Government of Andhra Pradesh
Irrigation & 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
1.
PARTICULARS
REMARKS
GENERAL PROVISIONS
1.1
Definitions
Modified
1.1.2.11
1.1.2.12
Inducted
1.1.3.3
Modified
1.1.4.6
Deleted
1.2
1.3
1.4
1.5
1.6
1.7
1.8
1.9
1.10
1.11
1.12
1.13
1.14
“Engineer-in-Charge”
Inducted
“Tenderer / Bidder”
“Time for Completion”
“Provisional Sum”
Interpretation
Modified
Communications
Modified
Law and Language
Modified
Priority of Documents
Modified
Contract Agreement
Modified
Assignment
Care and Supply of Documents
Confidentiality
Employer’s Use of Contractor’s Documents
Contractor’s Use of Contractor’s Documents
Confidential Details
Modified
Compliance with Laws
Modified
Joint and Several Liability
2.
THE EMPLOYER
2.1
Right of Access to the Site
2.2
2.3
2.4
Permits, Licences or Approvals
Employer’s Personnel
Deleted
Employer’s Claims
2.5
3.
THE EMPLOYER’S ADMINISTRATION
3.1
The
Modified
Other Employer’s Personnel
Delegation Persons
Instructions
Determinations
3.2
3.3
3.4
3.5
Employer’s
Representative
PAGE NO
CLAUSE PARTICULARS
NO
4.
4.1
4.2
4.3
4.4
4.5
4.6
4.7
Modified
4.8
4.9
4.10
Modified
4.11
4.12
4.13
4.14
4.15
Modified
4.16
4.17
Modified
4.18
Modified
4.19
Modified
4.20
Deleted
4.21
THE CONTRACTOR
Contractor’s
Modified
Performance Security
Modified
Contractor’s Representative
Subcontractors
Modified
Nominated Subcontractors
Co-operation
Setting Out
Safety Procedures
Quality Assurance
Site Data
Sufficiency of the Contract Price
Unforeseeable Difficulties
Rights of Way and Facilities
Avoidance of Interference
Access Route
Transport of Goods
Contractor’s Equipment
Protection of the Environment
Electricity, Water and Gas
Progress Reports
General
Obligations
CLAUSE PARTICULARS
NO
4.22
4.23
4.24
Security of the Site
Contractor’s Operations on Site
Fossils
5. DESIGN
5.1
5.2
5.3
5.4
5.5
5.6
5.7
5.8
General Design Obligations
Modified
Contractor’s Documents
Contractor’s Undertaking
Technical Standards and Regulations
Training
As-Built Documents
Operation and Maintenance Manuals
Design Error
6. STAFF AND LABOUR
6.1
6.2
6.3
6.4
6.5
6.6
6.7
6.8
6.9
6.10
6.11
Engagement of Staff and Labour
Rates of Wages and Conditions of Labour
Persons In the Service of Employer
Labour Laws
Working Hours
Modified
Facilities For Staff and Labour
Modified
Health and Safety
Contractor’s Superintendence
Contractor’s Personnel
Modified
Records of Contractor’s Personnel and Equipment
Disorderly Conduct
7. PLANT, MATERIALS AND WORKMANSHIP
7.1
7.2
7.3
7.4
7.5
7.6
7.7
7.8
Manner of Execution
Samples
Inspection
Modified
Testing
Rejection
Remedial Work
Ownership of Plant and Materials
Royalties
8. COMMENCEMENT, DELAYS AND SUSPENSION
PAGE NO
8.1
8.2
8.3
8.4
8.5
8.6
8.7
8.8
8.9
Commencement of Work
Modified
Time For Completion
Modified
Programme
Modified
Extension of Time For Completion
Modified
Deleted
Rate of Progress
Delay Damages
Modified
Suspension of Work
Modified
Deleted
8.10
8.11
8.12
Deleted
Deleted
Deleted
9. TESTS ON COMPLETION
9.1
9.2
9.3
9.4
10.
Contractor’s Obligations
Delayed Tests
Modified
Retesting
Failure to Pass Tests on Completion
Modified
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.
11.1
11.2
11.3
11.4
11.5
11.6
11.7
DEFECTS LIABILITY
Completion of Outstanding Work and Remedying Defects
Modified
Cost of Remedying Defects
Deleted
Failure to Remedy Defect
Removal of Defective Work
Further Tests
Right of Access
CLAUSE PARTICULARS
NO
11.8
11.9
11.10
11.11
Deleted
Performance Certificate
Unfulfilled Obligations
Clearance of Site.
12.
TESTS AFTER COMPLETION
12.1
12.2
12.3
12.4
13.
13.1
13.2
13.3
13.4
13.5
13.6
13.7
13.8
14.
14.1
14.2
14.3
14.4
14.5
14.6
14.7
14.8
14.9
Procedure for Tests after Completion
Modified
Deleted
Retesting
Failure to Pass Tests after Completion
Modified
VARIATIONS AND ADJUSTMENTS
Right to Vary
Value Engineering
Variation Procedure
Payment in Applicable Currencies
Modified
Deleted
Deleted
Adjustment for Charges in Legislation
Adjustments for Charges in Cost
CONTRACT PRICE AND PAYMENT
The Contract Price
Modified
Advance Payment
Modified
Application for Interim Payments
Modified
Schedule of Payments
Modified
Deleted
Interim Payments
Modified
Timing of Payments
Modified
Delayed Payment
Deleted
Payment of Retention Money
Modified
PAGE NO
CLAUSE PARTICULARS
NO
14.10
14.11
14.12
14.13
14.14
14.15
14.16
Statement at Completion
Modified
Application for Final Payment
Modified
Discharge
Modified
Final Payment
Modified
Cessation of Employer’s Liability
Currencies of Payment
Modified
Price Adjustment
15.
TERMINATION BY EMPLOYER
15.1
15.2
15.3
15.4
15.5
Notice to Correct
Termination by Employer
Valuation at Date of Termination
Payment after Termination
Employer’s Entitlement to Termination
16.
Deleted
RISK AND RESPONSIBILITY
17.1
17.2
17.3
17.4
17.5
17.6
18.
18.1
18.2
18.3
18.4
Indemnities
Contractor’s Care of the Works
Deleted
Deleted
Intellectual and Industrial Property Rights
Limitation of Liability
INSURANCE
General Requirements for Insurances
Modified
Insurance for Works and Contractor’s Equipment
Modified
Insurance against Injury to Persons and Damages to Property
Modified
Insurance for Contractor’s Personnel
Modified
PAGE NO
18.5
19.
