further, the contractor shall, at his own risk and expense complete the aqueduct with modified span arrangement acceptable to the Engineer.
I) Seating of Wells:
The well shall be uniformly seated at the founding strata. It shall be ensured by test borings that the properties of the soil encountered at the founding strata and upto a depth of one and a half times the well diameter is identical to the adopted in the design. The procedure for test borings shall satisfy the provisions of these specifications. In case, the soil encountered is inferior to that adopted in design, the well shall be redesigned by the Engineer adopting the soil properties actually encountered and the founding level intimated the contractor, who shall carry out the work.
In case of seating of wells in hard rocky strata, where the rock profile is steeply sloping, pneumatic methods of sinking may be adopted to seat the well evenly as directed by the Engineer. The decision of adopting pneumatic sinking shall be taken by the Engineer. The cutting edge may also be embedded for a suitable depth in the rocky strata, and decided by the Engineer keeping in view the quality of rock. As an additional measure of safety, the well shall be anchored to the rocky strata by anchor bars provided in the steining of the well, as shown on the drawing irrespective of the fact of the well, as shown on the drawing irrespective of the fact that tension develops or not at the base of the well under design loads. After the wall has been evenly seated on good hard rock, arrangements shall be made to facilitate proper in dry and visible conditions before the bottom plug is laid.
3.1.47. BOTTOM PLUG.
For bottom plug, the concrete mix shall be designed (in dry condition) to attain the concrete strength as mentioned on the drawing and shall contain10 per cent more cement that required for the same mix placed dry, to cater for under water concreting. However, the total cement content shall not be less than 363 Kg/Cum. of concrete with as lump in the range of 150 mm to200mm. Admixtures maybe added to the concrete to impart the required characteristics indicated herein.
Concrete for the bottom plug shall be laid by tramio pipe method. Tammie concrete when started shall be continued without interruption for full operating in the bottom plug. The Concrete reduction equipment and placement equipment should be sufficient to enable under
water concreting within stipulated time. Necessary standby equipment should be available for emergency situation.
Before commencing plugging, all loose material from the bottom of the well shall be removed.
Concreting shall be done in one continuous operation till the dredge hole is filled up to the required height and there after sounding shall betaken up to ensure that the concrete has been laid to the required height.
Least disturbance shall be caused to the water inside the well while laying concrete in the bottom plug.
Concrete shall not be disturbed in any way for at least. 14 Days.
In order to check any rise in the level of the bottom plug soundings should be taken at the close of concreting and once every day for the subsequent 3 days.
The soundness of the bottom plug mazy be tested by dewatering the well by 5 metres below the surrounding water level and checking the rise of water. The rate of rise shall preferably be less than 10 cum. per hour. In case the rate is higher, suitable remedial measures as directed by the Engineer, shall be taken by the Contractor at his own cost.
3.1.48. SAND FILLING:
Sand filling shall commence after a period of 3 days of laying of bottom plug. Also, the height of the bottom plug shall be verified before starting sand filling.
Sand shall be clean and free from earth, clay clods, roots, boulders, shingles, etc., and shall be compacted as directed, sand filling shall be carried out up to the level shown on the drawing, or as directed by the Engineer. ]
3.1.49 TOP PLUG:
After filling sand up to the required level a plug of concrete shall be provided over it as shown on the drawing, or as directed by the Engineer.
3.1.50. WELL CAP:
A reinforced cement concrete well cap will be provided over the top of steining in accordance with the drawing. Formwork will be prepared conforms the shapes of well cap. Concreting shall be carried out in dry condition. Properly designed false steining maybe provided where possible toensurethewe3ll cap is laid in dry conditions.
The bottom of the well cap shall be laid preferably and lows possible, account the water level prevalent at the time of casting.
Bond rods of steining shall be anchored in to the well cap.
3.1.51. TOLERANCES:
The permissible tilt and shift shall not exceed I (horizontal) in 80 (Vertical) and the shift at the well base shall not be more than 150 mm in any resultant directions.
For the well steining and well cap the permissible tolerances shall be as follows:-
(a) Variation in dimension : 1 + 50mm – 10 mm(b) Misplacement from specified
Position in plan. : 15mm © Surface irregularities measured with 3 m straight edge. : 5mm d) Variation of levels at the top : +25mm
3.1.52. MEASUREMENT FOR PAYMENT
All quantities shall be measured from the drawing, or as ordered by the Engineer, accepting those required to be provided by the contractor at his cost.
(a) The cutting edge shall be measured in tones based on the net weight of material used in it, as per A.P.S.S. 110.
(b) The concrete in curb, well steining and well cap shall be measured in cubic meters in each of the items as per 5.5.4.18. The reinforcements shall be measured in tones separately in each of the items as per 5.5.4.20.10.
(c) The measurement for well sinking shall be made in running metres only irrespective of clarification of soils mint with. The depth of sinking shall be measured from the level specified in the contract. If no level has been specified in the Contract, sinking shall be measured from the low water level or from the level at which the cutting edge was laid, whichever is higher. Pneumatic sinking shall not be paid separately. The quoted rate for well sinking shall include this cost also.
(d) The quantity of concrete in bottom and top plug shall measured in cubic metres as per 5.5.4.18.
(e) The quantity of sand filling shall be measured in cubic metres.
