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Tender Value
₹2.1 Cr
EMD Value
₹2.1 L
Closing Date
8 Jun 2026, 6:00 pm3d left
Assistant Manager (North West Zone)
Regarding the work of carrying out related repairs in lakes in Bopal Ghuma area and other lakes located in the Thaltej ward of the North West Zone.
310077
tender notice no.1/26-27/t no-106
Open
Civil Works
Ahmedabad
5 documents required · 5 mandatory
₹3,600
Municipal commissioner, Ahmedabad
₹2.1 L
30 May 2026
30 May 2026
30 May 2026
8 Jun 2026
30 May 2026
Name of Work : Regarding the work of carrying out related repairs in lakes in Bopal Ghuma area
and other lakes located in the Thaltej ward of the North West Zone.
Department name Engineering Department
Circle/Division North west Zone
IFB No/Tender Notice No. 01/2026-27
Name of Work Regarding the work of carrying out related repairs in
lakes in Bopal Ghuma area and other lakes located in
the Thaltej ward of the North West Zone.
Estimate contract value(INR) Rs.2,10,00,000.00
Period of Completion 11 Months (Ex.Monsoon)
Bidding Type Open/Limited
Tender Currency Type --------------
Tender Currency Settings --------------
Joint venture Applicable/Not Applicable
Rebate Applicable/Not Applicable
Amount Details:
Bid Document Fee: Rs.3600.00
Bid Document Fee Payable to: Municipal Commissioner, Ahmedabad
Bid Security/ EMD (INR) Rs.2,10,000.00
Bid Security/ EMD In Favor of Municipal Commissioner, Ahmedabad
Bid Document Downloading Start Dates Automatic System Generated
Bid Document Downloading Start Dates Automatic System Generated
Pre Bid Meeting ___/___/____ ;___;____ Hrs
Last Date & Time for Receipt of Bids
Bid Validity Period 180 Days
Remaks Submission of EMD.Tender fee and Other Documents
during office hours : On date 09.06.2026 & 17:00 Hrs. in
the Office of Assistant Manager (North West Zone Office,
Rajmata vijyaraje Sindhiya bhavan,Nr.Atithi dining
hall,Judjes bunglow road, Bodakdev
Bid Opening Date
Officer Inviting Bids: Assistant Manager (North West Zone)
Bid Opening Authority: Assistant Manager (North West Zone)
Address: Rajmata vijyaraje Sindhiya bhavan, Nr. Atithi dining
hall, Judjes bungalow road, Bodakdev
Contact details: 079-32981396
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AMC Finance dept. circular No – 03, Dt.28/04/2023
(A) Guarantees issued by following banks will be accepted as SD/EMD on permanent basis.
(1) All Nationalized Banks
(B) Guarantees issued by following banks will be accepted as SD/EMD for the period up to March –
2024. The validity cut-off date in the GR is with respect to the date of issue of Bank Guarantee
irrespective of the date of termination of Bank Guarantee. Guarantees issued or Authorized by
Ahmedabad Branch Only.
(1) Commercial Banks:
1 A U Small Finance Bank 12 Standard Chartered Bank
2 Axis Bank 13 Tamilnadu Mercantile Bank
3 City Union Bank 14 Bandhan Bank
4 DBS Bank India Limited 15 BNP Paribas
5 DCB Bank 16 CSB Bank
6 Equitas Small Finance Bank 17 HSBC Bank
7 Federal Bank 18 Karnataka Bank
8 HDFC Bank 19 Karur vysya Bank
9 ICICI Bank 20 South Indian Bank
10 IndusInd Bank 21 Utkarsh Small Finance Bank
11 Kotak Mahindra Bank
(2) Co-Operative & Rural Banks of Gujarat
1. The Ahmedabad Mercantile Co-operative Bank Limited
2. Kalupur Commerical Co-operative Bank Limited
3. Nutan nagrik Sahakari Bank Limited
4. Rajkot Nagarik Sahakari Bank Limited
5. Saraswat Co-operative Bank
6. Saurashtra Gramin Bank
7. The Gujarat State Co-Operative Bank
8. The Mehsana Urban Co-operative Bank Limited
9. The Surat District Co-operative Bank
10. The Surat Peoples Co-operative Bank
11. SVC Co-operative Bank LTD.
Seal and Signature of the Bidder Addl City Engineer
(NORTH WEST ZONE)
Special Note: The issuing branch of all bank guarantees shall of Ahmedabad City Only. Joint
venture and subcontracting shall not be allowed under this tender.
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AHMEDABAD MUNICIPAL CORPORATION
"North West Zone, Zonal Office", Nr. Atithi Hotel, Bodakdev Ahmedabad.
Municipal Commissioner invites Percentage Rate sealed tenders from interested contractors .
1 Name of work Regarding the work of carrying out related repairs in lakes in Bopal
Ghuma area and other lakes located in the Thaltej ward of the North
2 Time Limit 11 month (Ex.Monsoon)
3 Eligibility Criteria Register “B” Class in PWD in Govt. R&B/CPWD/AMC or equivalent
registration with any other state Govt. or institutions.
4 Estimated Cost put to tender Rs.2,10,00,000.00
5 Earnest Money Deposit Rs.2,10,000.00 Demand Draft, Pay order, or Cheque ,Bank Guarantee (As
per AMC Finance dept. circular No – 03, Dt.28/04/2023) in favour of
Municipal Commissioner, Ahmedabad) To be submitted as prescribed in
7.0 below. Demand Draft or Bank Guarantee shall be from Nationalized
Bank and valid for 120 days.
6 (A) Security Deposit: 5% of Tender Amount but Depends Upon AMC Circular Only.
(B) Retention 1. @ 2% of the value of work done will be deducted from each RA bill.
It will be released along with release of payment of Final Bill.
7 Tender fees Rs.3600.00 Demand Draft / Pay order in favour of Municipal
(Non refundable) Commissioner, Ahmedabad)
8 Submission of EMD and In separate sealed cover each for EMD and Tender Fees along with
Tender Fees Tender as described in the invitation of tender and submitted to
Assistant Manager (North West zone), Ahmedabad Municipal
Corporation, North West Zone, Zonal Office", Nr.Atithi Hotel, Bodakdev
9 Tenders issue date Tenders from the website http://amc.nprocure.com and
http://nprocure.com. shall be down loaded from
10 Last date of receiving Dt.08/06/2026 up to 18:00 Hrs The tenders received after this date
Tenders. and time will not be entertained under any circumstances.
11 Date of Opening Dt.10/06/2026 at 12:00 Hrs to Assistant Manager "North West Zone
Office", Rajmata vijyaraje sindhya bhavan, Near Atithi hotel, Bodakev,
12 Mode of sending the Tender Document shall be submitted in sealed envelope systems By RPAD/
Documents Speed post/ Hand Delivery/ Courier in sealed covers as described in
submission of the tender.
13 Terms, Condition, & All general condition of contract of Form B1 condition of contract shall
Specification be applicable.
14 liquidated damages- 10% of the Amount For Balance work After Date of Completion or
Compensation For Delay extended time Limit.
15 Goods & Service Tax (GST) Goods & Service Tax (GST) shall be applicable & bidder should submit
all necessary supporting documents as and when asked by AMC.
16 Defect liability period 12 months after completion of the work
Conditional tenders will not be accepted. Municipal Commissioner reserves the rights to reject any or all
the tenders without assigning any reasons thereof.
Conditional tenders will not be accepted. Municipal Commissioner reserves the rights to reject any or all the
tenders without assigning any reasons thereof.
Seal and Signature of the Bidder Addl. City Engineer
(North West Zone)
AHMEDABAD MUNICIPAL CORPORATION
Invitation for Bid (IFB)
1. The AHMEDABAD MUNICIPAL CORPORATION, (Hereinafter called “the Employer”) invites
sealed Tender document from reputed and qualified bidders for the construction of Works
detailed in the Table below:-
Sr. Name of Works Approximate Bid Security Completion
No. value of works (Rs.) Period
1 Regarding the work of carrying out related Rs.2,10,00,000.00 Rs.2,10,000.00 11 months
repairs in lakes in Bopal Ghuma area and other (Ex.Monsoon)
lakes located in the Thaltej ward of the North
2. Tender (a complete set of bidding document) fee shall be Rs.3600/- in the form of Demand
Draft / Pay Order from any Nationalized Bank in favor of MUNICIPAL COMMISSIONER,
Ahmedabad, payable at Ahmedabad, which shall be non refundable. The fees shall be paid
at the time of submitting the tender.
3. Interested bidders shall download the tender documents from website
http://amc.nprocure.com and http://nprocure.com. up to Dt.08/06/2026 at 18:00 hrs tender
fee as mentioned in clause 2 above shall be paid by the bidder at the time of bid submission.
4. All bids must be accompanied by Bid Security of the amount specified for the Works in the
above Table payable at Ahmedabad and drawn in favor of AHMEDABAD MUNICIPAL
CORPORATION, Ahmedabad. Bid Security will have to be in any one of the forms as specified
in Clause of ITB (Instructions to Bidders).
5. All Bids must be delivered to Assistant Manager "North West Zone, Zonal Office", Nr.Atithi
Hotel, Bodakdev Ahmedabad. Not later than 17:00 hrs on Dt.09/06/2026.
Seal and Signature of the Bidder Addl. City Engineer
(North West Zone)
AHMEDABAD MUNICIPAL CORPORATION
ENGINEERING DEPARTMENT
GENERAL CONDITION
1. Contractor shall produce the relevant registration certificate of AMC / State Govt /Central
2. Contractor shall register the work to labour commissioner as per labour act.
3. Contractor shall not sub-let the work without permission of the authority
4. Contractor should have sufficient skilled and unskilled laborers so that he shall start work at
different sites simultaneously. Contractor's having labour force available during festivals shall
only apply. Contractor cannot stop the work due to non availability of labour force.
In case progress is delayed, contractor shall be penalized 0.10% of Tender amount per day for
work done after time limit, maximum up to 10% for remaining value of work.
6. Advance payment / machinery advance will not be paid.
7. Payment of running bill will be made as per recent A.M.C. policy in force.
8. No extra payment will be made due to increase of central / state Govt. Taxes.
9. If the work is not completed within time limit the penalty will be recovered from immediate
bills of Contractors.
10. If the material i.e. MH cover C.C block etc. supplied from Municipal Corporation store then
contractor shall not claim for any extra rate for non execution of such item, partly/fully.
11. In the specifications, "as directed"/"Approved" shall be taken to mean, "as
directed"/approved" by the Engineer-in-charge.
12. Wherever a reference to any Indian Standard appears in the specifications, it shall be taken to
mean as a reference to the latest edition of the same in force on the date of agreement.
13. In "Mode of Measurement" in the specifications wherever a dispute arises in the absence of
specific mention of a particular point or aspect, the provisions on these particular points, or
aspects in the relevant Indian Standards shall be referred to.
14. All measurements and computations, unless otherwise specified, shall be carried out nearest to
the following limits:
(i) Length, width and depth (height)------- 0.01 Meter. (RMT)
(ii) Areas -----0.01 Sq. Mt. (SMT)
(iii) Cubic Contents ------0.01 Cu.Mt. (CMT)
17. The distance, which constitutes lead, shall be determined along the shortest practical route
and not necessarily the route actually taken. The decision of the Engineer-in-charge in this
regard shall be taken as final.
16. Where no lead is specified, it shall mean "all leads"
17. Lift shall be measured from plinth level.
18. Definite particulars covered in the items of work, through not mentioned or elucidated in it,
shall be deemed to be included there in.
19. Reference to specifications of materials as made in the detailed specification of the items of
work is in the form of a designation containing the number of the specification of the material
and prefix 'M' e.g. 'M-5'.
20. Approval to the samples of various materials given by the Engineer-in-charge shall not absolve
the contractor from the responsibility of replacing defective material brought on site or
materials used in the work found defective at a later date.
21. The contract rate of the item of work shall be for the work completed in all respects.
22. No collection of materials shall be made before it is got approved from the Engineer-in-charge.
23. Collection of approved materials shall be done at site of work in a systematic manner.
Materials shall be stone at site of work in a systematic manner. Materials shall be stored in
such a manner as to prevent damage, deterioration or intrusion of foreign matter and to-
ensure the preservation of their quality and fitness for the work.
24. Materials, if and when rejected by the Engineer-in-charge, shall be immediately removed from
the site of work within 24 hours.
25. No materials shall be stored prior to, during and after execution shall be kept in sufficient
numbers and in good working condition on the site of the work.
26. All works shall be carried out in workmanlike manners per the best techniques for the
particular item.
27. All tools, templates, machinery and equipment for correct execution of the work as well as for
checking lines, levels, alignment of the works during execution shall be kept in sufficient
numbers and in good working condition on the site of the work.
28. The mode, procedure and manner of execution shall be such that it does not cause damage or
over loading of the various components of the structure during execution or after completion
of the structure.
29. All necessary safety measures and precaution (including those laid down in the various relevant
Indian Standards) shall be taken to ensure the safety of men, materials and machinery on the
works as also of the work itself.
30. The testing charges of all materials shall be borne by the Contractor unless recovery at one
percent towards testing charges is separately made.
31. The tenderer is required to check the web site for Addendum if any, before 48 hours of tender
submission date and time. The tenderer who quotes the tender without attaching the
addendum will be rejected.
32. As per City Engineer’s circular no.-6/2011-12 Dt.24.6.2011 all terms & conditions will be
33. Contractor has to follow Planning Department Circular No 10 Dt. 07/09/2018 strictly.
34. As per AMC’s Finance department Crcular No.38, Dt.21/11/2022 and approval of competent
authority, rate of all the items are taken without GST and prevailing GST will be payable.
35. All the relevant prevailing AMC circulars/ its time to time revisions are applicable for this work
and all the bidders are bound to follow the same, so the bidder must check before applying for
INSTRUCTION TO TENDERERS
TENDER VALIDITY PERIOD:
The tender shall be kept valid for acceptance for a period of One Hundred Twenty Calendar
days (180) from opening of price bids.
SECURITY DEPOSIT
Within 10 days of receipt of Acceptance from the Corporation, the successful tender shall
furnish to the Corporation Security Deposit of 5% (Five percent) of the contract price Cheque or Bank
Guarantee, pay order, or demand draft of Nationalized Banks and Schedule Banks only.
CONTRACTOR'S SIGNATURE ADDL.CITY ENGINEER
& STAMP (North West Zone)
AHMEDABAD MUNICIPAL CORPORATION
Section I – INSTRUCTIONS TO BIDDERS (ITB)
1. Scope of Bid
1.1 The Ahmedabad Municipal Corporation hereinafter called "the Employer" invites Tender document
for the construction of works (as defined in these documents, hereinafter referred to as "the Works")
Detailed in the table given in the ITB.
1.2 The Works consist of:
a) “TENDER DOCUMENT FOR : Construction/Making of Walk Way and other necessary work in Different
Lake In Thaltej Ward North West Zone..
1.3 The works under this Contract shall be carried out in accordance with the bidding documents
constituting the contract and shall consist of various salient items as generally described below:
1.3.1 Road Works
A) Site clearance, removal of tree stumps and dismantling of obstructions etc.before commencement of
B) True and proper setting out and layout of the Works, setting of bench marks, provisions of all
necessary labor with instruments and appliances;
C) Widening and strengthening/reconstruction of the existing carriageway including raising;
D) Any other item of work as may be required to be carried out for completing the road works in all
respects in accordance with the provisions of the Contract.
2. Eligible Bidders
2.1 This invitation for bids is open to bidders who has necessary bid capacity and who meet the
following requirements:
A bidder shall not be under a declaration of ineligibility for corrupt or fraudulent practice.
The bidders shall have a registration with State PWD, and/or CPWD or AMC or equivalent. If
contractor is not registered with AMC in the relevant class, on award of contract he shall be required to
register himself with AMC within 3 month's time Bidders shall provide such evidence of their continued
eligibility satisfactory to the Employer, as the Employer shall reasonably request.
3. Eligible Material, Equipment and Services
3.1 At the Employer's request, the bidder having offered the lowest evaluated financial bid may be
required to provide evidence of the origin of materials, equipment, and services to the satisfaction of
4. Qualification of the Bidder
Experience of bidder
Experience of having successfully completed similar works during last 7 years ending last day of
month previous to the one inwhich applications are invited should be either of the following..
i. Three similar completed works costing not less than the amount equal to 40% of the
estimate put to tender 40% of the estimate put to tender.
ii. Two similar completed works costing not less than the amount equal to 50% of the estimate
put to tender 50% of the estimate put to tender.
iii. One similar completed works costing not less than the amount equal to 80% of the estimate
put to tender 80% of the estimate put to tender.
(Definition of similar works shall be as mentioned in Appendix-XI)
(Escalation factor as mentioned below shall be used to bring the value of such completed works to
the level of previous financial year)
Year Financial Year Enhancement Factor
Base (year of inviting tender) 2024-2025
Sub contractors experience and resources shall not be taken into account in determining the
bidder’s compliance with the qualifying criteria.
General information
All individual firms must complete the information in this form. Nationality information shall be
provided for all owner(s) or applicant(s) that are partnership or individually owned firms.
1 Name of firm:
2 Head office address:
3 Local office address (if any):
4 Telephone / Mobile no:
5 E-mail addresses:
6 Place of incorporation/registration:
7 Year of incorporation/registration:
additional information regarding litigation, debarment, arbitration, etc.
4.2 Disqualification
Even though the Bidders may meet the above criteria, they are subject to be disqualified for any
of the following reasons:
a) Misleading or false representation in the forms, statements and attachments submitted and
included in document.
b) Record of poor performance such as abandoning the work, rescinding of contract for which
the reasons are attributable to the non-performance of the contractor, consistent history of
litigation awarded against the applicant or financial failure due to bankruptcy.
c) Has been identified by the AMC as poor performer in implementation of ongoing AMC works
e.g. Works completed after notices issued by AMC or poor quality of work or completed after
time limit or not responsive to Engg.incharge instruction.
d) In case of one contractor remains lowest in most of the such North west Zone grouting
work tenders, then in such case, AMC can award such tender to other contractors.
5 Debarment/Black listing
Notwithstanding the above, the Employer may debar or blacklist any of the bidder(s) for their
misleading or false representations in the forms statements etc. for the period to be decided by
6. Cost of Bidding
6.1 The bidder shall bear all costs associated with the preparation and submission of his bid and
he Employer will in no case be responsible or liable for those costs.
7.1 The bidder is advised to visit and examine the Site of Works and its surroundings and obtain
for itself on its own responsibility all information that may be necessary for preparing the bid
and entering into a contract for construction of the Works. The costs of visiting the Site shall be
at the bidder's own expense.
7.2 The bidder and any of its personnel or agents will be granted permission by the Employer to
enter its premises and lands for the purpose of such inspection, but only upon the express
condition that the bidder, its personnel and agents, will release and indemnify the Employer
and its personnel and agents from and against all liability in respect thereof and will be
responsible for death or personal injury, loss of or damage to property and any other loss,
damage, costs and expenses incurred as a result of the inspection.
B. Preparation of Bids
8. Language of Bid
8.1 The bid, and all correspondence and documents related to the bid exchanged between the
bidder and the Employer shall be written in the English language. Supporting documents and
printed literature furnished by the bidder may be in another language provided they are
accompanied by an accurate translation of the relevant passages in the English language, in
which case, for purposes of interpretation of the bid, the English translation shall prevail.
9 Documents comprising the Bid
The bids shall be submitted in hard copy and two copies, one marked as “original” and other
marked as “Duplicate”, both of which comprise the following documents:-
Tender Document:
i) Bid Security for an amount as specified in the Invitation for Bids (IFB).
ii) Power of Attorney
iii) Information as specified.
iv) Any other material / information required to be submitted in accordance with these
Instructions to Bidders (ITB).
The Tender Document shall be hard bound. Bid security shall be furnished in “Original” set of
In case of any ambiguity the “Original” set of document shall prevail.
The bidder shall prepare and submit two copies of the bid in original and duplicate.
10.1 Unless stated otherwise in the bidding documents, the Contract shall be for the whole Works as
described in bidding documents, based on the percentage rate amount in the Bill of Quantities
submitted by the bidder.
10.2 The bidder shall fill in percentage rate above or below and total amount (both in figures and
10.2 The bidder shall fill in percentage rate above or below and total amount (both in figures and
words) for overall items of the Works provided in the Bill of Quantities along with total bid price
derived after application of percentage above or below (both in figures and words). Items (for
which rate has been provided) against which no quantity is entered will be paid for by the
Employer on actual measurement onsite when executed.
Any corrections should be initialed.
All pages of the Bill of Quantities shall be initialed and stamped.
11. Bid Validity
11.1 Bids shall remain valid for a period of 120 days (one hundred twenty days) after the deadline
date for bid submission specified in Clause. The Employer as non-responsive shall reject a bid
valid for a shorter period.
11.2 In exceptional circumstances, prior to expiry of the original bid validity period, the Employer
may request the bidders to extend the period of validity for a specified additional period. The
request and the responses there to shall be made in writing or by fax. A bidder may refuse the
request without forfeiting his bid security. A bidder agreeing to the request will not be required
or permitted to modify his bid but will be required to extend the validity of his Bid Security for
the period of the extension, and in compliance with Clause 14 in all respects.
12. Bid Security
12.1 The bidder shall furnish as part of its Bid, a Bid Security in the amount in the Invitation for Bid
(IFB) for particular work(s). The Bid Security shall be drawn in favor of MUNICIPAL
COMMISSIONER, Ahmedabad, and may be in one of the following forms:
a) Deposit-at-call Receipt from any Nationalized / Scheduled Bank approved by the Reserve
Bank of India (RBI).
b) Bank Guarantee from any Nationalized or RBI approved foreign bank having net worth of
more than Rs.500 crore of Indian operation and acceptable to Employer.
The format of Bank Guarantee shall be in accordance with the AMC requirement.
12.2 The Bid Security of the unsuccessful bidders, except for L1, L2 and L3 bidders will be returned as
promptly as possible.
12.3 The Bid Security of the successful bidder, along with second and third lowest tenders,
will be returned when the bidder has furnished the required performance security and signed
12.4 The Bid Security may be forfeited
a) If the bidder withdraws his bid during the period of bid validity;
b) If the bidder does not accept the correction of his bid price.
c) In the case of a successful bidder, if the bidder fails within the specified time limit to
i) Furnish the required Performance Security ii) sign the Agreement.
13. Format and Signing of Bid
13.1 The bidder shall prepare two copies of the documents comprising the bid as described in
Instructions to Bidders.
13.2 The bid shall be typed or written in indelible ink and shall be signed by a person or
persons duly authorized to sign on behalf of the bidder.
13.3 The bid shall contain no alterations, omissions or additions, except those to comply with
instructions issued by the Employer, or as necessary to correct errors made by the bidder, in
which case the person or persons signing the bid shall initial all such corrections.
C. Submission of Bids
14.1 The inner and outer envelopes shall
a) Be addressed to the Employer at the following address:
Assistant Manager(New West zone) , "New West Zone Office", Old Memnagar Nagar Palika
Building, Near Manav Mandir, Memnagar, Ahmedabad - 380
b) Bear the following identification:
(c) Indicate the name and address of the bidder.
TENDER FOR Construction/Making of Walk Way and other necessary work in Different Lake In Thaltej
Ward North West Zone..
14.2 If the envelope is not sealed and marked as above, the Employer will assume no responsibility
for the misplacement or premature opening of the bid.
15. Deadline for Submission of Bids
15.1 Bids must be received by the Employer at the address specified above not later than the time
and date specified.
15.2 The Employer may, at his discretion, extend the deadline for submission of bids by issuing an
amendment, in which case all rights and obligations of the Employer and the bidders previously
subject to the original deadline will thereafter be subject to the deadline as extended.