19.1
19.2
19.3
19.4
General Requirements for Insurance
Inducted
FORCE MAJEURE
Definition for Force Majeure
Modified
Notice of Force Majeure
Modified
Duty to Minimise Delay
Consequences of Force Majeure
Modified
19.5
19.6
19.7
20.
20.1
20.2
20.3
20.4
20.5
20.6
20.7
20.8
20.9
Deleted
Optional Termination, Payment and Release
Modified
Release from Performance under the Law
CLAIMS, DISPUTES AND ARBITRATION
Contractor’s Claims
Appointment of the Dispute Adjudication Board
Modified
Failure to Agree Dispute Adjudication Board
Modified
Obtaining Dispute Adjudication Board’s Decision
Amicable Settlement
Modified
Arbitration
Modified
Failure to Comply with Dispute Adjudication Board’s Decision
Modified
Expiry of Dispute Adjudication Board’s Appointment
Price Adjustment
APPENDIX TO TENDER
ANNEXURE – GCCI
PROFORMA FOR PERFORMANCE SECURITY
ANNEXURE – GCCII PROFORMA FOR ADVANCE PAYMENT GUARANTEE
VOLUME II
PART 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 CONTRACT
1.
General provision
1.1
Definitions
1.1.1
The Contract
1.1.1.1
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.
“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 SubClause 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.
1.1.2
Parties 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 SubClause 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.
1.1.3
Dated, 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.
1.1.4
Money 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).
1.1.5
Works 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.
1.1.6
Other Definitions
1.1.6.1
1.1.6.2
1.1.6.3
1.1.6.4
“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].
“Country” means India.
“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.
“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 SubClause 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)
1.2
Interpretation
1.3
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.
Communications
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,
India
PIN 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)
b)
c)
d)
e)
f)
g)
the Contract Agreement;
Letter of Award, notice to proceed
Contractor’s Bid
Special Conditions of Contract
General Conditions of Contract
Letter of Tender
any other documents forming part of the Contract.
1.6
Contract 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 Contract
iv. The General Conditions of Contract
v. The Project Profile
vi. The Technical Specifications
vii. Drawings
viii. 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.
1.7
Assignment
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)
b)
may assign the whole or any part with the prior agreement of the
other Party, at the sole discretion of such other Party, and
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.
1.8
Care 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.
1.9
Confidentiality
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.
1.10
Employer’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)
b)
c)
apply throughout the actual or intended working life (whichever is longer)
of the relevant parts of the Works.
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
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.
1.11
Contractor’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.
1.12
Confidential 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.
1.13
Compliance 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.
1.14
Joint and Several Liability
If the Contractor constitutes (under applicable Laws) a joint venture,
consortium or other unincorporated grouping of two or more persons;
a)
b)
c)
2.
these persons shall be deemed to be jointly and severally liable
to the Employer for the performance of the Contract:
these persons shall notify the Employer of their leader who shall
have authority to bind the Contractor and each of these persons;
and
The Contractor shall not alter its composition or legal status
without the prior consent of the Employer.
The Employer
2.1
Right 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.
2.2
Permits, 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.
2.3
Employer’s Personnel
The Employer shall be responsible for ensuring that the Employer’s
Personnel and the Employer’s other contractors on the Site;
a)
b)
2.4
2.5
Employer’s Claims
co-operate with the Contractor’s efforts under Sub-Clause 4.6
[Co-operation], and
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].
(Deleted)
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
3.1
The Employer’s Representative
The Superintending
employer’s representative.
Engineer,
H.N.S.S.CIRCLE,ANANTAPUR
is
the
3.2
Other 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]
3.3
Delegated 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)
b)
c)
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;
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
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.
3.4
Instructions
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.
3.5
Determinations
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.
4.2
Performance 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.
4.3
Contractor’s
Representative
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]
4.4
Sub-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 subcontractor 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 subcontractor 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, subcontracting:
(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
4.5
Nominated
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.
4.6
Cooperation
The Contractor shall, as specified in the Contract or as instructed by the
Employer, allow appropriate opportunities for carrying out work to:
a)
b)
c)
the Employer’s Personnel,
any other contractors employed by the Employer, and
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.
4.7
Setting 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.
4.8
Safety Procedures
The Contractor shall:
a)
b)
c)
d)
e)
4.9
Quality Assurance
comply with all applicable safety regulations,
take care for the safety of all persons entitled to be on the Site,
use reasonable effort to keep the Site and Works clear of
unnecessary obstruction so as to avoid danger to these persons,
provide fencing, lighting, guarding and watching of the Works
until completion and taking over under Clause 10 [ Employer’s
Taking Over], and
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.
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.
4.10
Site 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.
4.11
Sufficiency 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.
4.12
Unforeseeable
Difficulties
Except as other stated in the Contract:
a)
b)
c)
4.13
Rights of Way
and Facilities
4.14
Avoidance of
Interference
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:
by signing the Contract, the Contractor accepts total
responsibility for having foreseen all difficulties and costs of
successfully completing the Works; and
the Contract Price shall not be adjusted to take account of any
unforeseen difficulties or costs.
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.
The Contractor shall not interfere unnecessarily or improperly with:
a)
b)
the convenience of the public, or
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.
4.15
Access 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)
b)
c)
d)
e)
the Contractor shall (as between the Parties) be responsible for
any maintenance which may be required for his use of access
routes;
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;
the Employer shall not be responsible for any claims which may
arise from the use or otherwise of any access route,
the Employer does not guarantee the suitability or availability of
particular access routes, and
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.
4.16
Transport of
Goods
a)
b)
c)
4.17
Contractor’s
Equipment
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;
the Contractor shall be responsible for packing, loading,
transporting, receiving. unloading, storing and protection all
Goods and other things required for the Works; and
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.
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.
Re-export of Plant
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 .
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.
4.18
Protection of the
Environment
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.
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.
4.19
Electricity, 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
4.21
Progress Reports
Deleted
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)
(b)
(c)
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;
photographs showing the status of manufacture and of progress
on the Site;
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)
(ii)
(iii)
(iv)
commencement of manufacture,
Contractor’s inspections,
tests, and
shipment and arrival at the Site;
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.
(d)
4.22
Security 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.