3.1.53. RATE:
a) The Contract unit rates of cutting edge shall cover all costs of labour material, tools, plant and equipment, including placing in position, sampling and testing, and supervision, all as per respective section of Structural steel work and as described in this section.
b) The Contract unit rates for concrete in curb, steinig, bottom plug, top plug and well cap shall cover all costs of labour, material, tools, plant and equipment, form work and staging including placing, in position, sampling and testing, and supervision, all as per respective section of structural concrete and as described in this section.
c) The Contract unit rates for reinforcement in curb, steining, and well cap, shall cover all costs of labour material, tools, plant and equipment, including bending to shape, placing in position, sampling, testing and supervision, all as per respective section of steel reinforcement and as described in this section.
d) The Contract unit rates for sand filling shall cover all costs of labour, materials, tools, plant and equipment, including placing in position, sampling testing and supervision, all as described in this section.
e) The concrete unit rates for sinking shall cover the costs of labour, tools, and equipment and plant and for all operations and other incidentals for sinking of well including seating excepting provisions, of pneumatic sinking described in this Section. The unit rates shall be for all soils, H.D.R. I & rock and Hard rock. The rate shall cover all testing and supervision required for the work.
f) The contract unit rate of material to be excavated pneumatic sinking shall cover all costs of labour, materials, tools, plant and other equipment and other incidental and safety provision and supervision required for pneumatic sinking as per this section.
g) Reduction in contract unit rates for sinking as a penalty, in pursuance of clause 3.1.46(II).
If any well with tilt and / or shift exceeding beyond permissible values is accepted by the Engineer, the Contractor shall give a reduction is the rates as follows:-
S.No Amount of Tilt and /or Shift Percent deduction on the rate(s)Or sinking of well.
1. Tilt exceeding the specified permissibleValue but equal to or within 1 m 60. 5 per cent.
2. Tilt exceeding 1 in 60 but equal to or within1 in 50 10 per cent
3. Tilt exceeding 1 in 50 20 per cent.
4. Sift exceeding the specified permissible Value but equal to or within 200mm. 2 per cent.
5. Shift exceeding 200mm but equal to
Or within 300 mm. 5 per cent.
6. Shift exceeding 300 mm. 10 per cent. - - - - - - - - - - - - -- -- - - - - -- - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Penalties for excessive tilt and shift shall be deducted separately.
APPENDEX - I.
HISTORY OF SINKING OF WELL No. ____________
BED LEVEL _________ _ LOWER WATER LEVEL _______ HIGHEST OF FLOOD
LEVEL ___________ FOUNDING LEVEL __ _ ___ _ OF CURB _ _ _ ___.- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - STEINING SINKING - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Reduced RL of RL of Height Total RL of Initial Level (RL) Top Top of Stein- Height of reference Gauge Of Bottom of steining ing of steining level ( at Reading Of cutting steining after cast- casting (including) which Metre. Edge. Casting. Ing. Cast(Col.1, Curb & cutting Edge Col.3 cutting is placed). Metre. Edge(Col.4,
Col.3)Metre.- -- - - - - - - - - -- - -- - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - 1. 2. 3. 4. 5. 6. 7. 8. - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Sink- RL of Depth of Strata KENTILEDGE Ing Bottom Sump Net Weight Eccentri- Eccentricity During of Cutting below With Tonnes. City Along The Day Edge(Col.7 cutting edge Along Y- AXIS (Col.9 Col.8) Metre XZXIX Col.8) Metre. Metre. Metre.- - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - 9. 10. 11. 12. 13. 14. 15. 16.- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Report Regarding Report Any Remarks. SIGNATURE OF Obstacles or sand special method SUPERVISING OFFICER: Or sand below of sinking During sinking. Employed. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
APPENDIX – II.
TILT AND SHIFT IN WELL No:_________________
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Total Total ALONG X. A XIX ALONG Y. AXIX Steining sinking (PLACE) (PLACE) Differ- (U/s) (D/s) Difference Metre. Metre. END END. ence. Col.8, (Col.5, Col.7) Col.4) METRES. METRE.-- - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -1. 2. 3. 4. 5. 6. 7. 8. 9.- -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -Along Tilt Along Resultant SHIFT ---------- Y. AXIX Tilt. Along Along RESILTANT Col. 9 (Col.10, X.AXIX Y.AXIX S((Col.13)2+ Divided by Col.11). With With Col.14)2) Well Dia. Direction Direction METRE. Hire. Metre.- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 10. 11. 12. 13. 14. 15.- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -Action Taken for Remarks Signature ofRectification. Supervising Officer.- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -16. 17. 18.- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
LOAD TEST FOR WELL FOUNDATION:
Department may select any one or more well foundations (Combination of four wells at well cap level) for load test. They shall be tested by suitable placed approved vertical leading. The test load on the foundation well caps will be in accordance with the \normal practice for Road Bridge.
The Contractor shall be paid separately for load testing as per schedule of item. However no extension of time of completion of the work shall be allowed on this account.
For wells with tilts and shifts beyond the permissible limits, load testing shall be carried out if required by the Engineer and the cost of such load testing and adopting remedial measure shall been entirely borne by the Contractor.
The Contractor shall in all cases of load testing.
(i) Prepare all necessary calculations and details of arrange for such load testing, well in time. The magnitude of the test load, mode and method of carrying out the test, the application of Kent ledges, duration of keeping the test load, the observations to be made during placement of the test loads in position etc., shall be got approved by the Engineer, before commencement of the load testing work.
(ii) Make all necessary arrangements for the observations, the centering equipments etc., that may be needed for measuring the settlements, dislocations etc., as required for the test to the entire satisfaction of the Engineer.
(iii) Provide all labour and materials and make all observations during the test.
After the load test, the Contractor shall submit a report on the results of the test. The Engineer shall then communicate as to whether the test has been satisfactory or not or any further tests if reconstruction or strengthening will be necessary to correct any limits revealed during the test.
Any defect in the Structure or any damage done to the bridge at the time of testing which affects or is likely to effect the strength of the bridge shall be rectified by the contractor at his own cost by remedial measure of replacement as approved by the Engineer.