Any bid received by the Employer after the deadline for submission of bids shall not be opened.
17. Modification and Withdrawal of Bids
17.1 The bidder may modify or withdraw his bid after bid submission, provided that written notice of
the modification to the Employer prior to the deadline for submission of bids receives
withdrawal. Any MODIFICATIONS in respect of tender document shall be submitted in separate
sealed envelope duly marked so.
17.2 The bidder's modification or withdrawal notice shall be prepared, sealed, marked and delivered
with the outer and inner envelopes additionally marked "MODIFICATIONS" or "WITHDRAWAL"
as appropriate.
17.3 No bid shall be allowed to modify by the bidder after the deadline for submission of bids.
17.4 Withdrawal of a bid during the interval between the deadline for submission of bids and the
expiration of the period of bid validity may result in the forfeiture of the Bid deposit.
D. Bid Opening and Evaluation
18 Opening of Tender (Bid)
18.1 The Employer will open the outer envelope of all the bids received for the package (except those
received late) containing the sealed Tender volume and announce the names of (i) bidders, (ii)
bidders who have submitted modification of Tender bids, and (iii) bidders who have given notice
for withdrawal of their bids in the presence of bidders or their representatives who choose to
attend on the date and time mentioned in the ITB. In the event of specified date of bid opening
being declared as a holiday for the Employer, the Tender will be opened at the appointed time
and location on the next working day.
18.2 Bids for which acceptable notice of withdrawal has been submitted pursuant to Clause
mentioned previously shall not be opened.
18.3 Bidders detail and Tender fee, E.M.D. shall be opened first. The Employer at the opening will
announce bidder’s names, ‘Modification of Tender’, the presence/or absence of Bid Security,
the amount and validity of Bid Security furnished with each bid, is valid registration and such
other details, as the Employer may consider appropriate.
18.4 The bidders or their representatives who are present shall sign attendance sheet evidencing
their attendance.
18.5 The Employer shall prepare besides the record of bid opening, minutes of the Bid opening,
including the information disclosed to those present in accordance with Clause mentioned
19. Examination of Tender and Determination of Responsiveness of Tender
19.1 If the Bid Security furnished does not conform to the amount and validity period as specified in
the Invitation for Bid and has not been furnished in the form, the bid shall be rejected by the
Employer as non-responsive.
19.2 Subject to confirmation of the Bid Security by the issuing bank, the Tender volume
accompanied with valid Bid Security will be taken up for further evaluation. In case, the Bank
does not confirm the Bid Security, the bid shall be rejected as non-responsive and no further
evaluation carried out.
19.3 The tender volume will further be examined to determine whether the bid has been properly
signed, meets the eligibility and qualification criteria, has the required available bid capacity, is
accompanied by the requisite certificates, undertaking and other relevant information specified
in the bid documents and is substantially responsive to the requirement of the bidding
documents and provides any clarification for ascertaining the correctness of the
information/details that the Employer may require.
19.4 If the Tender volume is not substantially responsive, it will be rejected by the Employer and will
not subsequently be made responsive by correction or modification or withdrawal of the non-
conforming deviation or reservation.
20. Opening of Tender
20.1 The Employer will open the Tender volume of those bidders whose document has been
determined to be substantially responsive in accordance and who have the required available
bid capacity, in presence of the bidders or their representatives who choose to attend on the
date intimated to such bidders. In the event of specified date of Tender volume opening being
declared a holiday for Employer, the ‘Tender volume’ shall be opened at the appointed time
and location on the next working day.
20.2 The names of the bidders whose Tender volume is found to be substantially responsive, the bid
prices, the total amount of each bid, any discount, ‘modifications of B.O.Q and such other
prices, the total amount of each bid, any discount, ‘modifications of B.O.Q and such other
details, as the Employer may consider appropriate will be announced by the Employer at the
opening of the Tender volume. Any bid price, which is not read out and recorded at the bid
opening, will not be taken into account in Bid Evaluation.
20.3 The bidders or their representatives who are present shall sign attendance sheet evidencing
their attendance.
20.4 The Employer shall prepare besides the record of bid opening, minutes of the Tender volume
opening including the information disclosed.
21. Examination of Bids and Determination of Responsiveness of Bid
21.1 The Employer will determine responsiveness of each Tender volume with respect to filled
percentage above or below of total amount of Priced Bill of Quantities, Technical Specifications,
percentage above or below of total amount of Priced Bill of Quantities, Technical Specifications,
Drawings and other relevant requirement of bidding documents.
21.2 A substantially responsive Tender volume is one which conforms to all the terms, conditions and
specifications of the bidding documents, without material deviation or reservation. A material
deviation or reservation is one (i) which affects in any substantial way the scope, quality or
performance of the Works; (ii) which limits in any substantial way, inconsistent with the bidding
documents, the Employer's rights or the bidder's obligations under the Contract; or (iii) whose
rectification would affect unfairly the competitive position of other bidders presenting
substantially responsive Tender volume.
21.3 If the Tender volume is not substantially responsive, it will be rejected by the Employer and may
not subsequently be made responsive by correction or withdrawal of the non-conforming
deviation or reservation.
22. Correction of Errors
22.1 Tender volume determined to be substantially responsive will be checked by the Employer for
any arithmetic errors. Arithmetic errors will be rectified on the following basis:-
i) Where there is a discrepancy between the figures and words, for % and amount, the figure in
words will govern and
ii) Where there is discrepancy in total amount arrived by addition of percentage (above or
ii) Where there is discrepancy in total amount arrived by addition of percentage (above or
below), the amount arrived by addition percentage (above or below) as written in word shall
22.2 The amount stated in the Form of Bid will be adjusted by the Employer in accordance with the
above procedure for the correction of errors and shall be considered as binding upon the
bidder. If the bidder does not accept the corrected amount of bid, his bid will be rejected, and
his Bid Security may be forfeited.
23. Evaluation and Comparison of Tender volume
23.1 The Employer will evaluate and compare only those Tender volumes which are determined to
be substantially responsive in accordance with Clause 23 and qualified for award of Contract.
23.2 In evaluating the Tender volume, the Employer will determine for each Tender volume the
valuated Bid Price by adjusting the Bid Price as follows:-
a) Making any correction for errors;
b) Making appropriate adjustments to reflect any price modifications offered.
23.3 If the Bid of the successful Bidder is seriously unbalanced or extremely higher / lower in relation
to the Employer’s estimate of the cost of the items of the Works to be performed under the
Contract, the Employer may require the bidder to produce detailed price rate analysis for any or
all items of the Bill of Quantities, to demonstrate the internal consistency of those prices with
the construction methods and schedule proposed. In case, AMC finds rates extremely below
estimated SOR rate or Market Rate than Tender shall be rejected and second lowest tenderer
may be awarded the work.
23.4 A bid, which is unrealistically lower then estimate and which the bidder, could not substantiate
satisfactorily, may be rejected as non-responsive.
24 Clarification of Bids
24.1 To assist in the examination, evaluation and comparison of bids, the Employer may, at his
discretion, ask any bidder for authentication the correctness of the information/details
furnished by him in his bid. Such request by the AMC and the response by bidder shall be in
writing or by cable/fax, but no change in the price or substance of the bid shall be sought,
offered or permitted except as required to confirm the correction of arithmetical errors
discovered by the Employer in the evaluation of the bids.
24.2 No bidders shall contact the AMC staff on any matter relating to his bid from the time of bid
opening to the time contract is awarded.
24.3 Any effort by the bidder to influence the the AMC staff in the bid evaluation, bid comparison or
contract award decisions may result in the rejection of his bid.
25.1 Information relating to the examination, clarification, evaluation and comparison of bids and
recommendations for the award of a contract shall not be disclosed to bidders or any other
persons not officially concerned with such process until the award to the successful bidder has
been announced. Any effort by a bidder to influence the Employer's processing of bids or award
decisions may result in the rejection of his bid.
F. Award of Contract
26.1 The Employer will award the Contract to the bidder whose bid has been determined to be
substantially responsive to the bidding documents and who has offered the lowest Evaluated
Bid Price provided that such bidder has been determined to be (i) eligible in accordance with
the provisions of previous Clauses and (ii) qualified in accordance with the provisions of
previous Clauses.
27. Employer's Right to accept any Bid and Reject any or all Bids
27.1 The Employer reserves the right to accept or reject any bid and to annul the bidding process
and reject all bids, at any time prior to award of Contract, without thereby incurring any liability
to the affected bidder or bidders or any obligation to inform the affected bidder or bidders of
the grounds for the Employer's action.
28. Notification of Award
28.1 Prior to expiration of the period of bid validity prescribed by the Employer, the Employer will
notify the successful bidder by cable/fax and confirmed by registered letter that his bid has
been accepted. This letter (hereinafter and in the Conditions of Contract called "the Letter of
Acceptance") shall name the sum which the AMC will pay the Contractor in consideration of the
execution, completion and maintenance of the Works by the Contractor as prescribed by the
Contract (hereinafter and in the Conditions of Contract termed "the Contract Price").
28.2 The notification of award will constitute the formation of the Contract.
29. Signing of Agreement
29.1 At the same time that the Employer notifies the successful bidder that his bid has been
accepted, the Employer will direct him to submit the Performance Security and attend the
Employer's office on a date determined by the Employer for signing the Form of Agreement.
30. Performance Security
30.1 Within 10 (Ten) days of the date of receipt of the Letter of Acceptance, the successful bidder
shall deliver to the Employer, a Initial Performance Security in the form of a Bank Guarantee for
an amount equivalent to 5% (five percent) of the Contract Price plus additional security for
unbalanced bids in accordance with relevant Conditions of Contract.
30.2 The Performance Security to be provided by the successful bidder in the form of a bank
guarantee as per format shall be issued from any Nationalized / Scheduled bank.
31. Corrupt or Fraudulent Practices
31.1 The Employer will reject a proposal for award if he determines that the Bidder recommended
for award has engaged in corrupt or fraudulent practices in competing for the contract in
question. The Employer will declare the firm ineligible, either indefinitely or for a stated period
of time, to be awarded a contract by AHMEDABAD MUNICIPAL CORPORATION if it at any time
determines that the firm has engaged in corrupt or fraudulent practices in competing for the
contract, or during execution.
i) “corrupt practice” means behavior on the part of officials in the public or private sectors by
which they improperly and unlawfully enrich themselves and/or those close to them, or induce
others to do so, by misusing the position in which they are placed, and it includes the offering,
giving, receiving, or soliciting of anything of value to influence the action of any such official in
the procurement process or in contract execution; and
ii) “fraudulent practice” means a misrepresentation of facts in order to influence a procurement
process or the execution of a contract to the detriment of the Borrower, and includes collusive
practice among bidders (prior to or after bid submission) designed to establish bid prices at
artificial non-competitive levels and to deprive the Borrower of the benefits of free and open
Seal and Signature of the Bidder Addl. City Engineer
(North West Zone)
AHMEDABAD MUNICIPAL CORPORATION
Section II - CONDITIONS OF PARTICULAR APPLICATION
1. The selection process will lay high emphasis on the ability and competency of contractors to do
high quality work within the given time schedule.
2. The onus of providing, all necessary company / project related information, in appropriate
manner and medium, so as to demonstrate the competency of the bidder and to allow proper
evaluation, will rest entirely on the Bidder.
3. All information has to be typed or hand written legibly. All pages of the Bid have to be Initialed
4. ALL INFORMATION HAS TO BE SUBMITTED IN THE PRESCRIBED FORMAT ONLY.
Projects for which incomplete information has been provided will not be considered for
evaluation. The Bidder may attach separate sheets if so required. However, the final bound
document submitted, has to be submitted in vertical A4 size (210 mm X 297 mm) except Vol. V.
5. The scope of work, project description mentioned in the document is indicative and is likely to
change during detail design. Project brief, along-with the schematic drawings and colored
photographs, is provided to assist the bidder in understanding the fundamental and specific
requirements of the project.
6. Conditional tenders will not be accepted.
7. AMC’s decision for selection or rejection of the offers shall be final and binding to all.
8. Bidder should provide information as mentioned in the prescribed forms.
Information other than that related to this work shall not be considered for evaluation.
9. If Ahmedabad Municipal Corporation is convinced that the Bidder has resorted to material
misrepresentation or provided fraudulent information / statement, the said Bidder will be liable
for disqualification / rejection at any stage.
10. Proof for fulfillment of eligibility criteria should be submitted along with Tender volume. If the
Tender volume is submitted without valid documents and without proof of eligibility criteria
will be rejected.
11. Those who do not meet with the eligibility criteria need not submit the Tender document.
12. Tenders, which do not fulfill all or any of condition or are submitted incomplete in any respect
or are conditional tenders, will be rejected.
13. Municipal Commissioner reserves the rights to reduce/ increase the scope of work and contract
without assigning any reason thereof.
14. DEFECTS: For completion of any work/ part thereof, contractor will be required to request in
writing, to get completion certificate from Additional City Engineer . Date of completion for
start of defect liability period will be considered as the date mentioned in the completion
The contractor shall be required to make good all the damages / defects identified and
conveyed to him, during the entire defect liability period. The method and time limit of
rectification will be decided by the Engineer in charge. If he fails to carry out rectification as
per the instructions, the same will be carried out at his cost and it shall be recovered from the
amount retained.
16. All the material and other test expenses shall be borne by the contractor. Contractor shall have
to provide vehicle and other communication facilities to visit plant and testing laboratory.
17. Contractor shall have to make his own arrangements for water and electricity for the purpose
of construction work at site at his own expense.
18. If the contractor fails to execute the said works within prescribed time limit, the said work will
be carried out at the risk and cost by other contractors with 20 % supervision charges as may be
decided by the Additional City Engineer.
19. Safety and Signage
Contactor has to arrange for the complete safety of the persons working for project, users of
the road i.e. public and vehicles also. All the arrangements of traffic drums, metal / fiber cones,
traffic blinkers, traffic signs as per design, safety tapes etc. to be arranged at site. Necessary
florescent marking on traffic signs to be provided so that it should be visible at night. During
night working hours safety in charge personnel shall be provided with florescent jackets.
The Contractor has to make all the necessary arrangements for making all the temporary
diversions for proper working at site including traffic signage, safety cones, traffic blinkers,
barricading tapes, red and green flags/lights etc for making easy smooth and safe conditions
for the traffic. The Contractor shall and must provide above at his own cost. If the Contractor
fails to comply this clause, Rs. 500/- per day shall be recovered from his bill.
20. Tax, Duties on Materials
All charge on account of Octroi, excise duties, terminal tax, sales tax. Service tax, VAT,
govt.duties etc. on material procurement or any other component for the works from any
source shall be borne by the contractors.
21. Submission of project schedule:
Contractor has to submit the following documents along with the qualification data of the
tender failing in which shall lead to rejection of the tender.
Contractor shall submit the detailed Project schedule showing break up for the various tasks to be
performed in order of their occurrence during the project in Microsoft Project/Prima Vera format.
22 For Flakiness and Elongation Index norms adopted by AMC shall be made applicable.
23. For non-bituminous, bituminous and concrete works, the black trap aggregates of required size shall
be procured from quarry situated in Sevaliya / Timba region or equivalent. Prior approval of source/
material by Additional City Engineer shall be required.
24. Contractor shall be responsible to obey all Labour Laws, Environmental and Safety Laws.(the existing laws
as well as framed from time to time). Any penalties laid due to violation of such laws shall be directly
deducted from the contractor's outstanding.
25. As per St. Committee's resolution 0.5% testing charges shall be deducted from each R.A.Bill
and the amount of actual Testing charges shall be adjusted in the final bill.
26. Special Clause: As per construction works welfare cess Act – 1996 non-refundable one
percent of tender amount shall be deducted against works welfare cess.
Seal and Signature of the Bidder Addl. City Engineer
(North West Zone)
AHMEDABAD MUNICIPAL CORPORATION
FORM OF BID AND APPENDIX TO BID
(The Appendix forms part of the Bid. Bidders are required to fill up all the blanks in the form of Bid)
NAME OF THE CONTRACT : Regarding the work of carrying out related repairs in lakes in
Bopal Ghuma area and other lakes located in the Thaltej ward of the North West Zone.
Addl.City Engineer (North West Zone)
"North West Zone, Zonal Office",
Nr. Atithi Hotel,
Ahmedabad. Gujarat
1. Having examined the Conditions of Contract, Specifications, Bill of Quantities, Drawings
and Addenda No._______ for the execution of the above named works, we, the
undersigned, offer to execute and complete such works and remedy any defects therein in
conformity with the Conditions of Contract, Specifications, Bill of Quantities, Drawings and
Addenda for the sum of Rs_______________ (Rupees______________________
My/our offer works out as under:
Amount put to tender _________ Amount put to tender Rs. _______________
Net Amount Net Amount
2. We acknowledge that the Appendix to Bid forms part of our Bid.
3. We undertake, if our Bid is accepted, to commence the Works on Site within the period
stated in the Appendix to Bid hereto after receipt of an order of the Engineer’s notice to
commence, and to complete and deliver the sections and the whole of the Works
comprised in the Contract within the period stated in the Appendix to Bid hereto.
4. If our Bid is accepted, we will furnish Performance Security (ies) in the form of Bank
Guarantee(s) to be jointly and severally bound on us in accordance with the Conditions of
5. We agree to abide by this Bid for the period of one hundred and twenty (120) days after
the date of bid opening, and it shall remain binding upon us and may be accepted at any
time before the expiry of that period.
6. Unless and until a formal Agreement is prepared and executed, this Bid, together with your
written acceptance thereof, shall constitute a binding contract between us.
7. We understand that you are not bound to accept the lowest or any Bid you may receive.
8. All the partners of our Joint Venture are legally and severally bound by this Bid1.
9. Municipal Commissioner, Ahmedabad has right to reject any or all bids without giving any
Dated this ____________ day of _______________
in the capacity of __________________ duly authorised2 to sign Bid for and on behalf
Address (in block capitals)
1. To be deleted if the bidder is not a Joint Venture.
Certified copy of Power of Attorney/Authorization for signature shall be furnished by the Bidder in
accordance with Clause 20 of Instruction to Bidders (Section I).
Seal and Signature of the Bidder Addl.City Engineer
(North West Zone)
AHMEDABAD MUNICIPAL CORPORATION
ENGINEERING DEPARTMENT
GENERAL SPECIFICATION
Time limit for the work shall be 11 month ( Ex.Monsoon) period after the order to start the works. Progress of work should
be in proportion to time limit.
The contractor shall be remain responsible for Workmen’s compensation if any accident. The contractor shall arrange for
barricading at night and arrangement of Pagi at night to direct the traffic. He shall be responsible for any damage to public.
If any incident happen, during the execution of work. In case of dispute for unseen or overlooked items the decision of the
Dy. City Engineer shall be final. The contractor shall have to give site clean of all rubbish during the work and at the time of
completion of work and hand over the site with final finishing of the work as directed. All the rejected materials shall be
removed from site within 24 hours by contractor at this risk and cost. Debris shall have to cart daily from site.
For mixing mortar either for masonry or for plaster or for any other purpose contractor shall have to prepare through of
bigger size and mix the mortar in the required proportion. In on case he shall be allowed to mix the mortar either on floor
or any finished surfaces. The contractor shall have to make his own arrangement for water required for the work.
If any extra item crops up during the progress of work the same shall be carried out by the contractor and he shall be paid
at the rate fixed by Add.C.E. as per the rate analysis based on latest SOR or if item is not available in SOR than based on
current market rates. In case of extra item decision of Add. City Engg. shall remain final regarding rate.
If in the interest of the Corporation it is necessary to change either any site or the design of the propose work the
contractor shall carry out the same at his quoted rates without charges any extra and the contractor will have to carry out
the works and he will be paid at the rate quoted by him. No claim for extra rate for subsequent changes in site and design is
The cubical contents of the cement bag shall be taken as 1-20 cft. Per bag and the contractors shall have to prepare the
measures boxes according to this measure.
Octroi exemption passes shall not be given for any materials required for the work. Contractor will be fully responsible for
compliance of the various provisions under contract Act. 1970 and the Rules framed the to under.
The tender for the work shall remain open for a period (120) days from the date of opening of the tenders for this work and
that the tenderer shall not be allowed to withdraw on modify the offer on his own during the period. If any tenderer
withdraw or makes any modifications or addition in the terms and conditions of his tender not acceptable to the Municipal
Corporation the Municipal Corporation shall without prejudice to any right or remedy be at liberty to forfeit in full the said
earnest money and black list the contractor.
If the work is not carried out within the specified time limit. from the date of order to start the work the penalty of Rs.- (As
per Form - B1) per day of delay shall be recovered from the immediate bills payable to the contractor. Contractor has to
make his own arrangement for procurement of steel and cement.
Contractors should note the following conditions carefully:-
1. Conditional tender shall not be accepted.
2. All tenders are to be submitted in duplicate without which the tenders are liable to be rejected.
3. In case of tender downloaded from website, tender fee & EMD should be submitted in form of demand draft or in cash.
4. Condition of Form - B1 Standard Specification of material & code of practice will be applicable. Form B1 can be is
available in website. Specification shall be as per ' R& B Dept. - Govt. of Gujarat booklets of Building Works & and Road
Works Specifications published by Gujarat Book Depot, Sector-21. Gandhinagar.
CONTRACTOR'S SIGNATURE ADDL.CITY ENGINEER
& STAMP (North West Zone)
AHMEDABAD MUNICLPAL CORPORATION
MAHANAGAR SEVA SADAN
NORTH WEST ZONE
Clause : 1 Contractor shall not employ any child having age 5 to 15 years as it is prohibited by Child Labour
Prohibition and Regulation Act 1986. Hon'ble Supreme Court has given certain guide lines and as per the
guide lines. If child labour is employed on the site work, the contractor shall have to deposit Rs.
(Rupees Tw enty thousand only) in the child labour welfare fund. If the employer refuses to deposit then
action will be taken for contempt of Supreme Court Judgement and also will be prosecuted by concerned
authority. Because of the breach of any provision of child labour prohibition and regulation Act 1986 by the
Contractor & Municipal Corporation becomes liable to pay any amount then the Municipal Corporation shall
recover the said amount from the contractor.
Clause : 2 The Standing Committee has decided to deduct 1/2% amount from each running bill as per its
Reso. No. 1783 Date 06--02-97, but the Municipal Corporation Board has recently decided that the actual
testing charge is taken and the remaining amount is refundable at the time of final bill (As per Muni. Board
Reso. No. 123 dated 25-02-97)
Clause : 3 Contractor has to follow prevailing Labour act and has to maintain labour register acordingly,and
has to follow other govt.rules.
Clause : 4 Quantity taken in tender are tentative and may differ as per execution of work. No claim shall be
entertain regarding QUANTITIES.
* MODIFICATION OF DOCUMENTS
Modification of specifications and correction/corrigendum in respect of the work if required will be made by
A.M.C. The same shall be placed on A.M.C website which may be downloaded by the tendrers enclosed
along with the tender duly signed. These shall form a part of tender. The tenderer shall not add or amend
the text of any of the documents except in so far as may be necessary to comply with any addendum.
* ADDENDAUM/CORRIGENDUM .
Addendum or corrigendum conveying any change or correction in respect of the work shall form the part of
the contract documents. The full consideration shall be given to such addendum or corrigendum or
correction before submission tender duly filled in by the contractor. Therefore, the contractor shall have to
watch such addendum or corrigendum or correction published by A.M.C through its website
www.egovamc.com. Tenderes shall verify the number of addendum issued and enclose the same with the
tender documents,failing which the tender shall be liable for rejection and no any complaint in respect to
this shall be entertained under any circumstances.