4.23
Contractor'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.
4.24
Fossils
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)
(b)
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
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
5.1
General 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.
5.2
Contractor'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)
(b)
(c)
(d)
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;
execution of such part of the Works shall be in accordance with
these Contractor's Documents, as submitted for review; and
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.
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.
5.3
Contractor'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)
(b)
the Employer determines that compliance is required, and
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.
5.6
As-Built Documents
The Contractor shall prepare, and keep up-to-date, a complete set of 'asbuilt' 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.
5.7
Operation 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
6.1
Engagement of Staff
and 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.
6.2
Rates 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
6.3
Persons in the Service of Others
The Contractor shall not recruit, or attempt to recruit, staff and labour
from amongst he Employer’s Personnel.
6.4
Labour 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.
6.6
Facilities 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.
6.7
Health 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.
6.8
Contractor'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.
6.9
Contractor'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)
(b)
(c)
(d)
persists in any misconduct or lack of care,
carries out duties incompetently or negligently,
fails to conform with any provisions of the Contract, or
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.
6.10
Records 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.
6.11
Discorderly 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)
(c)
(d)
7.2
Samples
in the manner (if any) specified in the Contract,
in a proper workmanlike and careful manner, in accordance with
recognised good practice, and
with properly equipped facilities and non-hazardous Materials,
except as otherwise specified in the Contract.
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)
(b)
have full access to all parts of the Site and to all places from which
natural Materials are being obtained, and
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.
7.4
Testing
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.
7.5
Rejection
7.6
Remedial Work
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.
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.
Notwithstanding any previous test or certification, the Employer may
instruct the Contractor to:
(a)
(b)
(c)
7.7
Employer ship of
Plant and Materials
remove from the Site and replace any Plant or Materials which is
not in accordance with the Contract,
remove and re-execute any other work which is not in
accordance with the Contract, and
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.
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)
(b)
7.8
Royalties
Unless otherwise stated in the Employer's Requirements, the Contractor
shall pay all royalties, rents and other payments for:
(a)
(b)
8.
when it is delivered to the Site;
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].
natural Materials obtained from outside the Site, and
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.
Commencement, Delays and Suspension
8.1
Commencement 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);
8.2
Time for Completion
(b) Delivery to the Employer of the Performance Security pursuant to
Sub-Clause 4.2 hereof;
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)
8.3.3
8.3.4
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.
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.
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)
8.6
Rate of Progress
If, at any time:
(a)
(b)
actual progress is too slow to complete within the Time for
Completion, and/or
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 SubClause 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.
8.8
Suspension 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
9.1
Contractor’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)
(b)
(c)
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);
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
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.
9.3
Retesting
If the Works, or a Section, fail to pass the Tests on Completion, SubClause 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.
9.4
Failure 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)
(b)
(c)
order further repetition of Tests on Completion under Sub-Clause
9.3;
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 SubClause 11.4 [Failure to Remedy Defects]; or
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 SubClause 3.5 [Determinations].
10.
Employer's Taking Over
10.1
Taking 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
11.
(Deleted)
Defects Liability
11.1
Completion of Outstanding Work
and 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)
(b)
(c)
(d)
the design of the Works,
Plant, Materials or workmanship not being in accordance with the
Contract,
improper operation or maintenance which was attributable to
matters for which the Contractor is responsible (under SubClauses 5.5 to 5.7 or otherwise), or
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 SubClause 13.3 [Variation Procedure] shall apply.
11.3
(Deleted)
11.4
Failure 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)
(b)
(c)
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;
agree or determine a reasonable reduction in the Contract price
in accordance with Sub-Clause 3.5 [Determinations]; or
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.
11.7
Right of Access
11.8
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.
(Deleted)
11.9
Performance 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)
(b)
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
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
12.1
Procedure for Tests after Completion
If Tests after Completion are specified in the Contract, this Clause shall
apply.
(a)
(b)
(c)
the Employer shall provide all electricity, fuel and materials, and
make the Employer's Personnel and Plant available;
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
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.
12.4
Failure 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)
(b)
(c)
a description of the proposed design and/or work to be
performed and a programme for its execution,
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
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 Applicable
Currencies
The Contract provides for payment of the Contract Price in Indian
Rupees only.
13.5
(Deleted)
13.6
(Deleted)
13.7
Adjustments 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.
13.8
Adjustments for
Changes in Costs
14.
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.
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
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.
14.2.3
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
14.3.2
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
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 of the
structure till the date of next/preceding bill and the balance of the amount payable under
these items for individual structure.
14.3.3
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.
14.3.4
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.
14.3.5
Deleted
.
14.3.6
14.4
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.
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
14.9
(Deleted)
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 Completion
within 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
Discharge
When 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 SubClauses 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 Liability
The 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 Payments
All payments whatsoever will be made in Indian Rupees only as per Contract Agreement.
14.16
Price 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
(B)
of execution i.e.; from the date of quoting the rates to the end of completion of
work in all respects.
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.
2.
3.
4.
5.
Labour – PL
Cement – PC
Steel – PS
POL – PF
Other Materials – PM
8%
1%
50%
24%
17%
15. Termination by Employer
15.1
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.
15.2
Termination by Employer
The Employer shall be entitled to terminate the Contract if the
Contractor:
(a)
(b)
(c)
(d)
(e)
(f)
fails to comply with Sub-Clause 4.2 [Performance Security] or
with a notice under Sub-Clause 15.1 [Notice to Correct],
Abandons the Works or otherwise plainly demonstrate the
intention not to continue of his obligations under the Contract.
without reasonable excuse fails to proceed in accordance with
Clause 8 [Commencement, Delays and Suspension]
subcontracts the whole of the Works or assigns Contract without
the required agreement
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
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.
15.4
Payment after
Termination
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)
(b)
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
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].
17.2
Contractor'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 and
Industrial Property
Rights
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 SubClause 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 subparagraphs (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 Property
The 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
19.1
Definition of
Force Majeure
In this Clause, "Force Majeure" means an exceptional event or
circumstance:
(a)
(b)
(c)
(d)
which is beyond a Party's control,
which such Party could not reasonably have provided against
before entering into the Contract,
which, having arisen, such Party could not reasonably have
avoided or overcome, and
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)
(iii)
(iv)
(v)
(vi)
war, hostilities (whether war be declared or not), invasion, act of
foreign enemies,
insurrection, military or usurped power, or civil war,
disorder within the country by persons other than the
Contractor’s Personnel and other employees of the Contractor
and Sub- contractors,
munitions of war, ionizing radiation or contamination by radioactivity, except as may be attributable to the Contractor's use of
such munitions, radiation or radio-activity, and
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.