CONTRACTOR'S SIGNATURE ADDL.CITY ENGINEER
& STAMP (North West Zone)
VOLUME – I : TECHNICAL BID
PART - II : TECHNICAL SPECIFICATIONS
SECTION – ‘D’ : CIVIL WORKS
SR. SUB- ITEMS PAGE NO.
(a) DETAILS SPECIFICATIONS OF MATERIAL
(b) D–1 EXCAVATION FOR PIPELINE TRENCHES
(c) D–2 BACK FILLING
(d) D–3 SHORING AND STRUTTING
(e) D–4 GRANULAR/CEMENT CONCRETE BEDDING
(f) D–5 EXCAVATION OF ASPHALT PAVEMENT AND
REINSTATEMENT OF PAVEMENT
(g) D–6 LAYING OF PIPES AND FITTINGS/SPECIALS
(h) D–7 REINFORCED CEMENT CONCRETE PIPES (SOCKET &
(i) D–8 JUNCTION MANHOLE, SCRAPER MANHOLE, FRC
MANHOLE SEAT AND COVER & VENTILATING
(j) D–9 CONCRETE WORK
(k) D-10 DEWATERING
(l) D-11 TECHNICAL SPECIFICATIONS FOR LAKE WORKS
DETAILED SPECIFICATIONS OF MATERIALS
1.1 Water shall not be salty or brackish and shall be clean reasonably clear and free from
objectionable quantities of silt and tract of oil and injurious alkalis, salts, organic mater and
other deleterious materials which will either weaken the mortar or concrete or cause
efflorescence in R.C.C.. The container for transport, storage and handling of water shall be
clean. Water shall conform to the standards specified in I.S. 456-2000 (latest revision).
1.2 If required by the Engineer-in-charge it shall be tested by comparison with distilled water.
Comparison shall be made by means of standard cement tests for soundness, time of setting
and mortar strength as specified in I.S. 269-1976. Any indication of unsoundness, change in
time of setting of 30 minutes either more or decrease of more than 10 percent in strength of
mortar prepared with water sample when compared with the results obtained with mortar
prepared with distilled water shall be sufficient cause for rejection of water under test.
1.3 Water for curing mortar, concrete or masonry should not be too acidic and also not too
alkaline. It shall be free of elements which significantly affect the hydration reaction or
otherwise interfere with the hardening of mortar or concrete during curing or those which
produce objectionable stains or other unsightly deposits on concrete or mortar surfaces.
1.4 Hard and bitter water shall not be used for curing.
1.5 Potable water will be generally found suitable for curing mortar for preparing or concrete.
2.1 Cement shall be Sulphate Resistant Cement conforming to IS : 12330, Ordinary portland
cement as per I.S. 269-1976 or Portland slag cement as per I.S.455-1976.
2.2 Testing of Cement : It should be specifically noted that the cement brought by the
contractor at site of work shall be used after the same is tested at the approved laboratory
as per the direction of the Engineer-in-charge. Such approved laboratory may be located at
Ahmedabad. All the charges for transport and testing of the samples shall have to be borne
by the contractor. The frequency of testing of such materials shall be in accordance to the
relevant Indian standard as directed by the Engineer-in-charge.
3.1 Sand shall be natural sand, clean, well graded, hard strong, durable and gritty particles free
from injurious of dust, clay, kankar nodules, soft or flaky particles shale, alkali salts, organic
matter, loam, mica or other deleterious substances and shall be got approved from the
Engineer-in-charge. The sand shall not contain more than 8 percent of silt as determined by
field test. If necessary the sand shall be washed to make it clean.
3.2 COARSE SAND :
The fineness modulus of coarse sand shall not be less than 2.5 and shall not exceed 3.0. The
sieve analysis of coarse shall be as under:
I. S. Sieve Percentage by I. S. Sieve Percentage by
Designation weight passing Designation weight passing
sieve through sieve.
3.3 FINE SAND :
The fineness modulus shall not exceed 1.0. The sieve analysis of fine sand shall be as under
I. S. Sieve Percentage by I. S. Sieve Percentage by
Designation weight passing Designation weight passing
through sieve through sieve.
2.36 mm 100 300 Micron 5 -
M-4 STONE GRIT :
4.1 Grit shall consist of crushed or broken stone and be hard, strong dense, durable, clean, of
proper gradation and free from skin or coating likely to prevent proper adhesion of mortar.
Grit shall for as possible flaky elongated pieces shall be avoided.
It shall generally comply with the provisions of I. S. 383-1970. Unless special stone of
particular quarried is mentioned. Grit special stone of particular quarries is mentioned. Grit
shall be obtained from the best black trap or equivalent hard stone as approved by the
Engineer - in - charge. The grit shall have no deleterious reaction with cement.
4.2 The grit shall conform to the following gradation as per sieve analysis:
I. S. Sieve Percentage passing I. S. Sieve Percentage Passing
Designation through sieve Designation through sieve
4.3 The crushing strength of grit will be such as to allow the concrete in which it is used to build
up the specified strength of concrete.
4.4 The necessary tests for grit shall be carried out as per the requirements of I. S. 2386 (Parts I
to VIII) 1963, as per instruction of the Engineer-in-charge. The necessity of test will be
decided by the Engineer-in-charge.
M-5A STONE COARSE AGGREGATE FOR NOMINAL MIX CONCRETE :
5A.1 Coarse aggregate shall be of machine crushed stone of black trap or equivalent and be hard,
strong, dense, durable, clean and free from skin and coating likely to prevent proper adhesion
5A.2 The aggregate shall generally be cubical in shape. Unless special stones of particular quarries
are mentioned, Aggregates shall be machine crushed from the best black trap or equivalent
hard stone as approved. Aggregate shall have no deleterious reaction with cement. The size
of the coarse aggregate for plain cement concrete and ordinary reinforced cement concrete
shall generally be as per the table given below. However in case of reinforced cement
concrete the maximum limit may be restricted to 6 mm less than the minimum lateral
clear distance between bars or 6 mm. less than the cover whichever is smaller.
I.S. Sieve Percentage Passing for I.S. Sieve Percentage Passing for
Designation single sized aggregates Designation single sized aggregates
of nominal size of nominal size
NOTE :- The percentage may be varied by the Engineer-in-charge when considered
necessary for obtaining better density and strength of concrete.
5A.3 The grading test shall be taken in the beginning and at the charge of source of materials. The
necessary tests indicated in I.S. 383-1970 I. S. 456-1978 shall have to be carried out to
ensure the acceptability. The aggregates shall be stored separately and handled in such a
manner as to prevent the inter mixed on different aggregates. If the aggregates are covered
with dust, they shall be washed with water to make them clean.
M-5B BLACK TRAP OR EQUIVALENT HARD STONE COARSE :
5B.1 Aggregate for Design Mix concrete : Coarse aggregate shall be of machine crushed stone of
black trap or equivalent hard stone and be hard, strong, dense, durable clean and free from
skin and coating likely to prevent proper adhesion of mortar.
5B.2 The aggregates shall generally be cubical in shape. Unless special stones of particular
quarries are mentioned, aggregates shall be machine crushed from the best, black trap or
equivalent hard stones as approved. Aggregate shall have no deleterious reaction with
5B.3 The necessary tests indicated in I. S. 383-1970 and I.S.456-1978 shall have to be carried out
to ensure the acceptability of the material.
5B.4 If aggregate is covered with dust it shall be washed with water to make it clean.
M-6 CEMENT MORTAR:
6.1 Water shall conform to specification M-1. Cement shall confirm to specification M-2, sand
shall confirm to M-3.
6.2 Proportion of Mix :
6.2.1 cement and sand shall be mixed to specified proportion, sand being measured by measuring
boxes. The proportion of cement will be by volume on the basis of 50 Kg/bag of cement
being equal to 0.0342 cum. The mortar may be hand mixed or machine mixed as directed.
6.3 Preparation of Mortar:
6.3.1 In hand mixed mortar cement and sand in the specified proportions shall be thoroughly
mixed dry on a clean impervious platform by turning over at least 3 times or more till a
homogenous mixture of uniform colour is obtained. Mixing platform shall be so arranged
that no deleterious extraneous material shall get mixed with mortar or mortar shall flow out.
While mixing, the water shall be gradually added and thoroughly mixed to form a stiff
plastic mass of uniform colour so that each particle of sand shall be completely covered with
a film of wet cement. The water cement ratio shall be adopted as directed.
6.3.2 The mortar so prepared shall be used within 30 minutes of adding water. Only such quantity
of mortar shall be prepared as can be used within 30 minutes.
M-7 BRICK BATS AGGREGATE :
7.1 Brick bat aggregate shall be broken from well burnt or slightly over burnt and dense brick. It
shall be homogeneous in texture roughly cubical in shape, clean and free from dirt of any
other foreign material. The brick bats shall be of 40 mm to 50 mm size unless otherwise
specified in the item. The underburnt of overburnt brick bats shall not be allowed.
7.2 The brick bats shall be measured by volume by suitable boxes or as directed.
8.1 The bricks shall be hard or machine moulded and made from suitable soils and kiln burnt.
They shall be free from cracks and flaws and nodules of free lime. The shall have smooth
rectangular faces with sharp corners and shall be of uniform colour.
The bricks shall be moulded with a frog of 100 mm x 40 mm and 10 mm to 20 mm deep on
one of its flat sides. The bricks shall not break when thrown on the ground from a height of
8.2 The size of modular bricks shall be 190 mm x 90 mm.
8.3 The size of the conventional bricks shall be as under :
8.4 Only bricks of one standard size shall be used on one work. The following tolerance shall
be permitted in the conventional size adopted in a particular work.
Length : = 1/8" (3.0 mm) Width : = 1/16" (1.50 mm)
Height : = 1/16" (1.50 mm)
8.5 The crushing strength of the bricks shall not be less than 35 Kg/Sq.cm. The average water
absorption shall not be more than 20 percent by weight. Necessary tests for crushing strength
and water absorption etc. shall be carried out as per I.S. 3495 (Part-I to IV) -
M-8A FLY-ASH LIME BRICKS :
The fly ash lime bricks shall conform to Grade-1 or Grade-2 of IS-3812-1981. The frog of
the 80 to 100 mm x 40 mm x 10 to 20 mm size.
The size of modular bricks shall be 190 mm x 90 mm x 90 mm.
The size of conventional brick shall be 225 mm x 110 mm x 75 mm.
Only bricks of one standard size shall used on one work. The following tolerances shall
permitted in the conventional size adopted in a particular work:
Length : + 3 mm
Height : + 2 mm
The physical characteristic of bricks shall be as follows.
The minimum compressive strength of fly ash lime bricks shall not be less than
Kg/Sq.Cm. and the test shall be conform to IS-3495 (Part-I):1992.
The average drying shrinkage of the brick when tested by the method described in IS 4139-
1989 being shall not exceed 0.15 percent.
The averages water absorption not more than 20 percentage by mass and the test shall
conform to IS-3495 (Part-3):1992.
M-9 MILD STEEL BARS :
9.1 Mild steel bars reinforcement for R.C.C. work shall conform to I.S. 432 ( Part-II ) 1966 and
shall be tested quality. It shall comply with relevant part of I.S.456-1978.
9.2 All the reinforcement shall be clean and free from dirt, paint, grease, mill scale or loose of
thick rust at the time of placing.
9.3 For the purpose of payment the bar shall be measured correct upto 10 mm length and weight
payable worked out the rate specified below :
1. 6 mm 0.22 Kg./Rmt. 8. 20 mm 2.47 Kg./Rmt.
2. 8 mm 0.39 Kg./Rmt. 9. 22 mm 2.98 Kg./Rmt.
3. 10 mm 0.62 Kg./Rmt. 10. 25 mm 3.35 Kg./Rmt.
4. 12 mm 0.89 Kg./Rmt. 11. 28 mm 4.83 Kg./Rmt.
5. 14 mm 1.21 Kg./Rmt. 12. 32 mm 6.31 Kg./Rmt.
6. 16 mm 1.58 Kg./Rmt. 13. 36 mm 7.31 Kg./Rmt.
7. 18 mm 2.00 Kg./Rmt. 14. 40 mm 9.86 Kg./Rmt.
M-10 TMT FE-500D STEEL BARS FOR REINFORCEMENT :
10.1 Reinforcement bars shall conform to IS-432, IS-226 or IS-1786 and welded wire fabrics to IS
: 1566. Only TMT bars for reinforcement in RCC duct shall be used which shall be clean,
free from pitting, oil, grease, paint, loose mill scale, rust, dirty dust or any other such
substance that will destroy or reduce bond.
It permitted by the Engineer-in-charge reinforcement shall be done in accordance with IS-
2751 or IS-9147 as applicable.
10.2 Other provision and requirements shall conform to specification No. M-7 for mild steel bars.
M-11 MILD STEEL BINDING WIRE :
11.1 The mild steel wire size and quality shall conform to I.S. 280-1972.
11.2 The use of black wire will be permitted for binding reinforcement bars. It shall be free from
rust, oil paint grease, loose mill scale or any other undesirable coating which may prevent
adhesion of cement mortar.
M-12 STRUCTURAL STEEL :
12.1 All structural steel conform to I.S.226 - 1975. The steel shall be free from the defects
mentioned in I.S. 226-1975 and shall have a smooth finish. The material shall be free from
loose mill scale, rust pits or other defects affecting the strength and durability. Rivet bars
shall conform to I.S. 1148-1973.
12.2 When the steel is supplied by the contractor test certificate of the manufacturers shall be
obtained according to I.S. 226-1975 and other relevant Indian Standards.
M-13 SHUTTERING :
13.1 The shuttering shall be either of wooden planking of 30 mm. minimum thickness with or
without steel lining or of steel plates stiffened by steel angles. The shuttering shall be
supported on battens and beams and props of vertical ballies properly cross braced together
so as to make the centering rigid. In places of bullie props, brick pillar of adequate section
built in mud mortar may be used.
13.2 The form work shall be sufficiently strong and shall have camber, so that it assumes correct
shape after deposition of the concrete and shall be able to resist forces caused by vibration of
live load of men working over it and other incidental loads associated with it. The
shuttering shall have smooth and even surface and its joints shall not permit leakage of
13.3 If at any stage of work during or after placing concrete in the structure, the form sags or
bulges out beyond the required shape of the structure, the concrete shall be removed and
work redone with fresh concrete and adequately rigid form work. The complete form work
shall be got inspected by and got approved from the Engineer-in-charge, before the
reinforcement bars are placed in position.
13.4 The props shall consist of bullies having 100 mm minimum diameter measured at mid length
and 80 mm at thin end and shall be placed as per design requirement. These shall rest
squarely on wooden sole plates 40 mm thick and minimum bearing area of 0.10 Sq.m. laid
on sufficiently hard base.
13.5 Double wedges shall further be provided between the sole plate and the wooden props so as
to facilitate tightening and easing of shuttering without jerking the concrete.
13.6 The timber used in shuttering shall not be so dry as to absorb water from concrete and swell
or bulge nor so wet to shrink after erection. The timber shall be properly sawn and planned
on the sides and the surface coming in contract with concrete. Wooden form work with
metal sheet lining or steel plates stiffened by steel angles shall be permitted.
13.7 As far as practicable, clamps shall be used to hold the forms together and use of nails and
spikes avoided.
13.8 The surface of timber shuttering that would come in contact with concrete shall be well
wetted and coated with soap solution before the concreting is done. Alternatively coat of raw
linseed oil or oil of approved manufacture may be applied in place of soap solution. In case
of steel shuttering either soap solution or raw linseed oil shall be applied after thoroughly
cleaning the surface. Under no circumstances black or burnt oil shall be permitted.
13.9 The shuttering for beams and slabs shall have camber of 4 mm per meter (1 in 250) or as
directed by the Engineer-in-charge so as to offset of subsequent deflection for cantilevers the
camber at free end shall be 1/50 of the projected length or as directed by the Engineer-in-
M-14 HARD DRAWN WIRE :
The Hard drawn steel wire should confirming to IS-432 (Part 2), Hard drawn steel wire shall
be manufacture and its chemical composition should be as per para 3.0. The finished wire
should be free from defects and finished in a workman like manner. Nominal sizes,
Tolerances, Physical requirements are as per IS : 432 (Part-II) latest edition. Hard drawn
steel wire should be tested as specified in IS : 432 (Part-II) latest edition.
CONTRACTOR'S SIGNATURE ADDL.CITY ENGINEER
& STAMP (North West Zone)
D-1 : EXCAVATION FOR PIPELINE TRENCHES
D.1.1 GENERAL :
D.1.1.1 Any soil which generally yields to the application of pickaxes and shovels or jumpers
or scarifies phawaraa rakes or any such excavating implement or organic soil, gravel,
silt, sand, tuff loam, clay, peat etc., fall under this category.
D.1.2 CLEARING OF SITES :
D.1.2.1 The site on which the drain is to be laid as shown on plan and the area required for
setting out and other operation shall be cleared and all obstructions, loose stones and
materials, rubbish of all kinds, stumps, brushwood as well as all trees, shall be
removed as directed. The roots shall be entirely grubbed up.
D.1.2.2 The products of the clearing to be stacked in such a place and in such a manner, as
directed by the Engineer-in-charge.
D.1.2.3 In Jungle clearings, all trees not specially marked for preservation, bamboos,
Junglewood and brushwood shall be cut and their roots grubbed-up. All wood and
material from the clearing shall be the property of Corporation and shall be arranged
as directed the Corporation Engineer or his authorised agent. The materials found to
be usefully by the Engineer will be conveyed and properly stacked as directed within
the specified limit. Useless materials will be burnt or otherwise disposed off as
directed, by the Engineer-in-charge.
D.1.2.4 All holes or hollows, whether originally existing or produced by drawing-up roots,
shall be carefully filled up with earth, well rammed and leveled off, as may be
D.1.3 SETTING OUT :
D.1.3.1 All the centre line of drain trenches shall be given by the Engineer-in-charge and it
will be the responsibility of the contractor to install substantial reference marks,
bench marks etc. and maintain them as long as required true to line, level, curve &
slopes. The contractor shall assume full responsibility for alignment, elevation and
dimensions of each and all parts of the work. The labour, materials etc. required for
setting out and establishing bench marks and other reference marks shall be arranged
by the contractor at his own cost.
D.1.4 EXCAVATION :
D.1.4.1 The excavation for the drain trenches shall include removal of all materials of
whatsoever nature and whether wet or dry, necessary for the laying of pipe lines and
sub-structure exactly in accordance with lines, levels, grades and curves shown on the
plans L-sections or as directed by the Engineer-in-charge. Trenches shall be
excavated to the exact width at of lowest portion of the trench and the side slopes as
(1:0.5). The contractor shall notify the Engineer before starting excavation to enable
him to take cross sectional levels for purpose of measurements before the ground is
D.1.4.2 Excavation shall be carried out in stratas specified in item of schedule `B'. The lift
will be also as specified in Schedule `B'. Tunneling in case of laying of deep sewers
in place of open excavation shall be allowed up to 2 metre length with the permission
by the Engineer-in-charge. Contractor shall, as far as possible avoid tunneling at the
joints of pipes. In such case, the levels and gradients of drain to be laid shall be
properly attained and shall be got thoroughly checked by the contractor through the
Engineer-in-charge. Payment of tunneling shall be made as per the rate for open
excavation including dewatering etc. as mentioned in the item specification. No
deduction or extra payment shall be made in case of tunneling. Excavated material
shall be stacked at a minimum distance of 1.5 meters away from the edge of the
trench or as directed. Sight rails and boning rods shall be used for checking the
gradients of bed or trenches. Before the trench excavation is started, sight rails made
of good timber shall fixed truly vertical at a uniform height, above the invert as per
the instruction of the Engineer-in-charge. The centre line shall be clearly marked on
the sight rails. Depth of excavation shall be checked by boning rods of suitable size
and length as per instructions of the Engineer-in-charge. All the sight rails shall be
painted alternatively with two different colours so as to provide better visibility.
D.1.4.3 The bottom of the trenches shall be leveled both longitudinally and transversely or
stepped as directed by the Engineer. The contractor shall, at his own cost, remove
such portion of boulders or rock, as required to make the bottom of the trench level.
No filling shall be allowed to being the bottom of the trench in level. If by
contractor's mistake, Excavation is made deeper that shown on the plan ordered by
the Engineer, the extra depth stuff duly watered and rammed as directed by the
Engineer as at the cost of the contractor. All rock or other hard foundation shall be
cleared off, all soft and loose material cut to a firm surface, either level, stepped as
directed by the Engineer. The Engineer may order such changes in the dimensions
and elevation of bottom of trenches and may be deemed necessary to secure
satisfactory laying of pipe lines. The contractor shall at his own expense, make
provision for all pumping, dredging bailing out of draining water and the trenches
shall be kept free of water, during construction work.
D.1.4.4 After each excavation is completed, the contractor shall notify the Engineer to that
effect and no trench will be allowed to be filled up until the Engineer or his
authorised agent approved the depths and dimensions of excavation and the nature of
the strata met with and the level and/or measurements are recorded.
D.1.4.5 The work measured shall be maintained till completion and in case of collapse of
sides or bottom of trenches due to any reasons, it shall be made good without any
D.1.5 PROTECTION :
D.1.5.1 The drain trenches, shall be strongly fenced and red light signals shall be kept at night
in charge of watchmen to prevent accidents. Sufficient care and protective measure
shall be taken to see that the excavation shall not affect or damage the adjoining
structure. The contractor shall be entirely responsible for any injury to life and
damage to the properties etc. Necessary protection work such as guide ropes, crossing
places, barricades, caution Boards etc. shall be provided by the Contractor. The
wooden planks for crossing trenches by public as per requirement shall be provided
by the contractor without any extra cost.
D.1.6 ADDITIONAL REQUIREMENTS :
D.1.6.1 At the joints the trench shall be excavated to an additional depth of 15 cms. and width
of 30 cms. and length of 15 cms. beyond the edge of collar on both the sides or as
directed by Engineer-in-charge. The rate includes for such extra excavation made at
the joints. The trenches shall be excavated perfectly in straight line. The bottom of
trench shall be kept as per invert level or as directed. In obtaining formation on the
bottom trench, the usual method of sight rails and boning rods shall adopted. The
contractor shall have to provide and fix and maintain sight rails and boning rod
without any extra cost.
D.1.6.2 If contractor fails or makes delay to give the hydraulic test of the pipe line laid line
any of the section, without any genuine reasons, he shall be responsible to get re-
excavate any part of the length of trenches refill in such case (i.e. before testing for
safety of pedestrian and / or vehicular traffic) as found necessary be the Engineer-in-
charge without any extra cost, if found necessary and as directed by the Engineer-in-
charge. The contractor shall have to excavated the refilled trenches, during hydraulic
test without any extra cost.
D.1.6.3 In case of excavation across a road, permission of road authorities shall have to be
obtained. At all road crossings, trenches shall be excavated only for half width of the
road and pipe shall be laid. The other half shall be excavated only after back filling
over the laid pipe line making it suitable for the traffic. The contractor shall provided
diversion when the pipe line is to be laid along the road as required and shall
maintain the diversion or any part of it, of damaged without any extra cost. At all
road crossings, the pipe shall be laid below the crust of the road.
D.1.6.4 The contractor shall break the road surface by Excavation of chiseling to the exact
width and length as shown on the drawing or as directed by the Engineer-in-charge.
Separate provision for additional labour in breaking, removing of pavement is made
and under these item quantities of excavation shall be including depth of such
pavement removed.
D.1.6.5 The excavated stuff shall be deposited in uniform layers to avoid mixing with other
kind of materials at no objectionable place or as directed by the Engineer-in-charge.
D.1.6.6 The contractor shall have to make his own arrangements for taking trial pits etc. at his
own cost, as directed by the Engineer-in-charge.
D.1.6.7 If necessary, temporary arrangements shall have to be made to divert or convey
across all natural water ways or build up drains etc. without any extra cost.