19.4
Consequences
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)
(b)
(c)
(d)
(e)
the amounts payable for any work carried out for which a price
is stated in the Contract;
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;
any other Cost or liability which in the circumstances was
reasonably incurred by the Contractor, expectation of completing
the Works;
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
the Cost of repatriation of the Contractor's staff and labour
employed wholly in connection with the Works at the date of
termination.
19.7
Releases 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)
(b)
20.
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
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.
Claims. Disputes and Arbitration
20.1
Contractor’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 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 SubClause, 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.
20.2
Appointment
of Dispute
Adjudication Board
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 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.
20.3
Failure to Agree
Dispute
Adjudication Board
(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.
20.4
Obtaining Dispute
Adjudication
Board’s Decision
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 SubClause. 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 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.
20.5
Amicable
Settlement
20.6
Arbitration
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 progress of the Works.
In the event that:
20.7
Failure to Comply
with Dispute
Adjudication
Board’s Decision
(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]. SubClause 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).
20.8
Expiry of Dispute
Adjudication
Board's
Appointment
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)
(b)
20.9
Price Adjustment
Sub-Clause 20.4 [Obtaining Dispute Adjudication Board’s Decision] and
Sub- Clause 20.5 [Amicable Settlement] shall not apply, and
The dispute may be referred directly to arbitration under Sub-Clause
20.6 [Arbitration].
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
Time for notice to commence
Defect Liability Period
Time for completion of the
works and Milestones
Sl.No.
1
Mile Stone No.
1 Up to 2 Month
Clause/SubClause
1.1.3.3 & 8.1
1.1.3.7
8.2
Particulars
15 ( Fifteen) days
2 (two) years after issue of completion certificate
for Part A of the Contract comprising Sections I, II,
III, IV and V
24(Twenty four) months as detailed below:
Period in Months
2 ½ Months
Description of work
1) Completion of
Composite Hydraulic
Model study and
submission of detailed
design & drawings of
Phy/Qty. to be
Completed.
100 % of work
the total scheme and
approval.
2
3
4.
5.
2 (up to 6 months)
3 (Upto 10 Months)
4 (upto 13 months)
5 (upto 17 months)
3 ½ Months
4 Months
3 Months
4 Months
1) Placing order and
manufacture of one
pump with motor
including all
accessories
1 No.
2) Civil works
50%
3) Supply of PSC/Steel
pipes for one row.
35% of total length of
one row.
4) Substation works
including accessories
50% of work
1) Delivery of pumps
andmotors including
accessories
1 No.
2) placing order and
manufacturing of
remaining pumps and
motors including
accessories.
All the remaining Nos.
100% (Full length)
3) Civil woirks
100%
4) Suppply and laying
of pressure main – 1
Row
One Row 100 % full
length
5) Supply, erection,
testing of substation.
100 %
1) Erection, Testing
and commission of
pump and motors
including accessories.
1 No.
2) Manufacture of
remaining pumps and
motors, accessories.
Remaining Nos.
3) Supply of pipes of
pressure main for
remaining rows.
20% of total length of
remaining Rows.
1) Manufacture of
remaining pumps and
motors accessories.
Remaining Nos.
2) a) Supply of pipes
of pressure main for
remaining two Rows.
6.
6 (upto 21 Months)
7.
7 (upto 24 Months)
4 Months
3 Months
50% of total length
remaining rows.
b) Erection - do –
40% of total length
remaining rows.
1) Delver to site and
erection testing and
commissioning
remaining pumps and
motors complete
Remaining Nos.
2) Supply, laying
testing and
commissioning of
remaining Rows of
pressure main.
100% length of
remaining rows.
Trial run and
completion of works in
full as per contract
including finishing
works.
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
Laws and Languages
Time for possession of site
1.1.5.6
1.4
2.1
Under Special Conditions of Contract
Laws of Union of India, English
Within 15 days from the date of LOA. No compensation
is applicable within that period.
Amount of
Security
Validity
Security
performance
of performance
4.2
2.5% of Part A contract amount
2.5% of Part B contract amount


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
Normal working hours
4.4
6.5
15 (fifteen) days notice
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
Delay Damages
8.6
15 ( fifteen) days from the date of LOA.
8.7
Amount of Delay damages see Table below:
Section of Works
All 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
Pumps and other related equipment
Note:- Refer table against Clause 8.2
Delay Damages for Delay per Day
0.05 % of the Total value of civil works
0.05% of the Price of the respective items against
each mile stone
0.05% of the Price of the respective items
Limit
of
delay
damage for delay
8.7
10 (ten) percent of the Total Part A Contract Price
Liquidated damage
for
failure
in
Performance tests
9.4
As given below
The performance guarantees which shall attract liquidated damages are:
i)
ii)
iii)
Power input in KW at motor terminals when each pump is delivering rated
flow at rated head.
Flow through each pump at rated head.
Energy losses in the auxiliary transformers on principal tap at rated voltage
and frequency
a) Iron loss
b) 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
1.
2.
3.
Guarantee
Increase in power consumption, at motor
input terminals, for each pump (as
determined at site during performance &
guarantee tests).
Flow through each pump (as determined at
all delivery points during performance &
guarantee tests).
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
Amount of Liquidated Damages for
shortfall in performance
Indian Rs. 3,00,000/- (Three hundred thousand
only) for every KW or part thereof increase of
the power over the guaranteed value.
India Rs. 20,00,000/- (Twenty lakhs only) for
every 0.1 cumces or part thereof reduction of
flow below the guaranteed value.
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
advance
of
14.3
Schedule
payment
of
14.4
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.
Contactor to submit a cash flow statement specifying the
monthly requirement of payment covering the entire price and
contract period.