D.1.6.8 All water pipes, cables, any structure shall be protected by the contractor as directed
by the Engineer-in-charge, if met during excavation. Any damage caused shall be
rectified without any extra cost.
D.1.6.9 Breaking of brick structures/R.C.C. works, cement concrete etc. coming in
excavation shall be considered as excavation in strata shown in the item, as above and
will be paid at the same rate.
D.1.6.10 All safety precautions shall have to be made by the Contractor including shoring and
D.1.6.11 The excavation in narrow streets, lanes shall have to be carried out with full
precautions so as that no property may be damaged. Any compensation to be paid to
the other party will be paid by the contractor for which the Ahmedabad Municipal
Corporation will not be responsible.
D.1.6.12 All obstacles, structures etc. shall be removed and made good without further claim
D.1.7 CLASSIFICATION OF STRATA :
D.1.7.1 The decision regarding classification of strata shall rest with the Engineer-in-charge
and his decision shall be final and binding to the contractor.
D.1.7.2 All the materials encountered in the excavation shall be classified as under.
D.1.7.3 All sorts of soil, sand, gravel and other similar soft and loose materials these will
include all materials of an earthy or sandy nature which can be easily ploughed or
small shingle and gravel which can be easily removed of shall boulders not exceeding
0.30 Cu.m. or 30 litres (about one Cft.) occurring in such strata will be included in
the rate for this item.
D.1.7.4 Soft Murrum :
D.1.7.4.1 This shall include materials which can be easily removed with the shovel after
loosening with a pick.
D.1.7.5 Hard Murrum :
D.1.7.5.1 This shall include all kinds of disintegrated rock or shale or inundated clay from
boulders, larger that 0.30 Cu.m. or 30 litres (about one Cft.) and which can be
removed with pick and shovel though not without some difficulty any which do not
require blasting.
D.1.7.6 Hard Murrum and Boulders :
D.1.7.6.1 This shall include all kinds of disintegrated rock or shale or inundated clay
interspersed with boulders less than half (0.5) a cubic meter (about half Ci.cft.) and
large than 0.30 Cu.m. or 30 litres (approx. one Cft.) which do not normally required
blasting and can be removed with pick, bar wedge and hammer.
Boulders bigger than 0.5 Cu.m. will be paid for as soft or hard rock according to as it
is soft or hard-rock.
D.1.7.7 Soft Rock :
D.1.7.7.1 This shall include all materials which is rock or hard conglomerate, all decomposed
and watered rock, highly fissured rock, old masonry and also soft rock boulders
bigger than 0.5 Cubic meter and other verities of rock which do not require blasting
and which can be removed with rock, crow bars, wedges and hammer with some
D.1.7.8 Hard Rock (Blasted)
D.1.7.8.1 This shall include all rocks, occurring in masses which could best be removed
blasting and where in the opinion of the Engineer, blasting is necessary and is
D.1.7.9 Hard Rock (Chiseled, Wedge or Line Drilled)
D.1.7.9.1 This shall include all rock, occurring in masses or boulders bigger than half cubic
meter size each, which can best be removed by blasting but which owning to the
proximity or structures, possibility of shattering the rock below or for any other
reasons should be cut by means of cold chisels of wedges or line drilling.
D.1.7.10 Laterite :
D.1.7.10.1 This shall include laterite rock soft and hard which can be removed with hammer,
chisels, crow or by blasting. Latteritic murrum which has not hardened into stone
shall be classified as hard murrum.
D.1.7.10.2 The classification of various, stratas met with during excavation will be decided by
the Engineer-in-charge and his decision shall be final and binding on the contractor.
D.1.7.10.3 Rock referred to above would include Besalt, Trap, Granite, Quartzite, Gneiss,
laterite and other types.
D.1.7.10.4 The use of explosive in excavation will not be considered as a reason for other
classification then the above unless clearly necessary in the opinion of Engineer-in-
D.1.8 DEWATERING :
D.1.8.1 Unless specially provided for as a separate item in the contract, the rate of excavation
would include bailing or pumping out all water which may accumulate in the
excavation during the progress of the work, either, by percollation, seepage, springs,
rain or any other cause and diverting surface flow if any, by earthen bunds shall be
removed as soon as the work is completed.
D.1.8.2 Unless specially provided as a separate item of contract, pumping of water from
trenches etc. shall be carried out by the Contractor at his cost and he should arrange
for required number of dewatering sets for the above. He should take precaution to
prevent any damage to the foundation, trench, concrete, or masonary or any adjacent
structure. The excavation shall be kept free from water by the contractor (1) during
inspection and measurement (2) when concrete and/or masonary are in progress and
till the construction work reaches above, the natural water level had (3) till the
Engineer considers that the mortar is sufficiently set.
D.1.9 DISPOSAL OF EXCAVATED STUFF :
D.1.9.1 The surplus excavated earth, after backfilling the trenches shall have to be removed
from the site as directed.
D.1.9.2 After compaction and consolidation, if any short fall of earth is found then contractor
has to bring the same to the required quantity in order to meet shortfall at his own
cost. More over, if any settlement of road after reinstatement is observed during the
defect liability period of the work. Contractor shall be fully responsible for the
defective work and patches / depression / settlement shall be repaired with quarry
spoil or metal at contractor's own cost. If contractor fails to repair the patches/
depression / settlement in time, corporation will repair it at all risk and cost of
No bulkage shall be payable for carted material. Contractor should quote the rates
Surplus earth shall not be disposed off in a way that leads to nuisance to the public or
D.1.9.3 The site should be cleared off all debries on completion of work.
D.1.10 MEASUREMENT AND PAYMENT :
D.1.10.1 The payment of a various classes of excavation, depending upon the depth of
excavation, shall be made at the unit rate per cubic meter for the quantity actually
excavated and accepted by the Engineer limited to dimensions shown in the
sanctioned plans L-Section or as directed by the Engineer. Excavation in excess of
the sanctioned dimensions shall not be measured nor paid for and if so ordered by the
Engineer. The contractor shall have to fill up the excess depth with selected
excavated stuff duly watered and rammed as directed by the Engineer-in-charge
without any extra payment to the Contractor.
D.1.10.2 Dimension shall be measured correct to two places of decimals of a meter and
individual quantity shall be calculated to two places of decimals of a cubic meter.
D.1.10.3 The rate for the item of excavation shall include (Unless and otherwise mentioned).
(a) Clearing of site.
(b) Setting out work including all materials and labour.
(c) Dewatering of excavation pit trench during the progress of work.
(d) Light compaction of bottom of the trench if required.
(e) Excavation & removal, sorting and stacking of all excavated stuff as directed.
(f) Necessary protection arrangements including labour, materials equipment etc.
to ensure safety and protection against risk or accident.
(g) Providing facilities for inspection and measurements at any time by the
concerned Corporation Officials.
(h) Compensation for injury to life and damage to property if caused during
progress of work.
D.10.3.1 The measurement of item shall exclude the quantity of excavation carried out for
D.1.10.4 Penalty :
Penalty for no barricading shall be Rs. 200 per Rmt. In case the contractor does not
provided barricading and other safety measures. The same shall be carried out by
AMC at risk and cost of contractor. 1.5 times the actual cost incurred shall be
D-2 : BACKFILLING
D.2.1.1 All fill material will be subject to Engineer’s approval. If any material is rejected by
Engineer, contractor shall remove the same forthwith from the site at no extra cost to
the owner. Surplus fill material shall be deposited / disposed off as directed by
Engineer after the fill work is completed upto a distance of 5 Km for which separate
payment will be paid under the corresponding item.
D.2.1.2 No earth fill shall commence until surface water discharges and streams have been
properly intercepted or otherwise dealt with as directed by Engineer.
D.2.2.1 To the extent available, selected surplus soils from excavated materials shall be used
as backfill. Fill material shall be free from clods, salts, sulphates, organic or other
foreign material. All clods of earth shall be broken or removed. Where excavated
material is mostly rock, the bounders shall be broken into pieces not larger than
mm size, mixed with properly graded fine material consisting of murrum or earth fill
up the voids and the mixture used for filling.
D.2.3 If any selected fill material is required to be borrowed, Contractor shall make
arrangements for bringing such material from outside borrow pits. The material and
source shall be subject to prior approval of Engineer. The approved borrow pit area
shall be cleared of all bushed, roots of trees, plants, rubbish etc, top soil containing
salts / sulphate and other foreign material shall be removed. The materials so
removed shall be burnt or disposed off as directed by Engineer. Contractor shall
make necessary access to borrow areas and maintain the same, if such access road
does not exist, at his cost.
D.2.4 FILLING IN PITS AND TRENCHES AROUND FOUNDATIONS OF
STRUCTURES, WALLS ETC.
D.2.4.1 As soon as the work in foundations has been accepted and measured, the spaces around the
foundations, structures, pits, trenches etc. shall be cleaned of all debris, and filled with earth
in layers not exceeding 20 cm, each layer being watered, rammed and properly
consolidated, before the succeeding one is laid. Each layer shall be consolidated to the
satisfaction of Engineer. Earth shall be rammed with approved mechanical compaction
machines if instructed. Usually no manual compaction shall be allowed unless Engineer is
satisfied that in some cases manual compaction by tampers cannot be avoided. The final
backfill surface shall be trimmed and leveled to proper profile as directed by Engineer or
indicated on the drawing.
D.2.5 FILLING IN TRENCHES
D.2.5.1 Filling in trenches for pipes and drains shall be commenced as soon as the joints of
pipes and drains have been tested and passed. The backfilling material shall be
properly consolidated by watering and ramming, taking due care that no damage is
caused to the pipes.
D.2.5.1.2 Where the trenches are excavated in soil, the filling from the bottom of the trench to
the level of the centreline of the pipe shall be done by hand compaction with selected
approved earth in layers not exceeding 8 cm; backfilling above the level of the
centreline of the pipe shall also be done with selected earth by hand compaction or
other approved means in layers not exceeding 20 cm.
D.2.5.1.3 In case of excavation of trenches in rock, the filling upto a level 30 cm above the top
of the pipe shall be done with fine materials, such as earth, moorum etc. The filling
up of the level of the centreline of the pipe shall be done by hand compaction in
layers not exceeding 20 cm. Also the filling above the centreline of the pipe shall be
done by hand compaction or approved means in layers not exceeding 20 cm. The
filling from a level 30 cm. Above the top of the trench shall be done by hand or other
approved mechanical methods with broken rock filling of size not exceeding 20 cm
mixed with fine material as available to fill up the voids.
D.2.5.1.4 Filling of the trenches shall be carried simultaneously on both sides of the pipe to
avoid unequal pressure on the pipe.
D.2.6 GENERAL SITE GRADING
D.2.6.1 Site grading shall be carried out as indicated in the drawings and as directed by
Engineer. Excavation shall be carried out as specified in the specification. Filling
and compaction shall be carried out as specified elsewhere unless otherwise indicated
D.2.6.2 If no compaction is called for, the fill may be deposited to the full height in one
operation and levelled. If the fill has to be compacted, it shall be placed in layers not
exceeding 200 mm and leveled uniformly and compacted as indicated in before the
next layer is deposited.
D.2.6.3 To ensure that the fill has been compacted as specified, field and laboratory tests shall
be carried out by Contractor at his cost.
D.2.6.4 Field compaction test shall be carried out at different stages of filling and also after
the entire height has been completed. This shall hold good for embankments as well.
D.2.6.5 Contractor shall protect the earth fill from being washed away by rain or damaged in
any other way. Should any slip occur, Contractor shall remove the affected material
and make good the slip at his cost.
D.2.6.6 The fill shall be carried out to such dimensions and levels as indicated on the
drawings after the stipulated compaction. The fill will be considered as incomplete if
the desired compaction has not been obtained.
D.2.6.7 If specifically permitted by Engineer, compaction can be obtained by allowing loaded
trucks conveying fill or other material to ply over the fill area. Even if such a method
is permitted, it will be for contractor of demonstrate that the desired / specified
compaction has been obtained. In order that the fill may be reasonably uniform
throughout, the material should be dumped in place in approximately uniform layers.
Traffic over the fill shall then be so routed to compact the area uniformly throughout.
D.2.6.8 If so specified, the rock as obtained from excavation may be used for filling and
leveling to indicate grades without further breaking. In such an event, filling layers
not exceeding 50 cms approximately. After rock filling the void in the rocks shall be
filled with finer materials such as earth, broken stone etc. and the area flooded so that
the finer materials fill up the voids. Care shall be taken to ensure that the finer fill
material does not get washed out. Over the layer so filled, a 100 mm thick mixed
layer of broken materials and earth shall be laid and consolidation carried out by a
tonne roller. No less than twelve passes of the roller shall be accepted before
subsequent similar operations are taken up.
D.2.6.9 Fill Density
D.2.6.9.1 The compaction, only where so called for, in the schedule of quantities / items shall
comply with the specified (Standard Proctor / modified Proctor) density at moisture
content differing not more than 4 percent from the optimum moisture content.
Contractor shall demonstrate adequately at his cost, by field and laboratory tests that
the specified density has been obtained.
D.2.6.10.1 Lead for deposition / disposal of excavated material, shall be as specified in the
respective item of work. For the purpose of measurement of lead, the area to be
excavated or filled or area on which excavated material is to be deposited / disposed
off shall be divided into suitable blocks and for each of the blocks, the distance
between centerlines shall be taken as the lead which shall be measured by the shortest
straight line route taken by Contractor. No extra compensation is admissible on the
grounds that the lead including that for borrowed material had to be transported over
marshy or ‘katcha’ land / route.
D.2.6.11 Measurement and Payment
D.2.6.11.1 Backfilling as per specifications on the sides of foundations of columns, footings,
structures, walls, tanks, rafts, trenches etc. with excavated material shall be done. As
a rule, material to be backfilled shall stacked temporarily within the basic lead of
meters unless otherwise directed by the Engineer. If Engineer directs / permits a lead
of over 90 meters for such material, the conveyance of the material for the extra
distance over the basic lead of 90 meters for backfilling will be paid for.
D.2.6.11.2 Actual quantities of consolidated back filing shall be measured and paid in cubic
Penalty for improper watering and compaction will be Rs. 350/Tanker required and
rent for roller @ Rs. 20 per sq.m.
In case the watering and compaction of the backfilled material is not as per the
specifications, AMC will carry out the same through own resources. A rate of Rs.
350 per water tanker and Rs. 20 per sq.m. for rolling and compacting will be
recovered from the contractor.
CONTRACTOR'S SIGNATURE ADDL.CITY ENGINEER
& STAMP (North West Zone)
D-3 : SHORING AND STRUTTING
D.3.1 GENERAL :
D.3.1.1 This item is applicable only when the trench having more than 4.0 mt. depth and if
the sides of trenches cannot be sloped or stepped due to any reason and the
Engineer-in-charge feel the necessity for safety of trench and adjacent property and
traffic. The Contractor should have to take previous approval from Engineer-in-
charge before commencing this item.
D.3.2 MATERIALS :
D.3.2.1 Sheathing, planks, wales, struts etc. required for shoring and strutting shall be of
approved quality of wood or structural steel as per requirements of IS-3764-1966.
D.3.3 WORKMANSHIP :
D.3.3.1 The Contractor before execution shall get approval of design of shoring from
Engineer-in-charge. The shoring shall be of sufficient strength to resist side
pressure and ensure safety from slips and below and to prevent damage to work and
to prevent injury to persons. It shall be removed after getting permission of Engineer-
in-charge, after all items for which it is required area completed. Shoring and
strutting shall conform to IS - 3764 - 1966 or its latest version.
D.3.3.2 The sheeting shall be placed against the side of trench so that length of each piece of
sheeting is vertical. The sheeting shall be held securely in place against the Wales
by ensuring that sheeting is kept firmly placed against the wall of the trench.
Where the trench is excavated in loose, sandy or soft soil or soil which has been
previously excavated or soil which is under hydrostatic pressure, each piece of
sheeting shall be driven into the bottom of trench so has to be firmly held in place.
D.3.3.3 Where two or more pieces of sheeting are used one above another, the sheeting
shall be so arranged that the lower piece of sheeting overlap the lowest Wales
supporting the pieces of sheeting next above next above it. These pieces of sheeting
shall be firmly driven in to the soil and securely supported by Wales and struts as the
trench is made deeper.
D.3.3.4 The wales shall be supported parallel to the bottom or the proposed bottom of the
trench. Each wale shall be supported on cleats spliced to the sheathing or by posts set
on the wales next below it and in the case of lowest wale on the bottom of the
trench itself. Where necessary, wedges may be provided between a wale and
sheathing is supports to that roughly uniform support is given to all individual pieces
D.3.3.5 Struts shall be horizontal and at right angles to the wales of sheathing supported
thereby. Struts shall be cut to the proper length required to fit in tightly between
wales, where necessary, the struts shall be held securely in place by wedges,
driven between struts and the wales. Struts shall be placed on cleats spliced or
bolted to posts supporting wales.
D.3.3.6 The sizes and spacing of sheathing, wales struts and wedges used for shoring and
timbering for different depth shall conform the requirement of IS-3764-1966 or its
latest version.
D.3.3.7 The extra width of excavation that may be deemed necessary for the purpose of
shoring and strutting will be under-stood to be covered in the rate for item of
shoring and strutting for drain side.
D.3.3.8 The contractor shall have to make all the necessary arrangements while removing
shoring strutting. However, if contractor fails to remove the shoring strutting safely,
the corporation shall not be responsible for any type of damages and contractor shall
have to bear all the cost for the same and the corporation shall not pay any extra
payment for the same.
D.3.3.9 Shoring and strutting shall be close or open depending on the nature of soil and the
depth of trench. The type of shoring and strutting shall be determined by the
Engineer in charge. It shall be the responsibility of the contractor to take all
necessary steps to prevent the sides of trenches from collapse. Engineer in charge
should take guidance from IS : 3764-1966 for designing the shoring and strutting
arrangements and specifying the profile of excavation.
D.3.4 Measurement :
D.3.4.1 The item includes all labours, materials, equipments, tools etc. complete for whole
the period for satisfactory completion of the item.
D.3.4.2 No extra payment shall be given for extra excavation that required to do shoring or
D.3.4.3 The rate shall be for a unit of one square meter.
D.3.4.4 No payment shall be made to any wood which has been left out by the contractor
while removing the shoring, strutting etc.
CONTRACTOR'S SIGNATURE ADDL.CITY ENGINEER
& STAMP (North West Zone)
D-4 : GRANULAR /CEMENT CONCRETE BEDDING
(A) PROVIDING BEDDING INCL. RAMMING, WATERING, CONSOLIDATING
ETC. FILLING IN TRENCH WITH AVAILABLE SAND WITHIN 2 KM.
D.4.0 WORKMANSHIP
D.4.1 The sand / granular material to be use for bedding shall be free from salts,
organic or other foreign matter. All clods of sand shall be broken.
D.4.2 As soon as the work in trench has been completed and measured the site of
trench shall be cleared of all debris, brick bats, mortar dropping etc. sand filled
with sand in layers not exceeding 20 cms. Each layer shall be adequately
watered, rammed and consolidated before the succeeding layer is laid. The
sand shall be rammed with iron rammers where feasible and with the butt ends of
crowbars, where rammer cannot be used.
D.4.3 The finished level of bedding shall be kept to shape intended to be given to
D.4.4 The consolidation may be done by hand rammers, where so specified. The extent of
consolidation required shall also be as specified.
D.4.5 The sand /granular material shall be allowed to be used in bedding the trenches.
Under no circumstances black cotton soil be used for bedding.
D.4.6 MODE OF MEASUREMENTS & PAYMENT :
The payment shall be made for bedding the granular material as per drawings. No
deduction shall be made for shrinkage or voids, if consolidated as instructed above.
The rate shall be for a unit of one cubic meter.
(b) Providing and casting situ cement concrete (1:4:8) bedding using granite
quartizite trap metal of size 25 mm to 40 mm including consolidation, curing etc.
D.4.7 The concrete bedding of proportion (1:4:8) shall be according to specification of Item
of concrete works.
D.4.8 MODE OF MEASUREMENTS & PAYMENT :
The payment shall be made for concrete bedding as per drawings. No deduction shall
be made for shrinkage or voids, if consolidated as instructed above.
The rate shall be for a unit of one cubic meter.
D-5 : EXCAVATION OF ASPHALT PAVEMENT & REINSTATEMENT
(A) EXCAVATION OF ASPHALT PAVEMENT
D.5.1 Under this item contractor shall demolish existing asphalt or WBM pavement met
with during laying of RCC pipe.
D.5.2 Only area of pavement intercepted in pipe laying shall be demolished. If excess area
is demolished same shall be reinstated by the contractor.
D.5.3 Demolished material like asphalt pavement lump and metal shall be stacked
separately as directed by the Engineer, so that it can be reused in doing the pavement
on completion of laying the pipe.
D.5.4 Work done to the extent of requirement for laying of drain and as per specifications
shall be measured in sq.m. and paid at the tender rate.
(B) REINSTATEMENT OF ASPHALT PAVEMENT :
The scope includes the reinstatement of asphalt / cement concrete / WBM / murrum /
earth surfaces of design thickness crossing the sewerage pipelines.
D.5.7 Reinstatement
After the work of laying and jointing of pipeline is completed, the earthwork, murrum
surface and asphalt surface will be reconstructed as per the designed thickness as
directed and/or using with old soling and metalling material. Any extra spoul or metal
required shall be brought to contractor at own cost. The prepared surface shall be
grouted with asphalt. The surface will be maintained till the work is completed. The
measurement will be paid on square meter basis for all the types of surfaces
constructed including earthwork.
D.5.8 The payment for reinstatement of asphalt road payment will be made on sq.mt. basis of
the work carried out as per the design and direction of engineer –in-charge
D.5.9 Penalty for incomplete reinstatement work shall be recovered @ 1.5 times the actual
expense incurred by AMC.
D-6 : LAYING OF PIPES AND FITTINGS/SPECIALS
The specification covers the requirements for laying of pipes and fittings/specials
below ground. The two parts are complementary and are to be read together for a
correct interpretation of the provisions of this specification.
D.6.1 APPLICABLE CODES
The laying of pipes and fittings/specials shall comply with all currently applicable
statutes, regulations, standards and codes. In particular, the following standards,
unless otherwise specified herein, shall be referred to. In all cases, the latest revision
of the standards/codes shall be referred to. If requirements of this specification
conflict with the requirements of the standards/codes, these specifications shall
D.6.2 CODES OF PRACTICE
a) IS: 783 -Code of practice for laying of concrete pipes
b) IS: 3114-Code of practice for laying of cast iron pipes
c) IS: 3764-Excavation work - Code of Safety
d) IS: 4127-Code of practice for laying of glazed stoneware pipes
e) IS: 5822-Code of practice for laying of electrically welded steel pipes for
f) IS: 6530-Code of practice for laying of asbestos cement pressure pipes
D.6.3 CARTING AND HANDLING
Pipes and fittings/specials shall be transported from the factory to the work sites at
places along the alignment of pipeline as directed by Owner/ Engineer. Contractor
shall be responsible for the safety of pipes and fittings/specials in transit,
loading/unloading. Every care shall be exercised in handling pipes and
fittings/specials to avoid damage. While unloading, the pipes and fittings/specials
shall not be thrown down from the truck on to hard surfaces. They should be
unloaded on timber skids with steadying ropes or by any other approved means.
Padding shall be provided any other approved means. Padding shall be provided
between coated pipes, fittings/ specials and timber skids to avoid damage to the
coating. Suitable gaps between pipes should be left at intervals in order to permit
access from one side to the other. In case of spigot socket pipes, care should be taken
regarding orientation of pipes while unloading. As far as possible pipes shall be
unloaded on one side of the trench only. The pipes shall be checked for any visible
damage (such as broken edges, cracking or spalling of pipe) while unloading and
shall be sorted out for reclamation. Any pipe, which shows sufficient damage to
preclude it from being used, shall be discarded. Dragging of pipes and
fittings/specials along concrete and similar pavement with hard surfaces shall be
prohibited. Pipes can be brought to site only after the mandatory tests i.e. are
completed and pipe lots accepted. i.e. Cube tests, T.E.B., Hydrostatic, water
absorption test.
Each stack of pipes shall contain only pipes of same class and size, with consignment
or batch number marked on it with particulars of suppliers wherever possible.
Storage shall be done on firm level and clean ground and wedges shall be provided at
the bottom layer to keep the stack stable. The stack shall be in pyramid shape or the
pipes laid length-wise and crosswise in alternate layers. The pyramid stack shall be
made for smaller diameter pipes for conserving space in storing them. The height of
the stock shall not exceed 1.5m.
Fittings/specials shall be stacked under cover and separated from pipes.
Rubber rings shall be stored in a clean, cool store away from windows, boiler,
electrical equipment and petrol, oils or other chemicals. Particularly in the field
where the rubber rings are being used it is desirable that they are not left out on the
ground in the sun or overnight under heavy frost or snow conditions.
Before excavating the trench the alignment of pipeline shall be approved by
Owner/Engineer. The excavation of trenches and pits for machineholes/ chambers
shall be carried out in accordance with the Technical Specification: Section-D1 and
shall be done such that it does note get far ahead of the laying operating as approved
by Owner/Engineer.
To protect persons from injury and to avoid damage to property, adequate barricades,
construction signs, red lanterns and guards as required shall be placed and maintained
during the progress of the construction work and until it is safe for the traffic to use
the roadways. The relevant Indian Standards and the rules and regulations of local
authorities in regards to safety provisions shall be observed.
Suitable barricading shall be provided along the sides of trenches and pits. The posts
of fencing shall be of timber securely fixed in the ground not more than 3 m apart and
they shall not be less than 75 mm in diameter or less than 1.2m above surface of the
ground. There shall be two rails, one near the top of the post and the other about
450mm above the ground and each shall be from 50 mm to 70mm in diameter and
sufficiently long to run from post to post to which they shall be bound with strong
rope. The method of projecting rails beyond the post and trying them together where
they meet will not be allowed on any account. All along the edges of the excavation
trenches a bank of earth about 1.2m high shall be formed where required by owner/
engineer for further protection.
The road metal and also the rubble packing shall first be stripped off for the whole
width of the trench/pit and separately deposited in such place or places as may be
determined by Owner/Engineer.
During excavation, large stones and rubble shall be separated and removed from the
excavated soil and stacked separately. The material from excavation shall be
deposited on either side of the trench leaving adequate clear distance from the edges
of the trench and pit, or as may be necessary to prevent the sides of the trench pit to
slip or fall, or at such a distance and in such a manner as to avoid covering fire
hydrants, sluice valves, machineholes covers etc. and so as to avoid abutting the wall
or structure or causing inconvenience to the public and other service organizations or
otherwise as Owner/engineer may direct.
Contractor shall take into account additional excavation if any as Owner/ Engineer
may require in order to locate the position of water pipes, drains, sewers etc. or any
other works which may be met with, in or about the excavation of trenches/pits while
quoting the rates for excavation. Such service lines if met with during excavation
shall be properly maintained by Contractor, by means of shoring, strutting, planking
over, padding or otherwise as Owner/Engineer may direct, and shall be protected by
the Contractor from damage during the progress of the work. All precautions shall be
taken during excavation and laying operations to guard against possible damage to
any existing structure/pipeline of water, gas, sewage etc.
If the work for which the excavation has been made is not completed by the expected
date of the setting of monsoon as stipulated in “Data Sheet -A” or the setting in of
rain whichever is earlier, or before the day fixed by Owner/ Engineer for filling in
any excavation on account of any festival or special occasion. Contractor shall
backfill such excavation and consolidates the filling.
Utmost care shall be taken to see that the width of the trench at the top of pipe is not
more than that specified in drawing. In case additional width is required it shall be
provided only in the top portion from the ground level up to 300-mm above the top of
pipe. If any extra width is provided in the area below this portion, Contractor shall
have to provide remedial measures in the form of lime concrete or rubble masonry
otherwise at the discretion and to the satisfaction of Owner/Engineer. If rock is met
with, it shall be removed to 15 cm below the bottom of pipes and fittings/specials and
the space resulting shall be refilled with granular materials and properly consolidated.
Bottom of trenches/pits shall be saturated with water well rammed wherever Owner/
Engineer may consider it necessary to do so.
Wherever a socket or collar of pipe or fitting/special occurs, a grip is to be cut in the
bottom of the trench or concrete bed to a depth of at least 75 mm below the bed of the
pipe so that the pipe may have a fair bearing on its shaft and does not rest upon its
socket. Such grip shall be of sufficient size in every respect to admit the hand all
around the socket in order to make the joint and the grip shall be maintained clear
until the joint has been approved by Owner/Engineer.
When welding is to be carried out with the pipes and specials in the trench, additional
excavation of not more than 60 cm in depth and 90 cm in length shall be made at
joints in order to facilitate welding.
The excess excavated material shall be carried away from site of works to a place up
to a distance as directed by Owner/Engineer. This shall be done immediately so as
not to cause any inconvenience to the public or traffic. If the instructions from
Engineer are not implemented within seven days from the date of instructions to cart
the materials and to clear the site, the same shall be carried out by Owner/Engineer
and any claim or dispute shall not be entertained in this respect.
D.6.6 DEWATERING
During the excavation, if subsoil water is met with Contractor shall have to provide
necessary equipment and laborers for dewatering the trenches/pits by bailing out
water or water mixed with clay; if pumping out subsoil water is found to be
necessary, Contractor shall provide sufficient number of pumps for the same. In both
the above cases the excavation shall be done to the required level and the pipes shall
be laid to proper alignment and gradient. Contractor shall also make necessary
arrangement for the disposal of drained water to nearby storm water drain or in a pit
if allowed by Owner/Engineer. In no case the water shall be allowed to spread over
the adjoining area. Before discharging this water into public sewer/drain, Contractor
shall take necessary permission from the local authorities.
D.6.7 SPECIAL FOUNDATION IN POOR SOIL
Where the bottom of the trench and sub-grade is found to consist of material which is
unstable to such a degree that in the opinion of Owner/Engineer, it cannot be
removed and replaced with an approved material thoroughly compacted in place to
support the pipe properly, a suitable foundation for the pipes, consisting of piling,
timbers or other materials, in accordance with relevant drawings and as instructed by
Owner/Engineer shall be constructed.
D.6.8 WOODEN SHORING
Contractor shall suitably design polling bards, walling and struts to meet different soil
conditions that might be encountered in excavating trenches/ pits. The horizontal
and vertical spacing of struts shall be such that not only the sides of trenches shall be
prevented from collapse but also easy lowering of pipe in trenches shall be ensured
without creating undue obstructions for the excavation of the work. Any
inconvenience and/or delay that might be caused in lowering pipes in trenches as a
result of adopting improper spacing of struts by Contractor shall be his sole
responsibility. No part of shoring shall be at any time be removed by Contractor
without obtaining permission from Owner/Engineer. While taking out shoring planks
the hollows of any form must simultaneously be filled in with soft earth well rammed
with rammers and with water.
Owner/Engineer may order portions of shoring to be left in the trenches/pits at such
places, where it is found absolutely necessary to do so to avoid any damage, which
may be caused to buildings, cables, gas-mains, water mains, sewers etc. in close
proximity of the excavation, by pulling out the shoring from the excavations.
Contractor shall not claim, on any reason whatsoever, for the shoring which may
have been left in by him at his won discretion.
D.6.9 STEEL PLATE SHORING
Where the subsoil conditions are expected to be of a soft and unstable character in
trench/pit excavation, the normal method of timbering may prove insufficient to
avoid subsidence of the adjoining road surfaces and other services. In such
circumstances Contractor will be required to use steel trench sheeting or sheet piling
adequately supported by timber struts, walling etc., as per the instructions, manner
and method directed by Owner/ Engineer. Contractor shall supply, pitch, drive and
subsequently remove trench sheeting or piling in accordance with other items of the
D.6.10 BONING STAVES AND SIGHT RAILS
In laying the pipes and fittings/specials the centre for each machinehole/chamber or
pipeline shall be marked by a peg. Contractor shall dig holes for and set up two
posts (about 100 x 100 x 1800 mm) at each machinehole/chamber or junction of
pipelines at nearly equal distance from the peg and at sufficient distances there from
to be well clear of all intended excavation, so arranged that a sight rail when fixed at
a certain level against the post shall cross the centre line of the machinehole/chamber
or pipelines. The sight rail shall not in any case be more than 30m apart.
intermediate rails shall be put up if directed by Owner/Engineer.
Boning staves of 75mm x 50 mm size shall be prepared by Contractor in various
lengths, each length being of a certain whole number of meters and with a fixed tee
head and fixed intermediate cross pieces, each about 300 mm long. The top-edge of
the cross piece must be fixed below the top-edge of the cross piece must be fixed
below the top-edge of the tee-head at a distance equal to the outside diameter of the
pipe or the thickness of the concrete bed to be laid as the case may be. The top of
cross pieces shall indicate different levels such as excavation for pipeline, top of
concrete bed, top of pipe etc. as the case may be.
The sight rail of size 250-mm x 40 mm shall be screwed with the top edge resting
against the level marks. The centre line of the pipe shall be marked on the rail and
this mark shall denote also the meeting point of the centre lines of any converging
pipes. A line drawn from the top edge of one rail to the top edge of the next rail shall
be vertically parallel with the bed of the pipe, and the depth of the bed of pipe at any
intermediate point may be determined by letting down the selected boning staff until
the tee head comes in the line of sight from rail to rail.
The post and rails shall be perfectly square and planned smooth on all sides and
edges. The rails shall be painted white on both sides and the tee-heads and crosspiece
of the boning staves shall be painted black.
For the pipes converging to a machinehole/chamber at various levels, there shall be a
rail fixed for every different level. When a rail comes within 0.60 M of the surface of
the ground, a higher sight-rail shall be fixed for use with the rail over the next point.
The posts and rails shall in no case be removed until the trench is excavated, the pipes
are laid and Owner/Engineer gives permission to proceed with the backfilling.
The type of bedding for pipes shall be as per Drawing and Schedule-B.
D.6.12 LAYING OF PIPES AND FITTINGS/SPECIALS
All precautions shall be taken during excavation and laying operations to guard
against possible damage to any existing structure/pipeline of water, gas, sewage etc.
After excavation of trenches, pipes shall not be lowered unless the dimensions of
trenches and bedding work for pipes at the bottom of the trenches are approved and
measured by Owner/Engineer. Pipes and fittings/specials shall be carefully lowered
in the trenches. Special arrangements such as cranes, tripods with chain pulley block
for lowering the pipes and fitting/specials shall be made by Contractor. In no case
pipes and fittings/specials shall be dropped. Slings of canvas or equally non-abrasive
material of suitable width or special attachment to fit the ends of pipes and
fittings/specials shall be used to lift and lower the coated pipes and fittings/specials.
The pipes and fittings/specials shall be inspected for defects and is rung with slight
hammer preferably while suspended to detect cracks. If doubt persists, further
confirmation shall be done by pouring a little kerosene /dye on the inside of the pipe
at the suspected spot. No sign of kerosene/dyke should appear on the outside surface.
Pipes and fittings/specials damaged during lowering or aligning shall be rejected by
Owner/Engineer.
All the pipes are to be laid perfectly true both in alignment and to gradient specified.
In case of spigot and socket pipe the socket end of the pipe shall face upstream,
except when the pipeline runs uphill in which case the socket ends should face the
upgrade. The laying of pipes shall always proceed upgrade of a slope. After placing
a pipe in the trench, the spigot end shall be centered in the socket and the pipe forced
home and aligned to required gradient. The pipes shall be secured in place with
approved backfill material tamped under it except at the socket. Pipes and
fittings/specials, which do not allow a sufficient and uniform space for joints, shall be
removed and replaced with pipes and fittings/specials of proper dimensions to ensure
such uniform space. Precautions shall be taken to prevent dirt from entering the
jointing space. At times when pipe laying is not in progress, the open ends of pipe
shall be closed by a watertight plug or other means approved by Owner/Engineer.
During the period that the plug is on, the Contractor shall take proper precautions
against floating of the pipe owing to entry of water into the trench. Wherever it is
necessary to deflect pipe from a straight line, either in the vertical or horizontal plane,
to avoid obstructions or where long radius curves are permitted the deflection
allowed at joints shall not exceed 2½%. In case of pipes, with joints to be made with
loose collars, the collars shall be slipped on before the next pipe is laid. The pipes
shall be laid such that the marking on pipes appears at the top of the pipes.
The cutting of pipe for inserting valves, fittings or specials shall be done in a neat and
workman like manner without damage to the pipe so as to leave a smooth end at right
angles to the axis of the pipe. For this purpose, pipe-cutting machine shall be used.
D.6.13 JOINTING
Jointing for pipes and fittings/specials shall be as per IS-783 (latest revision) done in
accordance with the relevant specifications depending upon the type of pipes being
Basic requirements for jointing the pipes are
a) Cleanliness of all parts , particularly joint surface.
b) Correct location of components.
c) Centralization of spigot within socket.
d) Provision of the correct gap between the end of the spigot and the back of the
socket to ensure flexibility at each joint.
e) Any lubricant used shall be approved as to composition and method of
D.6.14 TESTING AND COMMISSIONING
Testing and commissioning of pipes shall be as per IS-783 (latest Revision) clause
15.5 done in accordance with the relevant specifications.
CONTRACTOR'S SIGNATURE ADDL.CITY ENGINEER
& STAMP (North West Zone)
D-7 REINFORCED CEMENT CONCRETE PIPES
SOCKET & SPIGOT
This specification covers the requirements for manufacturing, testing, supplying,
jointing and testing at work sites of Reinforced Cement Concrete (RCC) pipes, of
both pressure and non pressure varieties used for pumping mains and gravity, sewers
and storm water drains. Laying of pipes and fittings/specials are covered in Technical
Specifications: Section-D6. The two parts are complementary and are to be read
together for a correct interpretation of the provisions of this specification.
D.7.1 APPLICABLE CODES
The manufacturing, testing, supplying, jointing and testing at work sites of RCC
pipes shall comply with all currently applicable statutes, regulations, standards and
codes. In particular, the following standards, unless otherwise specified herein, shall
be referred. In all cases, the latest revision of the codes shall be referred to. If
requirements of this specification conflict with the requirements of the codes and
standards, this specification shall govern.
D.7.2 MATERIALS
a) IS: 458 - Specification for precast concrete pipes (with and without reinf.)-2021
b) IS: 3597 -Method of tests for concrete pipes.
c) IS: 5382 -Specification for rubber sealing rings for gas mains, water mains and
d) IS: 516 -Method of test for strength of concrete.
D.7.3 CODE OF PRACTICE
a) IS: 456 -Code of practice for plain and reinforced concrete
b) IS: 783 -Code of practice for laying of concrete pipes
Design of RCC pipes including reinforcement details and the ends of pipes shall be in
accordance with the relevant clauses of IS: 458-2021.
D.7.5 MANUFACTURING
Pipe should be with ISI mark confirming to IS-458-2021. Pipe can be
manufactured by spinning process or by vibrated casting process.
The method of manufacture shall be such that the form and the dimensions of the
finished pipes are accurate within the limits specified in relevant clause of IS:
The surfaces and edges of the pipes shall be well defined and true, and their ends
shall be square with the longitudinal axis. The ends of the pipes shall be further
reinforced by an extra ring of reinforcement to avoid breakage during transportation.
The RCC pipes and rubber rings shall be systematically checked for any
manufacturing defects by experienced supervisors so as to maintain a high standard
Owner/Engineer shall at all reasonable times have free access to the place where the
pipes and collars/rubber rings are manufactured for the purpose of examining and
testing the pipes and collars/rubber rings and of witnessing the test and
All tests specified either in this specification or in the relevant Indian Standards shall
be performed by the supplier/contractor at his own cost and in presence of
Owner/Engineer if desired. For this, sufficient notice before testing of the pipes and
fittings shall be given to Owner/Engineer.
If the test is found unsatisfactory, Owner/Engineer may reject any or all pipes of that
lot. The decision of Owner/Engineer in this matter shall be final and binding on
Contractor and not subject to any arbitration or appeal.
D.7.6 MATERIALS
Cement used for the manufacture of RCC pipes should be OPC and shall confirm to
relevant IS codes.
Aggregates used for the manufacture of RCC pipes shall conform to IS:383. The
maximum size of aggregate should not exceed one-third the thickness of the pipe or
20 mm, whichever is smaller.
Mixing and Curing Water
Water shall be clean, colorless and free from objectionable quantities of organic
matter, alkali, acid, salts or other impurities that might reduce the strength, durability
or other desirable qualities of concrete and mortar.
Reinforcement used for the manufacture of the RCC pipes shall be mild steel Grade I
or medium tensile steel bars conforming to IS: 432 (Part-I) or hard-drawn steel wire
conforming to IS: 421 (Part-2). Reinforcement cages for pipes shall be as per
relevant requirements of IS:
Concrete used for the manufacture of RCC pipes shall conform to IS: 456. The
minimum cement content and minimum compressive strength of concrete shall be as
per relevant requirements of IS:458 (Latest Edition). Compressive strength tests shall
be conducted on 15 cm cubes in accordance with the relevant requirements of IS:
Rubber ring chords used in pipe joints shall be EPDM rubbering as per IS 5382 :
Pipes manufactured in compliance with IS:458 (Latest Edition) shall be either water
cured or steam cured for minimum stipulated curing period in accordance with
relevant requirements of the latest revised IS:458 (Latest Edition).
D.7.8 DIMENSIONS
The internal diameter, wall thickness and length of barrel and collar of pipes,
reinforcement (longitudinal and spiral), type of ends and minimum clear cover to
reinforcement and strength test requirements shall be as per the relevant
clauses/tables of IS: 458 for different classes of pipes.
Table – 3 of IS-458-2021
Design and Strength Test Requirements of Concrete Pipes of Class NP3
Reinforced Concrete, Medium Duty, Non-Pressure Pipes made by spinning process
Internal Barrel Reinforcements Strength Test Requirements
Diameter Wall for Three Edge Bearing Test
of Pipes in Thickness Longitudinal, Mild Spirals, Load to Produce Ultimate
mm Steel or Hard Drawn Hard 0.25 mm Crack Load
Steel Draws kN/linear metre
Minimum Kg/linear Kg/linear kN/linear
number metre metre metre
1. If mild steel is used for spiral reinforcement, the weight specified under col.5 shall be
increased to 140/125.
2. The longitudinal reinforcement given in this table is valid for pipes upto 2.5 m. effective
length for internal diameter of pipe upto 250 mm and upto 3 m. effective length for higher
diameter pipes.
3. Total mass of longitudinal reinforcement shall be calculated by multiplying the values given
in col.4 by the length of the pipe and then deducting for the cover length provided at the two
4. Concrete for pipes shall have a minimum compressive strength of 35 N/mm2 at 28 days.
Table – 5 of IS- 458-2021
Design and Strength Test Requirements of Concrete Pipes of Class NP3
Reinforced Concrete, Medium Duty, Non-Pressure Pipes Made by Vibrated Casting Process
Internal Minimum Reinforcements Strength Test Requirements
Diameter Barrel for Three Edge Bearing Test
of Pipes in Wall Longitudinal, Mild Spirals, Load to Produce Ultimate
mm Thickness Steel or Hard Drawn Hard 0.25 mm Crack Load
Steel Draws kN/linear metre kN/linear
Minimum Kg/linear Kg/linear
number metre metre
Note : Concrete for pipes shall have a minimum compressive strength of 35 N/mm 2 at
Table – 6 of IS-458-2021
Design and Strength Test Requirements of Concrete Pipes of Class NP4
Reinforced Concrete, Heavy Duty, Non-Pressure Pipes
Internal Minimum Reinforcements Strength Test Requirements
Diameter Barrel for Three Edge Bearing Test
of Pipes in Wall Longitudinal, Mild Spirals, Load to Produce Ultimate
mm Thickness Steel or Hard Drawn Hard 0.25 mm Crack Load
Steel Draws kN/linear metre kN/linear
Minimum Kg/linear Kg/linear
number metre metre
Note : 1. If mild steel is used for spiral reinforcement, the weight specified under col.5 shall be
increased to 140/125.
2. The longitudinal reinforcement given in this table is valid for pipes upto 2.5 m.
effective length for internal diameter of pipe upto 250 mm and 3 m. effective length
for higher diameter pipes.
3. Total mass of longitudinal reinforcement shall be calculated by multiplying the
values given in col.4 by the length of the pipe and then deducting for the cover length
provided at the two ends.
4. Concrete for pipes shall have a minimum compressive strength of 35 N/mm2 at
Table – 8 of IS-458-2021
Design and Strength Test Requirements of Concrete Pipes of Class NP4
Reinforced Concrete, Heavy Duty, Non-Pressure Pipes
made by Vibrated casting process
Internal Minimum Reinforcements Strength Test Requirements
Diameter Barrel for Three Edge Bearing Test
of Pipes in Wall Longitudinal, Mild Spirals, Load to Produce Ultimate
mm Thickness Steel or Hard Drawn Hard 0.25 mm Crack Load
Steel Draws kN/linear metre kN/linear
Minimum Kg/linear Kg/linear
number metre metre
Note : Concrete for pipes shall have a minimum compressive strength of 35 N/mm 2 at
The tolerances regarding overall length, internal diameter of pipes or sockets and
barrel wall thickens shall be as per relevant clause of IS:
D.7.9 WORKMANSHIP AND FINISH
Pipes shall be straight and free from cracks except that craze cracks may be permitted.
The ends of the pipes shall be square with their longitudinal axis so that when placed
in a straight line in the trench no opening between ends in contact shall exceed 3 mm
in pipes up to 600 mm diameter (inclusive), and 6 mm in pipes larger than 600 mm
The outside and inside surfaces of the pipes shall be smooth, dense and hard, and
shall not be coated with cement wash or other preparation unless otherwise agreed to
between Owner/Engineer and the manufacturer or supplier.
The pipes shall be free from defects resulting from imperfect grading of the
aggregate, mixing or moulding.
The pipes shall be free from local dents or bulges greater than 3 mm in depth and
extending over a length in any direction greater than twice the thickness of barrel.
The deviation from straight in any pipe throughout its effective length, tested by
means of a rigid straight edge parallel to the longitudinal axis of the pipe shall not
exceed, for all diameters 3 mm forever meter run.
All pipes for testing purposes shall be selected at random from the stock of the
manufacturer and shall be such as would not otherwise be rejected under the criteria
of tolerances as mentioned in IS:458 (Latest Edition).
During manufacture, tests on concrete shall be carried out as per IS:456. The
manufacturer shall supply, when required to do so by Owner/Engineer the results of
compressive tests of concrete cubes and split tensile tests of concrete cylinders made
from the concrete used for the pipes. The manufacturer shall supply cylinders or
cubes for test purposes required by the Owner/Engineer and such cylinders or cubes
shall withstand the tests prescribed by the manufacturer for the hydrostatic test
pressure. For non-pressure pipes, 2 percent of the pipes shall be tested for hydrostatic
The specimen of pipes for the following tests shall be selected in accordance with
relevant Clause of IS:458 (Latest Edition)and tests in accordance with the methods
described in IS:3597.
i) Hydrostatic test
ii) Three edge bearing test
iii) Absorption test
Note: Three edge bearing strength to produce 0.25 mm crack in case of special
design of pipes shall be as per IS:458:2003.