 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
Application
for
interim
payment
and
interim
payments
14.3 &
14.6
Amount
of
insurance
for
works
and
Contractor’s
Equipment
Amount of third
party insurance
18.2
Not less than full reinstatement cost
18.3
Rs. 20,00,000
Period
of
submission of
Evidence of insurance
Relevant policies
Sections
Within 30 days
Within 60 days
INDIAN RUPEES
Percentage of Bid/Contract price
Description
Part A - EPC Turnkey Contract
Design and Engineering
Civil works
Hydro-mechanical works
Electro-mechanical works
Pipeline and Allied Works
Total Part A Contract
Part B - O & M Contract
Operation and Maintenance for a
period of 24 months
Total Part B Contract
ANNEXURE – GCCI
Proforma For Performance Security
(To be furnished separately for Part A and Part B)
To,
THE SUPERINTENDING ENGINEER,
H.N.S.S.CIRCLE,
ANANTAPUR
ANANTAPUR (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 _________________________________________________
1
An 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 Guarantee
To,
THE SUPERINTENDING ENGINEER,
H.N.S.S.CIRCLE,
ANANTAPUR
ANANTAPUR (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 PRADESH
IRRIGATION & C.A.D. DEPARTMENT.
PART - II
TECHNICAL 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 ENGINEER
H.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 SPECIFICATIONS
1.1.
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 SITE
2.1.1
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.
GRUBBING
a)
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.
below :
Codes
and other publications applicable to this section is given
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 Standards
Sl.No. : I.S. Number Short Title
01.
IS : 4701 - 1982 Code of practice for Earth work on canal
02.
IS : 7293 - 1974 Safety code for working with construction machinery
03.
IS : 3764 - 1966 Safety code for excavation work
04.
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
08.
IS 2720 - 1976 Method of test for soils part. 29 Determination of dry
(Part. 29)
density of soils in place by core cutter method
09.
IS 1888 - 1982 Method of load test on soils
10.
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)
Method of test for soils part. 28 Determination of Dry
Density of Soils (Part. 28) - 1974 in place by sand
replacement method.
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 reservoir
embankment.
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.
GENERAL
a)
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.
No.
TYPE OF VEGETATIVE
COVER ON THE SOIL
DEPTH OF STRIPPING
1)
Soil Containing Light Grass Cover
5.0 to 7.5 Centimeters.
2)
Agricultural Land
To the bottom of Ploughed Zone sually
15.0 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 crosssections 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 PAYMENTS
a)
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 out
ii)
Site Clearance
iii)
Top soil removal or stripping and jungle clearance
iv)
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 measures
xii)
All dewatering
xiii)
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 Engineerin-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.
3.1.27
CLASSFICATION OF EXCAVATION:
All material involved in excavation shall be classified in accordance with para. 3.1.12.
3.1.28
CONTRUCTION 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.
3.1.29
DEWATERING 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 EXCAVATION
a)
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 measures
xi)
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
3.2.1
EMBANKMENT CONSTRUCTION
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 apply
3.2.3.
GENERAL REQUIREMENTS
a)
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 SemiPervious based on Laboratory Test results. They shall be utilised on the embankment
work.
3.2.5.
Preparation of ground surface for embankment
a)
Clearing site: Specification no 2.0 shall apply
b)
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 foundation
The 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.
a)
COMPACTION
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 MATERIALS
a.
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.
a)
Moisture Content :
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)
3.2.12.
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.
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.
i)
MEASUREMENT AND PAYMENT
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.
a)
WEATHER CONDITIONS:
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 runoff away from the canal. Prior to resuming work, the top surface shall be scarified and
moistened or allowed to dry as necessary.
b)
3.2.21.
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.
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 PITS
1)
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.
a)
STRIPPING OF BORROW AREAS.
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)
3.2.23.
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.
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.
Laying: The clay blankets shall be laid and compacted to 98% proctors density to a
length and depth.
c)
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.
1.
BACK FILLING:
Back filling with selected material in foundation trenches round structures and above
lining key.
GENERAL
2.
3.
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.
COMPACTION OF BACKFILL
a)
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.
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 (PartXXVIII) -1974
(OR)
I.S.2720 (Part-XXIX) - 1975
(c) Moisture Content:
1973.
In accordance with I.S.2720 (Part-II)-
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:
C)
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.
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)
b)
c)
i)
ii)
In areas where the degree of compaction is doubtful.
In areas where embankment operations are concentrated.
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:
The junction between areas of mechanical tamping and rolled embankment along
abutment or cut-off walls.
Areas where rollers turn during rolling operations.
iii) Areas where too thick layer is being compacted.
iv)
v)
vi)
vii)
viii)
ix)
3.2.27.2
Areas where improper water content exists in material.
Areas where less than specified number of roller passes were made.
Areas where dirt clogged rollers were used to compact the materials.
Areas where compacted by rollers that have possibly lost part of their ballast.
Areas where oversized rock which has been over looked is contained in the fill.
Areas containing materials differing substantially from the average.
RECORD 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.
3.2.27.3
FIELD 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-1
Earth 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 CONDITION
1.
2.
3.
Location of fill.
Elevation
Whether water added at the fill.
4.
5.
Moisture condition before rolling.
Roller passes.
(C) TEST DATA
1.
(a)
(b)
2.
3.
4.
5.
6.
Location of sampling point:
Chainage.
Off-set.
Serial Number.
Moisture content
Dry density (G/C)
Plasticity needle reading (Kg./Sq.cm)
Quality of Earth Work rolled.
II. LABORATORY CHECK
1.
2.
3.
4.
Serial Number.
Optimum moisture content percent.
Maximum dry density (Gr/CC)
Plasticity needle reading (Kg./Sq.Cm).
(D) COMPACTION EFFICIENCY
1.
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.
i)
FILTERS:
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.60
v)
Co-efficient of Uniformity:
Cu=D.60
—————
>6 for SW
D.10
and
CU=D.60
—————
>4 For GW
D.10
Where
SW: Sand Well Graded and
GW: 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, and
Void ratio= Volume of Voids
__________________
Volume of solids
The 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 FILTER
A) 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)
PLACING
i)
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 PAYMENT
All 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.
A)
ROCK FILL IN TOE OF EMBANKMENT. (ROCK TOE)
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) PLACING
i)
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 PAYMENT
All 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 BLASTING
3.3.1
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.
Capacity
and date
Validity
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
accessories.
Method test for commercial blasting explosives (part 1 to 5) and
04
IS
7632-1975
Detonators
05
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
3.3.3.
PERSONNEL
The provisions of schedule ‘D’ shall apply
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)
3.3.5.
a)
3.3.6.
a)
3.3.7.
No smoking shall be allowed in the make up house or generally while dealing with
explosives.