For Inspection at manufacturing site 24 hrs. access shall be provided to AMC
Engineers as well as engineer appointed by PMC/TPI agency. Apart from this AMC
will establish its own pipe testing facility where pipes will be randomly tested. The
cost of transporting the pipe to the testing facility & testing charges shall be borne by
the contractor.
D.7.11 SAMPLING AND INSPECTION
In any consignment, all the pipes of same class and size and manufactured under
similar conditions of production shall be grouped together to constitute a lot. The
conformity of a lot to the requirements of this specification shall be ascertained on
the basis of tests on pipes selected from it.
The number of pipes to be selected from the lot for testing shall be in accordance with
Table 15 of IS:458 (Latest Edition).
Pipes shall be selected at random. In order to ensure randomness, all the pipes in the
lot may be arranged in a serial order and starting from any pipe, every ‘n’th pipe be
selected till the requisite number is obtained, n being the integral part of N/n, where
N is the lot size and n is the sample size.
All pipes selected as per IS : 458 shall be inspected for dimensional requirements,
finish and deviation from straight. A pipe failing to satisfy one or more of these
requirements shall be considered as defective.
The number of pipes to be tested for tests under IS : 458 shall be in accordance with
column 4 of Table 15 of IS:458 (Latest Edition). These pipes shall be selected from
pipes that have satisfied the requirements mentioned in Clause above.
A lot shall be considered as conforming to the requirements of IS:458 (Latest Edition)
of the following conditions are satisfied.
(m) The number of defective pipes shall not be more than the permissible number
given in column 3 of Table 15 of IS:458 (Latest Edition).
(n) All the pipes tested for various tests as per IS-458 shall satisfy corresponding
requirements of the tests.
(o) In case the number of pipes not satisfying requirements of any one or more
tests, one or two further samples of same size shall be selected and tested for
the test or tests in which failure has occurred. All these pipes shall satisfy the
corresponding requirements of the test.
The following information shall be clearly marked on each pipe :
b) Internal diameter of pipe
c) Class of pipe
d) Date of manufacture, and
e) Name of manufacturer or his registered trademark or both.
D.7.13 LAYING OF PIPES
The laying of RCC pipes shall conform to Technical Specifications: Section-D-6.
D.7.14 JOINTING
Jointing of RCC pipes shall be done with OPC cement only and as per the
requirements of following specifications and as per the relevant IS. The type of joints
shall be as below. After jointing, extraneous material, if any, shall be removed from
the inside of the pipe and the newly made joints shall be thoroughly cured. In case,
rubber-sealing rings are used for jointing, these shall conform to IS 5382 and shall be
of such type as mentioned in IS-458:2003.
D.7.15 FLUSH JOINT (INTERNAL)
This joint shall be generally used for culvert pipes of 900-mm diameter and over. The
ends of the pipes are specially shaped to form a self-centering joint with an internal
jointing space 13-mm wide. The finished joint is flush with both inside and outside
with the pipe wall. The jointing space is filled with cement mortar in the proportion
as specified in IS-458-2003, mixed sufficiently dry to remain in position when forced
with a trowel or rammed.
FLUSH JOINT (EXTERNAL)
This joint is suitable for pipes which are too small for jointing from inside. This joint
is composed of specially shaped pipe ends. Each end shall be butted against each
other and adjusted in correct position. The jointing space shall then be filled with
cement mortar as specified in IS-458-2003, sufficiently dry and finished off flush.
Great care shall be taken to ensure that the projecting ends are not damaged as no
repairs can be readily affected from inside the pipe.
SPIGOT AND SOCKET JOINT (FLEXIBLE)
The RCC pipe with the rubber ring accurately positioned on the spigot shall be
pushed well home into the socket of the previously laid pipe by means of uniformly
applied pressure with the aid of a jack or similar appliance. The RCC pipes shall be
of spigot and socket type and rubber rings as specified in IS-458-2003, shall be used,
and the manufacturers instructions shall be deemed to form a part of these
specifications. The rubber rings shall be lubricated before making the joint and the
lubricant shall be soft soap water or an approved lubricant supplied by the
Socket & Spigot NP3 & NP4 pipe with rubber ring roll on joint for diameter upto
mm should be provided as per table 14 pf IS 458 :
Socket & spigot NP3 & NP4 pipe with rubber ring confined joint for diameter
mm to 2200 mm should be provided as per Table -17 of IS 458:2003.
D.7.16 CLEANING OF PIPES
As soon as a stretch of RCC pipes has been laid complete from Machinehole to
Machinehole or for a stretch as directed by Owner/Engineer, contractor shall run
through the pipes both backwards and forwards a double disc or solid or closed
cylinder 75 mm less in diameter than the internal diameter of pipes. The open end of
the incomplete stretch of pipeline shall be securely closed as may be directed by
Owner/Engineer to prevent entry of mud or silt etc.
If as a result of the removal of any obstructions Owner/Engineer considers that
damages may have been caused to the pipelines, he shall be entitled to order the
stretch to be tested immediately. Should such test prove unsatisfactory, contractor
shall amend the work and carry out such further tests as are required by
Owner/Engineer.
It shall also be ascertained by contractor that each stretch from Machinehole to
Machinehole or the stretch as directed by Engineer is absolutely clear and without
any obstruction by means of visual examination of the interior of the pipeline suitably
enlightened by projected sunlight or otherwise.
D.7.17 TESTING AT WORK SITE
After laying and jointing of RCC pipes is completed the pipeline shall be tested at
work site as per the following specifications and as directed by Owner/Engineer. All
equipment for testing at work site shall be supplied and erected by contractor. Water
for testing of pipes shall be arranged by him. Damage during testing shall be
contractor’s responsibility and shall be rectified by him to the full satisfaction of
Owner/Engineer. Water used for test shall be removed from pipes and not released to
the excavated trenches.
After the joints have thoroughly set and have been checked by Owner/Engineer and
before backfilling the trenches, the entire section of the sewer or storm water drain
shall be proved by contractor to be water tight by filling in pipes with water to the
level of 1.50 m above the top of the highest pipe in the stretch and heading the water
up for the period of one hour. The apparatus used for the purpose of testing shall be
approved by Owner/Engineer. Contractor if required by Owner/Engineer shall
dewater the excavated pit and keep it dry during the period of testing. The loss of
water over a period of 30 minutes should be measured by adding water from a
measuring vessel at regular 10 minutes intervals and noting the quantity required to
maintain the original water level. For the approval of this test the average quantity
added should not exceed 1 litre/hour/100 linear metres/10 mm of nominal internal
diameter. Any leakage including excessive sweating which causes a drop in the test
water level will be visible and the defective part of the work should be removed and
In case of pressure pipeline the completed stretch of pipeline shall be tested for site
test pressure as specified in IS-458-2003. The site test pressure should not be less
than the maximum operating pressure plus the calculated surge pressure, but in no
case should it exceed the hydrostatic test pressure as specified in IS:458 (Latest
D.7.18 MEASUREMENT
All RCC pipes shall be measured according to the work actually done and no
allowance will be made for any waste in cutting to the exact length required. The
measurement for pipes shall be in running meter nearest to a cm. of length along the
centre line of pipe as actually laid at work sites.
The rate for providing, laying and jointing of RCC pipes shall be deemed to include
the cost of rubber rings, jointing material, testing and extra excavation required for
ordinary bedding of pipes and also for pipe sockets, if any.
If any damage is caused to the pipeline during the execution of work or while
cleaning/testing the pipeline as specified. Contractor shall be held responsible for
the same and shall replace the damaged pipeline and retest the same at his own
cost to the full satisfaction of Engineer.
Water for testing of pipeline shall be arranged by Contractor at his own cost.
Pipes shall be brought on site proportionate to the required progress for Thirty
CONTRACTOR'S SIGNATURE ADDL.CITY ENGINEER
& STAMP (North West Zone)
D-8 : JUNCTION MACHINEHOLE, SCRAPER MACHINEHOLE, FRC
MACHINEHOLE SEAT AND COVER & VENTILATING COLUMN
D.8.0 MATERIALS :
Water shall conform to M-1, Cement Conform to M-2, Stone coarse aggregate of
mm nominal size shall conform to M-5A, Grit shall conform to M-4, Steel
reinforcement shall conform to M-9-12. Flyash brick shall conform to M-8A,
Cement mortar of specified proportion shall conform to M-6.
Machinehole cover with frame of required size and weight shall be procured by the
D.8.1 WORKMANSHIP :
The machinehole of different types and sizes as specified shall be constructed in
sewer line at such place and to such levels and dimension as shown in drawing or as
Excavation :- The excavation for construction of machinehole including
dismantling of all types of roads surface guarding, barricading, lightening the
trenches, dewatering if required, removing and replacing, shifting of
telephone/electric cables, pipe line etc. and all other safety provisions like shoring
and strutting etc. till refilling of trenches and completion of machinehole
construction, stacking of excavated stuff within the specified lead, back filling of
selected excavated earth, watering and consolidation etc. complete shall be carried
out as per relevant specification of Excavation.
Concrete work :- Brick bats cement concrete (1:5:10) for C.C. channel (1:2:4)
finished, slab in C.C. 1 : 1.5 : 3 by volume with necessary centering and shuttering
work shall be provided. It should be placed deemed and or vibrated and cured as
directed by engineer in charge.
D.8.2 REINFORCEMENT :
All the reinforcement bars shall be accurately placed in exact position shown on the
drawings and shall be securely held in position during placing of of concrete by
annealed No. 1 binding wire not less than 1 mm is size and by using stay block or
chair spacers, metal hangers, supporting wires or other approved devices it
sufficiently close intervals. Bars shall not be allowed to sag between supports nor
displaced during concrete of any other operation of the work. Reinforcement after
being placed in position shall be maintained in a clean condition until completely
embedded in concrete. Special care shall be exercised to prevent any
displacement of reinforcement in concrete already placed. To prevent
reinforcement from corrosion, concrete cover shall be provided as indicated on
Bars shall be bent cold to specified shape and dimensions or as directed, attain proper
radius of bends, Bars shall not be bent or straightened in a manner that will injure the
material. Bars bend during transport of handling shall be straightened before being
used on the work. Unless other wise specified for mild steel a `U' type hook at the
end of each bar shall invariably be provided to main reinforcement.
In case which are not round and in case of deformed bars, the diameter shall be
taken as the diameter of circle having an equivalent effective area. The cold twisted
steel bars shall be used or without hooks at the ends. Deformed bars without hooks
shall however, comply with relevant anchorage requirements.
Bars crossing each other where required shall be secured by binding wires
(annealed) of size not less than 1 mm in such a manner that they do not slip over
each other at the time of fixing and concreting.
As far as possible bars of full length shall be used. In case this not possible
overlapping of bars shall be done as directed. The overlaps shall be staggered for
different bars and located at points along the span where shear not bending moment
When permitted or specified on the drawings joints of reinforcement bars
shall butt welded so as to transmit their full stresses. Welded joints shall preferably
located at points when steel will not be subject to more than 75 percent of the
maximum permissible stresses and welds so staggered that at any one section not
more than 20 percent of the rods are welded. It shall be ensured that no voids are
left in welding and when welding is done in two or three stages, previous surface
shall be cleaned properly. Ends of the bars shall be cleaned of all loose scale, rust,
grease, paint and other foreign matter before welding. Only competent welders shall
be employed on the work.
D.8.3 BRICK MASONARY WORK :
Before masonary is to be laid on concrete footing the top of concrete shall be
cleaned and moistened. The contractor shall obtain the Engineer's approval for one
foundation, bed, before foundation masonary is started.
Wetting of Bricks : The brick required for masonary shall be throughly wetted with
clean water for amount two hours before use or as directed. The cassation of
bubbles, when the bricks are wetted with water is an indication of through wetting
Brick shall be laid in English bond unless directed otherwise. Half or out bricks shall
not be used except when necessary to complete to bond. Closers in such case shall
be cut to required size and used bear the ends of walls.
A layer of mortar shall be spread on full width for suitable length of the lower course,
each brick shall first be properly bedded and set home by gently tamping with handle
of trowel of wooden mallet. Its inside face shall be flushed with mortar the next
brick is laid and pressed again it. On completion of course, the vertical joints
shall be fully sealed from the top with mortar.
The wall shall be taken up truly in plumb. All corners shall be laid truly horizontal
and all vertical joint shall be truly vertical. Vertical joints in alternate course shall
generally be directly one over the other. The thickness of brick course shall be kept
The bricks shall be laid with from up wards. A set of tools comprising of wooden
straight edges, monsoon spirit level, square half meter rub, and pins string and
plumb shall be kept on the site of work for frequent checking during the progress of
Both the faces of walls of thickness greater than 23 cms. shall be kept in proper
place. All the connected brick work shall be kept not more than one meter over the
rest of the work. Where this is not possible the work shall be raked back according
to bond (and not left toothed) at an angle not stoper than 45 degrees.
All fixtures like pipe inlet and outlet, PVC steps, machinehole cover and frame etc.
which are required to be built in wall shall be embeded in cement mortar.
Brick shall be so laid that all joints shall not exposed 12 mm. The face joints shall be
raked out as directed by raking tool daily during the progress of work, when the
mortar in still green so as to provided key for plaster or ponting to be done.
For the face of brick work, plastering is to be done joints shall be racked out to a
depth not less than thickness of joints. The face of brick work shall be cleaned
and mortar dropping removed on very same day that brick work is laid.
D.8.4 PLASTER WORK :
The surface shall be cleaned of all dust, loose mortar droppings, traces of algae
afflorseence and other foreign mortar by water or by brushing. Smooth surface shall
be roughened by wire brushing of it is not hard any by backing if it is har. In case
of concrete surface, if a chemical retarder has been applied to the form work. The
surface shall be roughened by wire brushing and all the resulting dust and loose
particles cleaned off and care shall be taken that done of the reerarders is left on the
surface. Trimming of projections on brick/concrete surface where necessary shall
be carried out to get an even surface.
The work shall be soaked but only damped evenly before applying the plaster. If the
surface become dry, such areas shall be moistened again.
The plaster about 15 x 15 cms. shall be first applied horizontally and vertically
at not more than 2 meters intervals over the entire surface to serve as gauge. The
surface of these gauges shall be truly in plane of the finished plastered surface.
The mortar shall than be applied in uniform surface slightly more than the
specified thickness, then brought to a true surface be working a wooden straight
edge reaching acress the gauges with small upward and sideways movements at a
time. Finally, the surface shall be finished off true with a trowel of wooden float
accordingly excessive trowelling of over working the float shall be avoided. All
corners arrises angles and junctions shall be truly vertical of horizontal as the case
may be and shall be carefully finished. Rounding or chambering conners, arrises
junctions etc. shall be carried out with proper templates the size required.
Cement mortar for plaster shall be used within half an hour after addition of
water. And mortar for plaster which is partially set shall be rejected and removed
forthwith from the site.
In suspending the work at the end of the day, the plaster shall be left out clean to the
line both horizontally and vertically, when recommending the plaster the edge of the
old work shall be scraped clear and wetted with cement putty before plaster is
applied to the adjustment areas to enable the two to properly together. Plastering
work shall be closed at the end of the day on the body of the wall and nearer than
cm. to any corners of arises. It shall not be closed on the body of features such as
plaster bends and cornices not at the corners or arises. Horizontal joints in
plaster work shall not also occure on walls and copings these invariably leads to
leakage. No portion of the surface shall be deft out initially to be packed up latter
D.8.5 FIXING OF M.S. STEEL HDPE COATED STEPS AND MACHINEHOLE
During the construction of masonary wall of the machinehole the cement mortar of
required proportion shall be used for embedding the M.S Steel HDPE coated steps in
the wall masonary. The spacing of steps in the masonary shall be 300 mm centre
to centre in the staggered position in the vertical direction with two staggered
rows at 385 mm centre to centre in the horizontal direction the top of the
machinehole shall not be more than 300 mm above the benching and the centre line
of two staggered raws shall be the centre line of the shorter side of machinehole
frame in the roof of chamber.
During fixing of the steps, the wall should not be damaged and shall not vibrate or
shall not shake during ascents and descents otherwise they shall have to be
refixed correctly as per the drawings or as mentioned above.
Machinehole frame shall be firmly and securely laid on top of shafts of conical tops
in 25 mm thick cement mortar and shall be embeded in 200 mm the cement
concrete of proportion 1:2:4 (1 Cement : 2 coarse sand : 4 Kapchi as aggregate of
mm nominal size) in such a way that the top of M.H. frame shall be flush with
concrete surface and top surface neatly finished 15 mm thick with cement mortar
1:3 in conformity with ground or road levels.
D.8.6 OTHER REQUIREMENTS :
As per line and level and size of the machinehole pit shall be excavated as per
drawing or as ordered by the Engineer.
The foundation concrete 1:5:10 with required thickness as per drawing or as
directed shall be laid after compacting the bottom of the pit. The cement concrete
shall conform to specified specification of Cement Concrete.
The clear inside chamber size of opening shall be as per the drawing or as directed
by the Engineer-in-charge.
The masonary wall shall be plastered inside with 15 mm thick 1:3 cement mortar and
outside 15 mm thick in C.M. (1:3) above coping level. The off set for the concrete
foundation shall be 300 mm on all sides beyond walls of chamber.
Whenever pipes enter or leave the masonary chamber bricks on edge must be so
laid around the upper half of the pipes so as to form the arch to prevent the weight of
the masonary chamber over it.
On the top of masonary walls 1:5 cement mortar shall be laid and then R.C.C. slab of
grade 1:2:4 necessary and as directed by the Engineer with coarse aggregate of trap
metal of 20 mm nominal shall be laid necessary from work and centering shall have
to be provided by the contractor at his own cost as per relevant specification of
cement concrete.
In the bottom of machinehole the channel and benching shall be done in C.C. 1:2:4
(1 Cement : 2 Coarse sand : 4 graded stone aggregate of 20 mm nominal size)
rising at a step in line from edge of the channel, the channel of the bottom of the
chamber shall be plastered 15 mm thick in C.M. 1:3 (1 Cement : 3 fine sand) and
steel trowel smooth.
Channels shall be in semi circular in the bottom half and a diameter equal to the
sewer. Above the horizontal diameter, the side shall be extended vertically to the
same level as the crown of the out going pipe and the top edge shall be suitably
rounded off. The branch channels shall also be similarly constructed with respect
to the benching but at their junctions with the main channel an appropriate fall
suitably rounded off in the direction of flow in the main channel shall be given.
For conical shaft of machinehole necessary conical portion shall be treated from
750 mm below the bottom of concrete of slab for fixing of machinehole cover and
The item includes curing of all the cement work for 14 days.
D.8.7 MODE OF MEASUREMENTS & PAYMENTS :
Payment shall be made on the basis as per number of masonary machineholes
chamber Constructed with all constructing materials labours, excavation refilling
curing, finishing, providing and fixing M.S Steel HDPE coated steps, constructing
laying half round gutter, fixing R.C.C. machinehole cover etc. complete in all
The item will be paid per No. of construction of complete masonary machinehole
chamber as shown in the drawing upto the depth specified and shown in the type
design drawing.
The measurements shall be made for such number of chambers construction. The
surplus excavated stuff shall be disposed of as directed by Engineer-in-charge.
The depth of machineholes shall be the distance between the top of machinehole
and the invert level of the main drain. The rate includes all labours, materials, tools
and plant etc. required for satisfactory completion of this item as directed above.
The item includes :-
(i) Excavation for machinehole
(ii) Bed concrete, slab concrete and copping with necessary reinforcement.
(iii) Necessary brick work with cement plaster inside and outside.
(iv) Providing and fixing M.S Steel HDPE coated steps
(v) Carting, conveying and fixing of machinehole frame cover with necessary
concrete and finishing.
(vi) Refilling with necessary watering and consolidation.
(vii) Curing for 14 days.
D.8.8 FIBRE REINFORCED CONCRETE :
Frame and Cover – The fibre reinforced concrete frame and cover shall be
mm dia. Heavy duty type (circular-HD-20) as per IS:12592-2002. The dimensions
of frame shall as per table-1 of clause 5.2 of IS-12592. The load test shall be as per
table-2 of IS : 12592-2002.
Table No. 2 – Test Load and Diameter of Block
Grade of Type Load Diameter of
LD-2.5 Rectangular, square or circular 25
MD-10 Rectangular or circular 100
HD-20 Rectangular, square or circular 200
EHD-35 Rectangular, square or circular 350
The cover should have suitable lifting arrangement. The FRC frame and cover shall
be paid on number basis of completed item at site.
D.8.9 PRECAST RCC MACHINEHOLE:
The Precast RCC Machinehole should be constructed in RCC M 40 grade concrete.
Specifications for material used for Precast machinehole shall be as per detail
specification of material. Specification for concrete work and reinforcement work
shall be as per D-9. For all the requirement of Precast reinforced concrete
machineholes shall be as per ASTM Designation : C478-09 should be followed. The
payment shall be made on number basis. The same rate shall be applicable for depth.
+ 0.5 m. than mentioned in the item.
D.8.10 MILD STEEL VENTILATING COLUMN
Vent column shall be erected at such places as shown on relevant drawings (the
detailed drawings will be furnished during execution of the work) and as directed by
the Engineer-in-charge.
Mild steel Vent Column
Mild steel vent column shall be of 150 mm diameter and 12 m. height from ground
level with C. I. Ornamental cap. This shall be fixed firmly and encased in cement
concrete of M15 grade as shown on relevant drawing with necessary mild steel bolts,
plates etc. for foundation. The Vent Column shall be painted with one coat of silver
paint over one coat of red lead oxide paint. The Vent Column shall be connected to
machinehole by 150 mm diameter glazed stoneware pipe encased by M10 concrete of
150 mm thickness all around as per drawing and as directed by Engineer-in-charge.
Jointing Stoneware Pipes
The salt glazed stoneware pipes and fittings shall conform to IS : 651. The spigot and
socket joints of stoneware pipes shall be of rigid type and shall be caulked with tarred
gasket (prepared ready for use before being brought on the work) in one length for
each joint and sufficiently long to entirely surround the spigot end of the pipe. The
gasket should be driven upto one fourth depth of socket by means of caulking tools.
After the pipes are thoroughly cleaned and moistened, mixture of one part of cement
and one part of clean fine sand tempered with just sufficient water to have a
consistency of semi-dry condition should be foreced into the joint and well rammed
with caulking tools, so that the whole space around the spigot and socket is
completely filled with lightly caulked mortar and the joints shall be finished off with
a splayed fillet sloping at 45 degrees to the side of the pipe. The joint shall be
thoroughly cured. The laying, jointing and testing of stoneware pipes and fittings
shall be as per IS :
The rate quoted in Schedule of Quantities and Rates for mild steel Vent Column shall
deem to include the cost of Vent Column with C. I. Ornamental cap and / or base
including M. S. bolts and plates, necessary excavation, dewatering, backfilling,
foundation, stoneware pipe connection to machinehole inclusive of concrete
encasement, painting, erecting etc. complete. The measurement for Vent Column
shall be per number basis. The measurement for Vent Column shall be per number
If any damage is caused to the other services such as water supply pipeline, sewer,
cable etc. during the construction of machineholes and erection of Vent Columns,
Contractor shall be held responsible for the same and shall replace the damaged
services at his own cost to the full satisfaction of the Engineer-in-charge.
CONTRACTOR'S SIGNATURE ADDL.CITY ENGINEER
& STAMP (North West Zone)
D-9 : CONCRETE WORKS
D.9.1.1 This Specification covers the general requirements for concrete using on-site production
facilities including requirements in regard to the quality, handling, storage of ingredients,
proportioning, batching, mixing, transporting, placing, curing, protecting, repairing,
finishing and testing of concrete; form work; requirements in regard to the quality,
storage, bending and fixing of reinforcement; grouting as well as mode of measurement
and payment for complete works.
D.9.1.2 It shall be very clearly understood that the specifications given herein are brief and do not
cover minute details. However, all work shall have to be carried out in accordance with
the relevant standards and codes of practices or in their absence in accordance with the
best accepted current engineering practices or as directed by Engineer from time to time.
The decision of Engineer as regards the specification to be adopted and their
interpretation and the mode of execution of work shall be final and binding on Contractor
and no claim whatsoever will be entertained on this account.
D.9.2 APPLICABLE CODES AND SPECIFICATIONS
D.9.2.1 The following specifications, standards and codes, including all official amendments /
revisions and other specifications and codes referred to therein, should be considered a
part of this specification. In all cases the latest issue / edition / revision shall apply. In
case of discrepancy between this specification and those referred to herein below or other
specifications forming a part of this bid document, this specification shall govern.
D.9.2.2 Code for Materials
1. IS : 269 - Specification for 33 grade ordinary portland cement
2. IS : 455 - Specification for portland slag cement
3. IS : 1489 - Specification for portland pozzolana cement
4. IS : 8112 - Specification for 43 grade ordinary portland cement.
5. IS : 12330 - Specification for sulphate resisting portland cement
6. IS : 383 - Specification for coarse and fine aggregates from
natural sources for concrete.
7. IS : 432 - Specification for mild steel and medium tensile steel
(Part 1 and 2) bars and hard drawn steel wires for concrete
8. IS : 1786 - Specification for high strength deformed steel bars
and wires for concrete reinforcement.
9. IS : 1566 - Specification for hard drawn steel wire fabric for
concrete reinforcement.
10. IS : 9103 - Specification for admixtures for concrete.
11. IS : 2645 - Specification for integral cement water proofing
12. IS : 4990 - Specification for plywood for concrete shuttering
13. IS : 12269 - Specification for 53 grade ordinary portland cement.
D.9.2.3 Code for Material Testing
1. IS : 4031 - Methods of physical tests for hydraulic cement.
(Parts 1 to 15)
2. IS : 4032 - Methods of chemical analysis of hydraulic cement.
3. IS : 650 - Specifications for standard sand for testing of
4. IS : 2430 - Methods for sampling of aggregates for concrete.
5. IS : 2386 - Methods of test for aggregates for concrete.
6. IS : 3025 - Methods of sampling and test (physical and
chemical) water used in industry.
7. IS : 6925 - Methods of test for determination of water soluble
chlorides in concrete admixtures.
D.9.2.4 Code for Materials Storage
1. IS : 4082 - Recommendations on stacking and storing of
construction materials at site.
D.9.2.5 Code for Concrete Mix Design
1. IS : 10262 - Recommended guidelines for concrete mix design.
2. SP : 23 - Handbook on Concrete Mixes.
D.9.2.6 Code for Concrete Testing
1. IS : 1199 - Method of sampling and analysis of concrete.
2. IS : 516 - Method of test for strength of concrete
3. IS : 9013 - Method of making, curing and determining
compressive strength of accelerated cured concrete
test specimens.
4. IS : 8142 - Method of test for determining setting time of
concrete by penetration resistance.
5. IS : 9284 - Method of test for abrasion resistance of concrete.
6. IS : 2770 - Methods of testing bond in reinforced concrete.
D.9.2.7 Code for Equipment
1. IS : 1791 - Specification for batch type concrete mixers.
2. IS : 2438 - Specification for roller pan mixer.
3. IS : 4925 - Specification for concrete batching and mixing plant.
4. IS : 5892 - Specification for concrete transit mixer and agitator.
5. IS : 7242 - Specification for concrete spreaders.
6. IS : 2505 - General Requirements for concrete
vibrators : Immersion type.
7. IS : 2506 - General Requirements for screed board concrete
8. IS : 2514 - Specification for concrete vibrating tables.
9. IS : 3366 - Specification for pan vibrators.
10. IS : 4656 - Specification for form vibrators for concrete.
11. IS : 11993 - Code of practice for use of screed board concrete
12. IS : 7251 - Specification for concrete finishers.
13. IS : 2722 - Specification for portable swing weigh batchers for
concrete (single and double bucket type).
14. IS : 2750 - Specification for steel scaffoldings.
D.9.2.8 Codes of Practice
1. IS : 456 - Code of practice for plain and reinforced concrete.
2. IS : 457 - Code of practice for general construction of plain and
reinforced concrete for dams and other massive
3. IS : 3370 - Code of practice for concrete structures for storage of
(Parts 1 to 4) liquids.
4. IS : 3935 - Code of practice for composite construction.
5. IS : 2204 - Code of practice for construction of reinforced concrete
6. IS : 2210 - Criteria for the design of reinforced concrete shell
structures and folded plates.
7. IS : 2502 - Code of practice for bending and fixing of bars for
concrete reinforcement.
8. IS : 5525 - Recommendation for detailing of reinforcement in
reinforced concrete works.
9. IS : 2751 - Code of practice for welding of mild steel plain and
deformed bars used for reinforced concrete
10. IS : 9417 - Specification for welding cold worked bars for
reinforced concrete construction.
11. IS : 3558 - Code of practice for use of immersion vibrators for
consolidating concrete.
12. IS : 3414 - Code of practice for design and installation of joints in
13. IS : 4326 - Code of practice for earthquake resistant design and
construction of building.
14. IS : 4014 - Code of practice for steel tubular scaffolding.
15. IS : 2571 - Code of practice for laying in-situ cement concrete
16. IS : 7861 - Code of practice for extreme weather concreting.
(Part – 1) - Recommended practice for hot weather concreting.
(Part – 2) - Recommended practice for cold weather concreting.
D.9.2.9 Code for Construction safety
1. IS : 3696 - Safety code for scaffolds and ladders.
(Parts I and III)
2. IS : 7969 - Safety code for handling and storage of building
3. IS : 8989 - Safety code for erection of concrete framed
D.9.2.10 Code for Measurement
1. IS : 1200 - Method of measurement of building and engineering
(Part 1 to 28) works.
2. IS : 3385 - Code of practice for measurement of Civil
Engineering works.
D.9.3.1 Engineer shall have the right at all times to inspect all operations including the sources of
materials, procurement, layout and storage of materials, the concrete batching and mixing
equipment, and the quality control system. Such an inspection shall be arranged and
Engineer’s approval obtained, prior to starting of concrete work. This shall, however, not
relieve Contractor of any of his responsibilities. All materials which doe not conform to
this specification shall be rejected.
D.9.3.2 Materials should be selected so that they can satisfy the design requirements of strength,
serviceability, safety, durability and finish with due regards to the functional
requirements and the environmental conditions to which the structure will be subjected.
Materials complying with codes / standards shall generally be used, other materials may
be used after approval of the Engineer and after establishing their performance
suitability based on previous data, experience or tests.
D.9.4 MATERIALS
D.9.4.1.1 Unless otherwise specified or called for by the Engineer, cement shall be Ordinary
Portland cement (latest edition) for entire work.
D.9.4.1.2 Where Portland pozzolana or slag cement are used, it shall be ensured that consistency of
quality is maintained, there will be no adverse interactions between the materials and the
finish specified is not marred.
D.9.4.1.3 Only one type of cement shall be used in any one mix. The source of supply, type or
brand of cement within the same structure or portion thereof shall not be changed without
approval from Engineer.
D.9.4.1.4 Cement which is not used within 90 days from its date of manufacture shall be tested at a
laboratory approved by Engineer and until the results of such tests are found satisfactory,
it shall not be used in any work.
D.9.4.2 Aggregates (General)
D.9.4.2.1 General
D.9.4.2.1.1“Aggregate” in general designates both find and coarse inert materials used in the
manufacture of concrete (vide BIS 456 & BIS 383) and conforming to tests as per BIS
2386 (Part I to VI).
D.9.4.2.1.2“Coarse Aggregate” is aggregate most of which is retained when passed through on
D.9.4.2.1.3All fine and coarse aggregates proposed for use in the works shall be subject to the
Engineer-in-Charge’s approval and after specific materials have been accepted, the
source of supply of such materials shall not be changed without prior approval of the
Engineer-in-charge.
D.9.4.2.1.4Aggregates shall consist of crushed stone from a source known to produce satisfactory
aggregate for concrete and shall be chemically inert, non-flaky, strong, hard, durable
against weathering, or limited porosity and free from deleterious materials that may cause
corrosion of the reinforcement or may impair the strength and or durability of concrete.
The grading of aggregates shall be such as to produce a dense concrete of specified
strength and consistency that will work readily into position without segregation and
shall be based on the “mix design” and preliminary tests on concrete specified later. The
aggregates shall be brought from the source as mentioned in Volume–I Clause C.1.39.
D.9.4.2.2 Sampling and testing
D.9.4.2.2.1Samples of the aggregates for mixed design and determination of suitability shall be
taken under the supervision of the Engineer-in-charge and delivered to the laboratory,
well in advance of the scheduled placing of concrete. Records of tests, which have been
made on proposed aggregates and on concrete made from this source of aggregates shall
be furnished to Engineer-in-charge in advance of the work, for use in determining
aggregate suitability. The costs of all such tests, sampling etc. shall be borne by the
D.9.4.2.3 Storage of aggregates
D.9.4.2.3.1All coarse and fine aggregates shall be stacked separately in stock piles in the material
yard near the work site in bins properly constructed to avoid inter mixing of different
aggregates. Contamination with foreign material and earth during storage and while
heaping the materials shall be avoided. The aggregates must be of specified quality not
only at the time of receiving at site but more so at the time of loading into mixer. Rakers
shall be piled in layers not exceeding 1.20 m in height to prevent coning or segregation.
Each layer shall cover the entire area of stock pile before succeeding layers are started.
Aggregates that have become segregated shall be rejected.
D.9.4.2.4 Specific Gravity
D.9.4.2.4.1Aggregates having a specific gravity below 2.4 (saturated surface dry basis) shall not be
D.9.4.3 Fine Aggregate
D.9.4.3.1 Fine aggregate shall consist of natural or crushed sand conforming to IS 383 conforming
to tests as per IS 2386 part I to IV. The sand shall be clean, sharp, hard, strong and
durable and shall be free from dust, vegetable substances, adherent coating, clay, alkali,
organic matter, mica, salt or other deleterious substances, which can be injurious to the
setting qualities / strength/ durability of concrete.
D.9.4.3.2 Screening and Washing : Sand shall be prepared for use by such screening or washing, or
both, as necessary, to remove all objectionable foreign matter while separating the sand
grains to the required size fraction.
D.9.4.3.3 Foreign Material limitations : The percentage deleterious substances in sand delivered to
the mixer shall not exceeding the following :
Sr. Foreign Material Percentage by weight
No. Uncrushed Crushed
1 Material finer than 75 micron IS sieve 3.0
3 Coal and Lignite 1.0
4 Clay Lumps 1.0
D.9.4.3.4 Gradation : Unless otherwise directed or approved by the Engineer-in-charge, the grading
of sand shall be within the limits indicated hereunder.
IS : Sieve Grading Grading Grading Grading
Designation Zone-I Zone-II Zone-III Zone-IV
D.9.4.3.4.1Where the grading falls outside the limits of any particular grading zone of sieves, other
than 600 microns IS sieve, by total amount not exceeding 5%, it shall be regarded as
than 600 microns IS sieve, by total amount not exceeding 5%, it shall be regarded as
falling within that grading zone. This tolerance shall not be applied to percentage
passing the 600 micron IS sieve or to percentage passing any other sieve on the coarser
limit of grading zone I or the finer limit of grading zone IV. Fine aggregates conforming
to grading zone IV shall not be used. Mix designs and preliminary tests shall show its
suitability for producing concrete of specified strength and workability.
D.9.4.3.5 Fineness Modulus
The sand shall have a fineness modulus of not less than 2.2 or more than 4.2. The
fineness modulus is determined by adding the cumulative percentages retained on the
following IS sieve sizes (4.75 mm, 2.35 mm, 1.18 mm, 600 microns and 150 microns)
and dividing the sum by
D.9.4.4 Coarse Aggregate
D.9.4.4.1 Coarse aggregate for concrete, except as noted above, shall conform to IS 383 and IS
2386. This shall consist of crushed stone and shall be clean and free from elongated,
flaky or laminated pieces, adhering coatings, clay lumps, coal residue, clinkers, slag,
alkali, mica, organic matter or other deleterious matter.
D.9.4.4.2 Screening and Washing : Crushed rock shall be screened and or washed for the removal
of dirt or dust coating, if so requested by the Engineer-in-charge.
D.9.4.4.3 Grading
D.9.4.4.3.1Coarse aggregate shall be either in single size or graded, in both cases the grading shall
be within the following limits :
IS Percentage passing for single sized Percentage passing for graded
Sieve aggregate of normal size aggregate of normal size
D.9.4.4.3.2The pieces shall be angular in shape and shall have granular or crystalline surfaces.
Friable, flaky and laminated pieces, mica and shale, if present, shall be only within
tolerance limits which will not affect adversely the strength and or durability or concrete.
The maximum size of coarse aggregate shall be 40 mm for M7.5 and M10 and 20 mm for
M15 to M20 concrete, or as directed by the Engineer-in-charge or specified otherwise.
The maximum size of coarse aggregate shall be the maximum size specified above but in
no case greater than ¼th of the minimum thickness of the member, provided that the
concrete can be placed without difficulty so as to surround all reinforcement thoroughly
and fill the corners of the form. For plain concrete the maximum size of aggregate shall
be of 40 mm. for heavily reinforced concrete members, the nominal maximum size of
the aggregate shall be 5 mm less than the minimum clear distance between the
reinforcing main bars or 5 mm less than the minimum cover reinforcement whichever is
D.9.4.4.4 Foreign material limitations
D.9.4.4.4.1The percentage of deleterious materials in the aggregate delivered to the mixer shall not
exceed the following :
Sr. Foreign Material Percentage by weight
No. Uncrushed Crushed
1 Material finer than 75 micron 3.0
2 Coal and lignite 1.0
3 Clay lumps 1.0
4 Soft fragments 3.0 --
D.9.4.5.1 Water used for both mixing and curing shall conform to IS : 456. Potable water is
generally satisfactory. Water containing any excess of acid, alkali, sugar or salt shall not
D.9.4.6 Reinforcement
D.9.4.6.1 Reinforcement bars shall conform to IS : 432, IS : 226 or IS : 1786 and the welded wire
fabric to IS : 1566 as shown or specified on the drawings. Only T.M.T. bars as for
specification will be followed.
D.9.4.6.2 All reinforcement shall be clean, free from pitting, oil, grease, paint, loose mill scales,
rust, dirty dust or any other substance that will destroy or reduce bond.
D.9.4.6.3 If permitted by Engineer, welding of reinforcement shall be done in accordance with IS ;
2751 or IS : 9417 as applicable.
D.9.4.7 Admixtures
D.9.4.7.1 Plasticizer, water-reducing add mixture and concrete water proofer shall conform to IS :
9103 and integral water proofing admixtures to IS : 2645. Dosage of plasticizer used in
concrete work shall be 300 ml / 50 kg of cement. Manufacturer must comply ISO-9002
specifications.
D.9.4.7.2 Admixtures may be used in concrete as per manufacturer’s instructions only with the
approval of Engineer based upon evidence that with the passage of time neither the
compressive strength nor its durability is reduced. An admixture’s suitably and
effectiveness shall be verified by trial mixes with the other material used in the works. If
two or more admixtures are to be used simultaneously in the same concrete mix, their
interaction shall be checked and trial mixes done to ensure their compatibility. There
should also be no increase in risk of corrosion of the reinforcement or other embedments.
D.9.4.7.3 Calcium chloride shall not be used for accelerating set of the cement for any concrete
containing reinforcement or embedded steel parts. When calcium chloride is permitted
such as in mass concrete works, it shall be dissolved in water and added to the mixing
water by an amount not exceeding 1.5 percent of the weight of the cement in each batch
of concrete. The designed concrete mix shall be corrected accordingly.
D.9.4.8 Wastage
D.9.4.8.1 No wastage allowance for cement and steel shall be considered and paid for.
D.9.5 SAMPLES AND TESTS
D.9.5.1 All materials used for the works shall be tested before use.
D.9.5.2 Manufacturer’s test certificate shall be furnished, for each batch of cement / steel and
when directed by Engineer samples shall also be got tested by the Contractor in a
laboratory approved by Engineer at no extra cost to Client. However, where material is
supplied by Client, all testing charges shall be borne by Client; but transportation of
material samples to the laboratory shall have to be done by Contractor at no extra cost.
D.9.5.3 Sampling and testing shall be as per IS : 2386 under the supervision of Engineer. The
cost of all tests, sampling etc. shall be borne by Contractor.
D.9.5.4 Water to be used shall be tested to comply with requirement of IS :
D.9.5.5 Contractor shall furnish manufacturer’s test certificates and technical literature for the
admixture proposed to be used. If directed the admixture shall be got tested and
approved laboratory at no extra cost.
D.9.6 STORING OF MATERIALS
D.9.6.1 All material shall be stored in a manner so as to prevent its deterioration and
contamination which would preclude its use in the works. Requirements of IS :
shall be complied with.
D.9.6.2 Contractor will have to make his own arrangements for the storage of adequate quantity
of cement even if cement is supplied by Client. Cost of such rejected cement, where
cement is supplied by Client, shall be recovered at issue rate or open market rate which
ever is higher. Cement bags shall be stored in dry weatherproof shed with a raised floor,
well away from the outer walls and insulated from the floor to avoid moisture from
ground. Not more than 15 bags shall be stacked in any tier. Storage arrangement shall
be approved by Engineer. Storage under tarpaulins shall not be permitted. Each
consignment of cement shall be stored separately and consumed in its order or receipt.
D.9.6.3 Each size of coarse and fine aggregates shall be stacked separately and shall be protected
from leaves and contamination with foreign material. The stacks shall be on hard, clean,
free draining bases, draining away from the concrete mixing area.
D.9.6.4 Contractor shall make his own arrangements for storing water at site in tanks to prevent
D.9.6.5 The reinforcement shall be stacked on top of timber sleepers to avoid contract with
ground / water. Each type and size shall be stacked separately.
D.9.7.1 General
Concrete grade shall be as designated on drawings. In concrete grade M15, M20, M25 etc. the number represents the specified
characteristic compressive strength of 150 mm cube at 28 days, expressed in N/sq.mm as per IS : 456. Concrete in the works shall be
“Design Mix Concrete” or “Normal Mix Concrete”. All concrete works of grade M5, M7.5 and M10 shall be Nominal whereas
all other grades, M15 and above, shall be Design Mix Concrete.
D.9.7.2 Design Mix Concrete
D.9.7.2.1 Mix Design and Testing
D.9.7.2.1.1For Design Mix Concrete, the mix shall be designed according to IS : 10262 and SP:
to provide the grade of concrete having the required workability and characteristics
strength not less than appropriate values given in IS : 456. The design mix shall in
addition be such that it is cohesive and does not segregate and should result in dense and
durable concrete and also capable of giving the finish as specified. For water retaining
structures, the mix shall also result in water-tight concrete. The Contractor shall exercise
great care while designing the concrete mix and executing the works to achieve the
desired result.
D.9.7.2.1.2 Unless otherwise specifically mentioned, the minimum cement content for Design Mix Concrete shall be as given below.
Grade of Concrete Minimum Cement Content in
Kg/Cu.m of concrete
The minimum cement content stipulated above shall be adopted irrespective of whether
the Contractor achieves the desired strength with less quantity of cement. The
Contractor’s quoted rates for concrete shall provide for the above eventually and nothing
extra shall become payable to the Contractor in this account. Even in the case where the
quantity of cement required is higher than that specified above to achieve desired
strength based on an approved mix design, nothing extra shall become payable to the
D.9.7.2.1.3It shall be Contractor’s sole responsibility to carry out the mix designs at his own cost.
He shall furnish to Engineer at least 30 days before concreting operations, a statement of
proportions proposed to be used for the various concrete mixes and the strength results
obtained. The strength requirements of the concrete mixes ascertained on 150 mm cubes
as per IS : 516 shall comply with the requirements of IS :
Grade of Concrete Minimum Specified compressive
Compressive Strength strength
(N/Sq.mm at 7 days) (N/Sq.mm at 28 days)
D.9.7.2.1.4A range of slumps, which shall generally be used for various types of construction unless
otherwise instructed by the Engineer is given below :
Structure / Member Slump in millimeters
Maximum Minimum
Reinforced foundation walls and footings 75
Plain footings, caissons and substructure walls 75
T.G. and massive compressor foundations 50
Slabs, beams and reinforced walls 100
Pumps and miscellaneous equipment 75
Building columns 100
Heavy mass construction 50
D.9.7.2.2 Batching and Mixing of Concrete
D.9.7.2.2.1 Proportions of aggregates and cement, as decided by the concrete mix design, shall be by weight. These proportions shall be
maintained during subsequent concrete batching by means of weigh batchers capable of controlling the weights within one percent of
the desired value.
D.9.7.2.2.2 Amount of water added shall be such as to produce dense concrete of required consistency, specified strength and satisfactory
workability and shall be so adjusted to account for moisture content in the aggregates. Water cement ratio specified shall be
maintained. Each time the work stops, the mixer shall be cleaned out, and while recommencing, the first batch shall have 10%
additional cement to allow for sticking in the drum.
D.9.7.2.2.3 Arrangement should be made by Contractor to have the cubes tested in an approved laboratory or in field at his own expense, with
prior consent of Engineer. Sampling and testing of strength and workability of concrete shall be as per IS : 1199, IS : 516 and IS :
D.9.7.3 Nominal Mix Concrete
D.9.7.3.1 Mix Design and Testing
D.9.7.3.1.1 Mix design and preliminary tests are not necessary for Nominal mix Concrete. However works tests shall be carried out as per IS :
456. Proportions for Nominal Mix Concrete and water / cement ratio may by adopted as per Table 3 of IS : 456. However it will be
Contractor’s sole responsibility to adopt appropriate nominal mix proportions to yield the specified strength.
D.9.7.3.2 Batching and Mixing Concrete
D.9.7.3.2.1 Based on the adopted nominal mixes, aggregates and cement shall be measured by weight.
D.9.8 FORM WORK
D.9.8.1 Form work shall be all inclusive and shall consist of but not limited to shores, bracings,
sides of footings, walls, beams and columns, bottom of slabs etc. including ties, anchors,
hangers, inserts, falsework, wedges etc.
D.9.8.2 The design and engineering of the formwork as well as its construction shall be the
responsibility of Contractor. However, if so desired by Engineer the drawings and
calculations for the design of the formwork shall be submitted to Engineer for approval.
D.9.8.3 Formwork shall be designed to fulfill the following requirements :
a) Sufficiently rigid and tight to prevent loss of grout or mortar from the concrete at
all stages and appropriate to the methods of placing and compacting.
b) Made of suitable materials.
c) Capable of providing concrete of the correct shape and surface finish within the
specified tolerance limits.
d) Capable of withstanding without deflection the worst combination of self weight,
reinforcement and concrete weight, all loads and dynamic effects arising from
construction and compacting activities, wind and weather forces.
e) Capable of easily striking without shock, disturbance or damage to the concrete.
f) Soffit forms capable of imparting a camber if required.
g) Soffit forms and supports capable of being left in position if required.
h) Capable of being cleaned and / or coated if necessary immediately prior to casting
the concrete; design temporary openings where necessary for these purposes and
to facilitate the preparation of construction joints.
D.9.8.4 The formwork may be of timber, plywood, steel, plastic or concrete depending upon the
type of finish specified. Sliding forms and slip for may be used with the approval of
Engineer. Timber for formwork shall be well seasoned, free from sap, shakes, loose
knots, work holes, warps and other surface defects. Joints between formwork and
formwork and between formwork and structures shall be sufficiently tight to prevent loss
of slurry from concrete, using seals if necessary.