DISPOSAL OF DETERIORATED EXPLOSIVES:
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.
PREPARATION OF PRIMERS:
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.
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)
3.3.9.
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.
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 underground 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
Validity
No.
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.
4.1.
PLAIN AND REINFORCED CONCRETE:
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 title
1 (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 apparatus
11.
5640-1970
Method of test for determining aggregates impact value of soft
course aggregates
12.
5816-1970
Method of test for splitting tensile strength of concrete cylinder
13.
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 concrete
23.
1200-1974
(Part 2)
Method of measurement of building & engineering works, concrete
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 vibrators
29.
1199-1959
Methods of sampling and analysis of concrete..
30.
3370-1965 &
1967
(Part 1 to 4)
Code of practice for concrete structures for the storage of liquids
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 structures
35.
4990-1981
Specifications for plywood for concrete shuttering works.
36.
6505-1985
Code of practice for installation of joints in concrete pavements
37.
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
STRUCTURAL PURPOSES:
IN
CEMENT
CONCRETE
FOR
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.
CEMENT
R.C.C
W.C.R
(Kg/cum.)
1.
Structural component
completely protected
against weather or
CEMENT
W.C.R
(kq/cum.)
220
0.70
250
0.65
250
0.60
290
0.55
310
0.50
360
0.45
Structural component
of bridges
360
0.45
400
0.45
Structural component
of bridges (pre-stressed)
-
-
400
0.40
Dams, spillways and Mass
concrete structures
150-230
-
355
-
7.
Cement concrete roads
350
-
-
-
8.
Cement concrete lining
250
0.6
-
-
aggressive conditions
2.
3.
4.
5.
6.
Structural component
saturated with water
buried concrete in soil and
continuously under water
Structural component
exposed to sea water and
subject to heavy corrosive fumes
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
i)
Structural components of buildings
ii)
Bridge works:
1.
RCC well curb
M.S.A
20 mm
20 mm
2.
RCC / PCC well steining
3.
Well cap or pile cap, solid type
pier & abutments
4.
40 mm
40 mm
RCC work in girders, slabs, wearing
coat, kerb, approach slab, hallow piers
5.
and abutments, pier/abutment caps, piles
20 mm
PSC work
20 mm
iii) Foundations of structure and
retaining walls (Mass concrete)
40 mm
iv) Canal lining
1.
Lining of thickness 100 mm or more
40 mm
2.
Lining of thickness 75 mm
20 mm
v.
Cement concrete roads
25 mm
vi.
Dams, spillways and Mass concrete structures 75, 150 - 230 mm
NOTE: 1)
4.4.3.
4.5.
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.
Materials: The provisions made in schedule ‘D’ shall apply for cement, fine
aggregate, coarse aggregate, water, admixtures, etc.
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: 10262-1982Recommended guide lines for concrete mix design and SP: 23 - Hand book on concrete mixes
published by B.I.S Shall be adopted.
GRADE OF
CONCRETE
M
M
M
M
M
M
M
M
SPECIFIED CHARACTERISTIC COMPRESSIVE
STRENGTH AT 28 DAYS. (N/SQ.MM)
10
15
20
25
30
40
45
50
10
15
20
25
30
40
45
50
4.5.2. NOMINAL MIX CONCRETE :
The following proportions shall be adopted for the nominal mix concrete.
GRADE OF
QUANTITY
TOTAL QUANTITY OF DRY AGGREGATE MAXIMUM
CONCRETE
PER 50 KG’S
PER 50 KG OF CEMENT
OF WATER
(COARSE AGGREGATE + SAND)
OF
CEMENT
M 5
Litres
800
KG
60
M 7.5
Litres
625
KG
45
M 10
Litres
840
KG
34
M 15
Litres
350
kg
32
M 20
Litres
250
kg
30
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.A
1:2.0 - for 20 mm M.S.A and
1:2.5 - 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 1968specification 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: 11991959-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
1.
(a) Structure with exposed inclined
Surface requiring low slump concretes,
to allow for proper compaction
(b) Plain cement concrete
2.
3.
4.
5.
RCC structures with widely spaced
reinforcement; e.g. solid columns,
piers, abutments, footings, well steining
RCC structures with fair degree of
congestion of reinforcement e.g.
pier, and abutment caps, box culverts, well curbs
and caps, walls with thickness greater than 300 mm
SLUMP
.................25 mm
.....................25 mm
....................40-50 mm
..................50-75
RCC and PSC structures with highly congested
reinforcements e.g. deck slab girders, box girders
walls with thickness less than 300 mm
..............75-125 mm
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 slabs
1)
Spanning up to 4.5 meter
................
7days
2)
Spanning over 4.5 meter
................
14 days
V)
Removal of props under beams and arches
1)
Spanning up to 6.0 meter
................
14 days
2)
Spanning over 6.0 meter
................
21 days
However 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 are
i)
For liquid faces
dia. of bar
ever is greater.
...........
Minimum 25 mm or the
which
ii) For the faces away form the liquid
above in (a) to (f)
...........
the cover as specified
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 WORK
FINISHING:
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 sackrubbing 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. .
1
2
3
4
5
6
7
8
9
The following finishes shall be provided for the concrete used in the various works.
Spillway crest
Spillway stilling basin
Spillway pipe
Spillway bridge road slab
Elevator tower exterior face
-do- Interior
Around sluice
Around galleries, audits, sump well
Face concrete in retaining wall
divide wall, or retaining wall (water side).
F1
F3
F3
F2
F4
F2
F3
F2
F3
or
or
or
or
U2
U2
U3
U2
or
or
or
or
U2
U2
U2
U2
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 works
1) All structures.
a)
Variation constructed line outline from established position in plain
In 6 m
In 12 m
12 mm
18 mm
b)
Variation of dimension to individual structural features from established position.
In 24 meters or more 30mm
In 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
In
In
3 meters
6 meters
12 meters or more
12 mm
20 mm
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
In 10 meters
6 mm
12 mm
In buried construction: twice the above amounts
e)
Variations in cross sectional dimensions columns, beams, piers
Minus
Plus
6 mm
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
With 7.5 cm cover
ii)
6 mm
12 mm
Variation from indicated spacing
10 mm for spacing
5 mm for spacing
greater than 15 cm
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
Finish of
Wood sheathing or lining.
Steel sheathing or
lining
F1
Any grade
Steel sheathing permitted
Steel lining permitted
F2
No. 1 common ship lap
Steel sheathing permitted
Steel lining permitted if
Formed surface
necessary.
F3
permitted
No. 1 common tongue & grooved
Steel sheathing not
Except where plywood lining or
Steel
lining
not
permitted
Sheathing is specifically required
F4
permitted.
F5
permitted
NO. 1 common tongue & grooved
Steel sheathing not
For plane or cylindrical surfaces.
Thin plywood lining for warped
surfaces.
Steel lining not
permitted.
Absorptive form lining backed
Steel sheathing not
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.
4.10.1
COMPACTION OF CONCRETE:
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 or
b.
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; and
d.
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/CM 2 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
PERCENTAGE
8
Mesh per inch (25.40 Millimeters)
26
16
Mesh per inch (25.40 Millimeters)
30
30
Mesh per inch (25.40 Millimeters)
23
50
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. Premoulded 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.
4.13.2.
Concrete of a lot shall be used in the same identifiable component of the structure.
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 SAMPLES
1-5
6-15
16-30
31-50
51 and above
50 cum
1
2
3
4 + one additional
sample for each additional
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 CONCRETE
Grade of
Compressive
Modules of Rupture
Concrete
Strength
on 15 cm
Cubes,
Min,
at 7 days
(2)
N/mm2
7.01.2
10.0
13.5
(1)
M-10
M-15
M-20
By Beam Test, Min
at 72+2h
at 7 days
(3)
N/mm2
1.7
1.5 2.1
1.7 2.4
(4)
N/mm2
4.13.3.1. 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 in
N/mm2
______________________________________________________________________________
__________
Very good
Good
Fair
M 10
2.0
2.3
3.3
M 15
2.5
3.5
4.5
M 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.
3.00
1.65 ---------------
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, and
b)
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 techniques
b) 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-incharge.
4.17.2.
CONCRETE SURFACE IRREGULARITIES
a)
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 CONCRETE
GENERAL
(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 REPAIRS
FOR 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 Method
Concrete 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 Method
Portland 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 Method
A 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 PAYMENT
4.18.1 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.
a)
RATE
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 REINFORCEMENT
4.20.1. 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 Concrete
I.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 purpose
I.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)
4.20.4.
The hook shall be suitably encased to prevent any splitting of the concrete.
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 mm
ii)
For effective depth more than 200 mm + 15 mm
b)
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.
A)
MEASUREMENT AND PAYMENT:
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 LINING
5.1.
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 38731978.
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: 38731978).
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 rehandling the soils as above separately.
i)
Gradation of C.N.S Soil
1.
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)
5.5.
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.
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, diameterD, 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
less
than
not
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 concrete
Number of Samples
(Cubic meter in the work.)
1-5
6 - 15
16 - 30
31 - 50
51 and above
additional 50
there of
1
2
3
4
4
plus
one
additional for each
meters or part
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)
2)
3)
4)
5)
6)
7)
8)
9)
10)
11)
12)
13)
14)
5.7.
Preparation of sub-grade.
From work.
Plants and equipment.
Mixing and conveying.
Placing.
Compaction with vibrators.
Curing.
Finishing.
Dewatering the sections during placing of canal lining where required.
Cost of all ingredients of concrete.
Cost of cutting groves for contraction and expansion joints, cost of construction joints
and their treatment.
Cost of producing samples for testing.
All incidental operations, equipment, Labour, tools, etc., required for carryingout this
work.
Cost of sampling and testing of materials and concrete.
R.R. LINING
a)
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.
5.8.
b)
Construction operations: The provisions of specification 6.0 shall apply.
c)
Measurement and Payment: The provisions of specification 6.11 shall apply.
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.
5.8.2.2.
Maxphalt 80-100
30% by volume.
Sand
51% by volume.
Cement
17% by volume.
Hemp cut into length
Not exceeding 3mm
2% by volume.
----------------------100% by volume.
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 Engineerin-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
550x550x50mm
for Slabs
550x275x50 mm
+ 3 mm.
+ 3 mm.
+ 4.50 mm.
+ 2 mm.
+ 3 mm.
+ 1.5 mm.
+2.25 mm.
+ 2 mm.
In the length
In the width
In the diagonals
In the thickness
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 GRADE
a)
b)
Departure from established alignment.
Departure from established grade.
 20 millimeters straight reaches.

 50 millimeters on curves or tangents.

 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.
6.0.
6.1.
(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.
STONE MASONRY FOR STRUCTURES
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
(Part I & II)
Code of practice for construction
of stone masonry.
Part I - Rubble Stone Masonry
Part 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
stone masonry.
(Part IV)
21. IS: 11216 - 1985
Code of practice for permeability test for masonry
(during and after construction)
22. IS: 3696 - 1978
(Part I)
Safety code of scaffolds and ladders
23. IS: 3696 - 1991
Safety code of scaffolds and ladders
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.
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 MASONRY
6.7.1 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 STONES
a)
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 STONE
The 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)
6.8.
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.
COURSED RUBBLE MASONRY
6.8.1. 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 STONE
a)
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 STONES
a) 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)
6.9.
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.
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 strength
1. MM
3
30 Kgs/Square centimeter
2. MM
5
50 Kgs/Square centimeter
3. 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. CURING
a)
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 POINTING
7.1.
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 WORK
a)
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)
7.2.3.
7.3.
8.0.
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.
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.
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.
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.
8.2.
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 machine
03.
IS 2529 - 1973 Code of practice for in-situ permeability tests.
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 HOLES
a)
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
5
2.
2/3
P
5
3.
- -
P
10
4.
2/3
P
5
5.
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 time
Accelerators 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 Engineerin-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.
a)
METHODS OF APPLYING GROUT:
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.
PAYMENT
a)
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.
GROUTING
a)
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 ITEMS
9.1 GRAVEL 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.
A)
c)
MEASUREMENT AND PAYMENT:
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.
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 REVITMENT
9.2.1.
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 apply
9.3.3.
(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.
a)
9.4.2.
1)
9.4.3.
SCOPE OF WORK:
The Section covers specifications for fully moulded Elastomeric Bearings Pads.
APPLICABLE PUBLICATIONS:
Ministry of shipping and Transport Specification for Roads and Bridges work section2000 (including all amendments)
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
______________________________________________________________________________
____________
Property
Unit
Test Method, IS
Value of the characteristic
specification
specified
reference
______________________________________________________________________________
____________
1.
1.1.
60+5
Physical Properties
Hardness
IRHD
IS:
3400
(Part II)
1.2.
Minimum Tensile
Strength
MPa
IS : 3400
(Part I)
1.3
400
Minimum Elongather
Per cent
IS
17
:
3400
at break
2.
Maximum Compression
Set
(Part I)
Per cent
IS : 3400
(Part X)
duration
temperature
(h)
(deg C)
CR
100+135
3.
+0
to
24.2
Accelerated Ageing
IS : 3400
(Part IV)
duration
temperature
(h)
(deg C)
CR
+70
Max change in Hardness
IRHD
Max change in Tensile Per cent
Strength
-15
100+1
3.1
+15
3.2
3.3 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 POSITION
a)
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.
a)
MEASUREMENT AND PAYMENT
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 PIPES
9.5.1.
APPLICABLE PUBLICATIONS
1)
IS:
459 - 1988
(Third revision)
2)
IS: 783 - 1985 code of practice for laying of concrete pipes (First Revision)
3)
IS:
4)
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
7)
IS: 5382 - 1985 Rubber sealing rings for gas mains water mains and sewers (First
revision)
8)
IS: 5751 - 1969 precast coping blocks
9766 - 1981
Specifications for concrete pipes with and without reinforcement
Flexible PVC Compounds
Methods of test for concrete pipes (First revision).
OTHER PUBLICATIONS
Ministry of Shipping and Transport Specifications for road and bridge works N. 7900
9.5.2.
SCOPE
The 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.
a)
SUPPLY OF PIPES
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 pipe
ii)
Date of manufacture
iii) Name of manufacturer or his registered trade-mark or both, and
iv) I.S.I. certification mark
9.5.4.
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 PIPES
Semi-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 CLAY
9.6.1. 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.
a)
GENERAL
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. MATERIALS
a)
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
ii)
Ultimate elongation minimum
iii) Tear resistance minimum
116 Kg/sq.cm
300%
49kg/Sq.cm
iv) Stiffness in flexure minimum
24.6 Kg/Sq.cm
v)
Accelerated extraction
24.6 Kg/Sq.cm
vi) Tensile strength minimum
105 Kg/sq.cm
vii) 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
45 linear meter
45 to 90 linear meter
90 to 450 linear meter
450 to 900 linear meter
Over 900 linear meter
Number of test unit
1
2
4
8
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)
i)
ii)
iii)
iv)
v)
vi)
vii)
Tests shall be conducted in accordance with the following methods:
Tensile strength ASTM designation D 638
Elongation - ASTM Designation D 638
Durometer hardness - ASTM Designation D 2240 (Type a)
Accelerated contraction test.
Effect of alkali.
Clod bend test.
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.
a)
GENERAL:
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.
9.11.1
RAILINGS:
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 cleancut and shall be free from cracks, spalls or other defects.
9.11.4.
a)
9.11.5.
PRECAST RAILING:
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.
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.
General
1.1.1.
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.
PROCUREMENT
1.3.1
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 QUALITY
1.6.1.
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 81121989 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 relevant
I.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
No
Sectional weight in Kilogram per running meter
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.
a)
PROCUREMENT
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.
GENERAL
2.5.2.
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, nonover 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.
2.5.4.
2.5.6.
MATERIALS
STONE
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 (Part1) 1974., and shall be not less than what is detailed below :
Sl.No.
Type of Stone
Minimum crushing Strength
1.
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 Cum
300 mm
0.015 Cum
450 mm
0.030 Cum
600 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 - 2
Nominal sizes and Corresponding grading for single size and graded aggregates.
IS Sieve
Designation Percentage Passing by weight
For single Size
aggregated of nominal size
Graded
Percentage passing
by weight for
aggregated of nominal size
63mm
40mm
20mm
16mm
12.5mm
10mm
40mm
20mm
16mm
12.5mm
2
3
4
5
6
7
8
9
10
11
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
95-100
100
100
16mm
--
--
--
85-100
100
--
--
--
90-100
--
12.5mm
--
--
--
--
85-100
100
--
--
--
90-100
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
--
--
--
--
1
10mm
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 minimums
2.7.8.
Deleterious Substances
2.7.9.
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 mortars
I.S. Sieve designation
Percentage by weight passing by mass
4.75 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 15
2.7.11. 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 zoneIV 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.
STORAGE
All sand shall be stored on the site of work in such manner as to prevent intrusion
of foreign matter.
2.8.
SAND FOR FILTER MATERIAL
2.8.1.
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 FILTER
2.9.1.
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 .WATER
2.11.1.
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/litre
2.
Inorganic
3000mg/litre
3.
Sulphates (as SO4)
500 mg/litre
4.
Chlorides (as Cl)
2000 “for plain concrete work and 1000 mg lt for R.C.C.
works
works
Suspended matter
2000 mg/litre
5.
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)
ii)
iii)
iv)
v)
vi)
vii)
3.1.43.
Crane with grab buckets-capacity 0.5 to 2.0 Cum.
Submersible pumps.
Air compressors, air locks and other accessories where pneumatic sinking of
well is anticipated.
Chisels of appropriate sizes.
Aqua-header for cutting rocky strata.
Diving helmets and accessories.
Equipment for concrete production, transportation planning and compaction.
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.
formwork of inner face shall be removed after 72 hours.
(c)
The
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)
i)
Use of Pneumatic sinking.
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
specifically mentioned in the proceedings paragraph.
liquids from flowing into areas
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
(b) Misplacement from specified
Position in plan.
© Surface irregularities measured
with 3 m straight edge.
d) Variation of levels at the top
3.1.52.
:
1 + 50mm – 10 mm
:
15mm
:
:
5mm
+25mm
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.
3.1.53.
(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.
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
1.
2.
3.
4.
5.
Amount of Tilt and /or Shift
Percent deduction on the rate(s)
Or sinking of well.
Tilt exceeding the specified permissible
Value but equal to or within 1 m 60.
5 per cent.
Tilt exceeding 1 in 60 but equal to or within
1 in 50
10 per cent
Tilt exceeding 1 in 50
20 per cent.
Sift exceeding the specified permissible
Value but equal to or within 200mm.
2 per cent.
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 castcasting
(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.
3.
4.
5.
6.
7.
8.
- - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - SinkRL 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.
2.
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 of
Rectification.
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.