D.9.8.5 The faces of formwork coming in contact with concrete shall be cleaned and two coats of
approved mould oil applied before fixing reinforcement. All rubbish, particularly
chippings, shavings, sawdust, wire pieces dust etc. shall be removed from the interior of
the forms before the concrete is placed. Where directed, cleaning of forms shall be done
by blasting with a jet of compressed air at no extra cost.
D.9.8.6 Forms intended for reuse shall be treated with care. Forms that have deteriorated shall
not be used. Before reuse, all forms shall be thoroughly scraped, cleaned, nails removed,
holes suitably plugged, joints repaired and warped lumber replaced to the satisfaction of
Engineer. The Contractor shall equip himself with enough shuttering to allow for
wastage so as to complete the job in time.
D.9.8.7 Permanent formwork shall be checked for its durability and capability with adjoining
concrete before it is used in the structure. It shall be properly anchored to the concrete.
D.9.8.8 Wire ties passing through beams, columns and walls shall not be allowed. In their placed
bolts passing through sleeves shall be used. Formwork spacers left in situ shall not
impair the desired appearance or durability of the structure by causing spalling, rust
staining or allowing the passage or moisture.
D.9.8.9 For liquid retaining structures sleeves shall not be provided for through bolts or shall
through bolts be removed if provided. The bolts, in the latter case, shall be cut at 25 mm
depth from the surface and the hole made good by cement mortar of the same proportion
as the concrete just after striking the formwork.
D.9.8.10 Where specified or shown on drawings, all corners and angles exposed in the finished
structure shall have chamfers or fillets of 20 mm x 20 mm size.
D.9.8.11 Forms for substructure may be omitted when, in the opinion of Engineer, the open
excavation is firm enough (in hard non-porous soils) to act as a form. Such excavations
shall be slightly larger, as directed by Engineer, than that required as per drawing to
compensate for irregularities in excavation.
D.9.8.12 The Contractor shall provide adequate props carried down to a firm bearing without
overloading any of the structures.
D.9.8.13 The shuttering for beams and slabs shall be so erected that the side shuttering of beams
can be removed without disturbing the bottom shuttering. If the shuttering for a column
is erected for the full height of the column, one side shall be built up in sections as
placing of concrete proceeds or windows left for placing concrete from the side limit the
drop of concrete to 1.0 m or as directed by Engineer. The Contractor shall temporarily
and securely fix items to be cast in (embedments / inserts) in a manner that will not
hinder the striking of forms or permit loss of grout.
D.9.8.14 Formwork showing excessive distortion, during any stage of construction, shall be
repositioned and strengthened. Placed concrete affected by faulty form work, shall be
entirely removed and formwork corrected prior to placement of new concrete at the cost
of the Contractor.
D.9.8.15 The striking time for formwork shall be determined based on following requirements :
a) Development of adequate concrete strength;
b) Permissible deflection at time of striking form work;
c) Curing procedure employed – its efficiency and effectiveness;
d) Subsequent surface treatment to be done;
e) Prevention of thermal cracking at re-entrant angles;
f) Ambient temperature; and
g) Aggressiveness of the environment (unless immediate adequate steps are taken to
prevent damage to the concrete).
D.9.8.16 Under normal circumstances (generally where temperatures are above 20 Deg. C) forms
may be struck after expiry of the time period given in IS : 456, unless directed otherwise
by Engineer. For portland pozzolona / slag cement the stripping time shall be suitably
modified as directed by the Engineer. It is the Contractor’s responsibility to ensure that
forms are not struck until the concrete has developed sufficient strength to support itself,
does not undergo excessive deformation and resist surface damage and any stressed
arising during the construction period.
D.9.9 Reinforcement Workmanship
D.9.9.1 Reinforcing bars supplied bent or in coils shall be straightened cold without damage at no
extra cost. No bending shall be done when ambient temperature is below 5 Deg. C.
Local warming may be permitted if steel is kept below 100 Deg. C.
D.9.9.2 All bars shall be accurately bent gradually and according to the sizes and shapes shown
on the drawings / schedules or as directed by Engineer.
D.9.9.3 Re-bending or straightening incorrectly bent bars shall not be done without approval of
D.9.9.4 Reinforcement shall be accurately fixed and maintained firmly in the correct position by
the use of blocks, spacers, chairs, binding wire etc. to prevent displacement during
placing and compaction of concrete. The tied in place reinforcement shall be approved
by Engineer prior to concrete placement. Spacers shall be of such materials and designs
as will be durable, not lead to corrosion of the reinforcement and not cause spalling of the
concrete cover.
D.9.9.5 Binding wire shall be 16 gauge soft annealed wire. Ends of the binding wire shall be
bent away from the concrete surface and in no case encroach into the concrete cover.
D.9.9.6 Substitution of reinforcement, laps / splices not shown on drawing shall be subject to
Engineer’s approval.
D.9.10 TOLERANCES
D.9.10.1 Tolerance for formed and concrete dimensions shall be as per IS : 456 unless specified
D.9.10.2 Tolerances specified for horizontal or vertical building lines or footings shall not be
construed to permit encroachment beyond the legal boundaries.
D.9.11 PREPARATION PRIOR TO CONCRETE PLACEMENT
D.9.11.1 Before concrete is actually placed in position, the inside of the formwork shall be cleaned
and mould oil applied, inserts and reinforcement shall be correctly positioned and
securely held, necessary openings, pockets etc. provided.
D.9.11.2 All arrangements formwork, equipment and proposed procedure, shall be approved by
Engineer. The Contractor shall maintain separate Pour Card for each pour as per
the format enclosed and shall produce before commencement of concreting to Engineer-
D.9.12 TRANSPORTING, PLACING AND COMPACTING CONCRETE
D.9.12.1 Concrete shall be transported from the mixing plant to the formwork with minimum time
lapse by methods that shall maintain the required workability and will prevent
segregation, loss of any ingredients or ingress of foreign matter or water.
D.9.12.2 In all cases concrete shall be deposited as nearly as practicable directly in its final
position. To avoid segregation concrete shall not be rehandled or caused to flow. For
locations where direct placement is not possible and in narrow forms. The Contractor
shall provide suitable drops and ‘Elephant Trunks’. Concrete shall not be dropped from a
height of more than 1.0 m as stipulated in clause D.9.8.13.
D.9.12.3 Concrete shall not be placed in flowing water. Under water, concrete shall be placed in
position by tremies or by pipeline from the mixer and shall never be allowed to fall freely
through the water.
D.9.12.4 While placing concrete the Contractor shall proceed as specified below and also ensure
the following :
a) Continuously between construction joints and predetermined abutments.
b) Without disturbance to forms or reinforcement.
c) Without disturbance to pipes, ducts, fixings and the like to be cast in; ensure that
such items are securely fixed. Ensure that concrete cannot enter open ends of
pipes and conduits etc.
d) Without dropping in a manner that could cause segregation or shock.
e) In deep pours only when the concrete and formwork designed for this purpose
and by using suitable chutes or pipes.
f) Do not place if the workability is such that full compaction cannot be achieved.
g) Without disturbing the unsupported sides of excavations; prevent contamination
of concrete with earth. Provide sheeting if necessary. In supported excavations,
withdraw the lining progressively as concrete is placed.
h) If placed directly onto hardcore or any other porous material, dampen the surface
to reduce loss of water from the concrete.
i) Ensure that there is no damage or displacement to sheet membranes.
j) Record the time and location of placing structural concrete.
D.9.12.5 Concrete shall normally be compacted in its final position within thirty minutes of
leaving the mixer. Concrete shall be compacted during placing with approved vibrating
equipment without causing segregation until it forms a solid mass free from voids
thoroughly worked around reinforcement and embedded fixtures and into all corners of
the formwork. Immersion vibrators shall be inserted vertically at points not more than
450 mm apart and withdrawn slowly till air bubbles cease to come to surface, leaving no
voids. When placing concrete in layers advancing horizontally, care shall be taken to
ensure adequate vibration, blending and melding of the concrete between successive
layers. Vibrators shall not be allowed to come in contact with reinforcement, formwork
and finished surfaces after start of initial set. Over vibration shall be avoided.
D.9.12.6 Concrete may be conveyed and placed by mechanically operated equipment after getting
the complete procedure approved by Engineer. The slump shall be held to the minimum
necessary for conveying concrete by this method. When concrete is to be pumped
concrete mix shall be specially designed to suit pumping. Care shall be taken to avoid
stoppages in work once pumping has started.
D.9.12.7 Except when placing with slip forms, each placement of concrete in multiple lift work,
shall be allowed to set for at least 24 hours after the final set of concrete before the start
of subsequent placement. Placing shall stop when concrete reaches the top of the
opening in walls or bottom surface of slab, in slab and beam construction, and it shall be
resumed before concrete takes initial set but not until it has had time to settle as
determined by Engineer. Concrete shall be protected against damage until final
D.9.13 MASS CONCRETE WORKS
D.9.13.1 Sequence of pouring for mass concrete works shall be as approved by Engineer. The
Contractor shall exercise great care to prevent shrinkage cracks and shall monitor the
temperature of the placed concrete if directed.
D.9.14.1 Curing and protection shall start immediately after the compaction of the concrete to
protect it from :
(a) premature drying out, particularly by solar radiation and wind;
(b) leaching out by rain and flowing water;
(c) rapid cooling during the first few days after placing;
(d) high internal thermal gradients;
(e) low temperature of frost;
(f) vibration and impact which may disrupt the concrete and interfere with its bond to the
D.9.14.2 All concrete, unless directed otherwise by Engineer, shall be cured by use of continuos
sprays or ponded water or continuously saturated coverings of sacking, canvas, hessain
or other absorbent material for the period of complete hydration with a minimum of
days. The quality of curing water shall be the same as that used for mixing.
D.9.14.3 Where a curing membrane is directed to be used by the Engineer, the same shall be of a
non-wax base and shall not impair the concrete finish in any manner. The curing
compound to be used shall be got approved from the Engineer before use and shall be
applied with spraying equipment capable of a smooth, even textured coat.
D.9.14.4 Curing may also be done by covering the surface with an impermeable material such as
polyethylene, which shall be well sealed and fastened.
D.9.14.5 Extra precautions shall be exercised in curing concrete during cold and hot weather.
D.9.15 CONSTRUCTION JOINTS AND KEYS
D.9.15.1 Construction joints will be as shown on the drawing or as approved by Engineer.
Concrete shall be placed without interruption until completion of work between
construction joints. If stopping of concreting becomes unavoidable anywhere, a properly
formed construction joint shall be made with the approved of Engineer.
D.9.15.2 Dowels for concrete work, not likely to be taken up in the near future, shall be coated
with cement slurry and encased in lean concrete as indicated on the drawings or as
directed by Engineer.
D.9.15.3 Before resuming concreting on a surface which has hardened all laitance and loose stone
shall be thoroughly removed by wire brushing / hacking and surface washed with high
pressure water jet and treated with thin layer of cement slurry for vertical joints and a
mm thick layer of cement sand mortar for horizontal layers, the ratio of cement and sand
being the same as in the concrete mix.
D.9.15.4 When concreting is to be resumed on a surface which has not fully hardened, all laitance
shall be removed by wire brushing, the surface wetted, free water removed and a coat of
cement slurry applied. On this a layer of concrete not exceeding 150 mm thickness shall
be placed and well rammed against the old work. Thereafter work shall proceed in the
D.9.16 FOUNDATION BEDDING
D.9.16.1 All earth surfaces upon which or against which concrete is to be placed, shall be well
compacted and free from standing water, mud or debris. Soft or spongy area shall be
cleaned out and back filled with either soil cement mixture, lean concrete or clean sand
compacted as directed by Engineer. The surfaces of absorptive soils shall be moistened.
D.9.16.2 Concrete shall not be deposited on large sloping rock surfaces. The rock shall be cut to
form rough steps or benches by picking, barring or wedging. The rock surface shall be
kept wet for 2 to 4 hours before concreting.
D.9.17 FINISHES
D.9.17.1 General
D.9.17.1.1 The formwork for concrete works shall be such as to give the finish as specified. The
Contractors shall make good as directed any unavoidable defects consistent with the type
of concrete and finish specified; defects due to bad workmanship (e.g. damaged or
misaligned forms, defective or poorly compacted concrete) will not be accepted. The
Contractor shall construct the formwork using the correct materials and to meet the
requirements of the design and to produce finished concrete to required dimensions,
plumbs, planes and finishes.
D.9.17.2 Surface finish Type F1
D.9.17.2.1 This type of finish shall be for non-exposed concrete surface against which back fill or
concrete is to be placed. The main requirement is that of dense, well compacted
concrete. No treatment is required except repair of defective areas, filling all form tie
holes and cleaning up of loose or adhering debris. For surfaces below grade which will
receive waterproofing treatment the concrete shall be free of surface irregularities which
could interfere with proper and effective application or waterproofing material specified
D.9.17.3 Surface finish Type F2
D.9.17.3.1 This type of finish shall be for all concrete work which will be exposed to view upon
completion of the job. The appearance shall be that of a smooth dense, well-compacted
concrete showing the slight marks of well fitted shuttering joints. The Contractor shall
make good any blemishes.
D.9.17.4 Surface finish Type F3
D.9.17.4.1 This type of finish shall be for concrete work which will be exposed to view but to give
an appearance of smooth, dense, well-compacted concrete with no shutter marks, stain
free and with no discoloration, blemishes, arrises, air holes etc. Only lined or coated
plywood with very tight joints shall be used to achieve this finish. The panel size shall
be uniform and as large as practicable. Any minor blemishes that might occur shall be
made good by Contractor.
D.9.17.5 Integral cement finish on concrete floor
D.9.17.5.1 In all cases where integral cement finish on a concrete floor has been specified, the top
layer of concrete shall be screened off to proper level and tamped with tamper having
conical projections so that the aggregate shall be forced below the surface. The surface
shall be finished with a wooden float and a trowel with pressure. The finish shall be
continued till the concrete reaches its initial set. No cement or cement mortar finish shall
be provided on the surface. Where specified, a floor hardener as approved by the
Engineer shall be supplied and used as recommended by the manufacturer.
D.9.18 REPAIR AND REPLACEMENT OF UNSATISFACTORY CONCRETE
D.9.18.1 Immediately after the shuttering is removed, all the defective areas such as honey-
combed surfaces, rough patches, holes left by form bolts etc. shall be brought to the
notice of Engineer who may permit patching of the defective areas or reject the concrete
D.9.18.2 All through holes for shuttering shall be filled for full depth and neatly plugged flush
D.9.18.3 Rejected concrete shall be removed and replaced by Contractor at no additional cost to
D.9.18.4 For patching of defective areas all loose materials shall be removed and the surface shall
be prepared as directed by the Engineer.
D.9.18.5 Bonding between hardened and fresh concrete shall be done either by placing cement
mortar or by applying epoxy. The decision of the Engineer as to the method of repairs to
be adopted shall be final and binding on the Contractor and no extra claim shall be
entertained on this account. The surface shall be saturated with water for 24 hours before
patching is done with 1:5 cement sand mortar. The use of epoxy for bonding fresh
concrete shall be carried out as directed by Engineer.
D.9.19 VACUUM DEWATERING OF SLABS
D.9.19.1 Where specified floor slabs, either on grade or suspended, shall be finished by vacuum
dewatering including all operations such as poker vibration, surface vibration, vacuum
processing, floating and trowelling as per equipment manufacturers recommendation.
The equipment to be used shall be subject to Engineer’s approval.
D.9.20 HOT WEATHER REQUIREMENTS
D.9.20.1 Concreting during hot weathers shall be carried out as per IS : 7861 (Part – I)
D.9.20.2 Adequate provisions shall be made to lower concrete temperatures which shall not
exceed 40 Deg. C at the time of placement of fresh concrete.
D.9.20.3 Where directed by Engineer, Contractor shall spray non-wax based curing compound of
unformed concrete surfaces at no extra costs.
D.9.21 COLD WEATHER REQUIREMENTS
D.9.21.1 Concreting during cold weather shall be carried out as per IS : 7861 (Part-II).
D.9.21.2 The ambient temperature during placement and upto final set shall not fall below 5 Deg.
C. Approved antifreeze / accelerating additives shall be used where directed.
D.9.21.3 For major and large scale concreting works the temperature of concrete at times of
mixing and placing, the thermal conductivity of the formwork and its insulation and
stripping period shall be closely monitored.
D.9.22 LIQUID RETAINING STRUCTURES
D.9.22.1 The Contractor shall take special care of concrete for liquid retaining structures,
underground structures and those others specifically called for to guarantee the finish and
water tightness.
D.9.22.2 The minimum level of surface finish for liquid retaining structures shall be type F2. All
such structures shall be hydro-tested.
D.9.22.3 The Contractor shall include in his price of hydro-testing of structure, all arrangements
for testing such as temporary bulk heads, pressure gauges, pumps, pipelines etc.
D.9.22.4 Any temporary arrangements that may have to be made to ensure stability of the
structures shall also be considered to have been taken into account while quoting the
D.9.22.5 Any leakage that may occur during the hydro-test or subsequently during the defects
liability period or the period for which the structure is guaranteed shall be effectively
stopped either by cement / epoxy pressure grouting, guniting or such other methods as
may be approved by the Engineer. All such rectification of the Client / Engineer at no
extra cost to the Client.
D.9.23 TESTING CONCRETE STRUCTURES FOR LEAKAGE
D.9.23.1 Hydro-static test for water tightness shall be done at full storage by Engineer, as
described below :
D.9.23.1.1 In case of structures whose external faces are exposed, such as elevated tanks, the
requirements of the test shall be deemed to be satisfied if the external faces show no sign
of leakage or sweating and remain completely dry during the period of observation of
seven days after allowing a seven day period for absorption after filling with water.
D.9.23.1.2 In the case of structures whose external faces are submerged and are not accessible for
inspection, such as underground tanks, the structures shall be filled with water and after
the expiry of seven days after the filling, the level of the surface of the water shall be
recorded. The level of water shall be recorded again at subsequent intervals of 24 hrs.
over a period of seven days. Backfilling shall be withheld till the tanks are tested. The
total drop in surface level over a period for seven day shall be taken as an indication of
the water tightness of the structure. The Engineer shall decide on the actual permissible
nature of this drop in the surface level, taking into account weather the structures are
open or closed and the corresponding effect it has on evaporation losses. Unless
specified otherwise, a structure whose top is covered shall be deemed to be water tight if
the total drop in the surface level over a period of seven days does not exceed 40 mm.
D.9.23.1.3 Each compartment / segment of the structure shall be tested individually and then all
D.9.23.2 For structures such as pipes, tunnels etc. the hydro-static test shall be carried out by
filling with water, after curing as specified, and subjecting to the specified test pressure
for specified period. If during this period the loss of water does not exceed the
equivalent of the specified rate, the structure shall be considered to have successfully
passed the test.
D.9.24 OPTIONAL TESTS
D.9.24.1 If Engineer feels that the materials i.e. cement, sand coarse aggregates, reinforcement and
water are not in accordance with the specifications or if specified concrete strengths are
not obtained, he may order tests to be carried out on these materials in laboratory, to be
approved by the Engineer, as per relevant IS Codes. Client shall pay only for the testing
of material supplied by the Client, otherwise Contractor shall have to pay for the tests.
Transporting of all material to the laboratory shall however be done by the Contractor at
no extra cost to Client.
D.9.24.2 In the even of any work being suspected of faulty material or workmanship requiring its
removal or if the works cubes do not give the stipulated strengths, Engineer reserves the
right to order the Contractor to take out cores and conduct tests on them or do ultrasonic
testing or load testing of structure, etc. All these tests shall be carried out by Contractor
at no extra cost to the Client. Alternatively Engineer also reserves the right to ask the
Contractor to dismantle and re-do such unacceptable work at the cost of Contractor.
D.9.24.3 If the structure is certified by Engineer as having failed, the cost of the test and
subsequent dismantling / reconstruction shall be borne by Contractor.
D.9.24.4 The quoted unit rates / prices of concrete shall be deemed to provide for all tests
mentioned above.
D.9.25 GROUTING
D.9.25.1 Grout shall be provided as specified on the drawings. The proportion of standard Grout
shall be such as to produce a flowable mixture consistent with minimum water content
and shrinkage. Surface to be grouted shall be thoroughly roughened and cleaned. All
structural steel elements to be grouted, shall be cleaned of oil, grease, dirt etc. The use of
hot, strong caustic solution for this purpose will be permitted. Prior to grouting, the
hardened concrete shall be saturated with water and just before grouting water in all
pockets shall be removed. Grouting once started shall be done quickly and continuously.
Variation in grout mixes and procedures shall be permitted if approved by ENGINEER.
The grout proportions shall be limited as follows :
Use Grout Thickness Mix Proportions W/C Ratio
a) Fluid mix Under 25 mm One part Portland
cement to one part sand.
b) General mix 25 mm and over but One part Portland
less than 50 mm cement to 2 part sand.
c) Stiff mix 50 mm and over One part Portland
cement to 3 part sand.
D.9.25.2 Non Shrink Grout
D.9.25.2.1 Non-shrink grout where called for in the Schedule of Quantities or specified on the
drawings shall be provided in strict accordance with the manufacturer’s instructions/
specifications on the drawings.
D.9.26 INSPECTION
D.9.26.1 All materials, workmanship and finished construction shall be subject to continuous
inspection and approval of Engineer. Materials rejected by Engineer shall be expressly
removed from site and shall be replaced by Contractor immediately at no extra cost to
D.9.27 CLEAN-UP
D.9.27.1 Upon the completion of concrete work, all forms, equipment, constructiontools,
protective coverings and any debris, scraps of wood etc. resulting from the work shall be
removed and the premises left clean.
D.9.28 ACCEPTANCE CRITERIA
D.9.28.1 Any concrete work shall satisfy the requirements given below individually and
collectively for it to be acceptable.
a) Properties of constituent materials;
b) Characteristic compressive strength;
c) Specified mix proportions;
d) Minimum cement content;
e) Maximum free-water / cement ratio;
f) Workability;
g) Temperature of fresh concrete;
h) Density of fully compacted concrete;
i) Cover to embedded steel;
k) Tolerances in dimensions;
l) Tolerances in levels;
n) Surface finishes;
o) Special requirements such as :
i) water tightness;
ii) resistance to aggressive chemicals
iii) resistance to freezing and thawing
iv) very high strength
v) improved fire resistance
vi) wear resistance
vii) resistance to early thermal cracking
D.9.28.2 The Engineer’s decision as to the acceptability or otherwise of any concrete work shall be
final and binding of the Contractor.
D.9.28.3 For work not accepted, the Engineer may review and decide whether remedial measures
are feasible so as to render the work acceptable. The Engineer shall in that case direct the
Contractor to undertake and execute the remedial measures. These shall be expeditiously
and effectively implemented by the Contractor. Nothing extra shall become payable to
the Contractor. Nothing extra shall become payable to the Contractor by the Client for
executing the remedial measures.
D.9.29 MODE OF MEASUREMENT AND PAYMENT
D.9.29.1 The unit rate for concrete work under various categories shall be all inclusive and no
claims for extra payment on account of such items as leaving holes, embedding inserts,
etc. shall be entertained unless separately provided for in the schedule of quantities. No
extra claim shall also be entertained due to change in the number, position and / or
dimensions of holes, slots or openings, sleeves, inserts or on account of any increased
lift, lead of scaffolding etc. All these factors should be take into consideration while
quoting the unit rates. Unless provided for in the Schedule of Quantities the rates shall
also include fixing insets in all concrete work, whenever required.
D.9.29.2 Payments for concrete will be made on the basis of unit rates quoted for the respective
items in the Schedule of Quantities. No deduction in the concrete quantity will be made
for reinforcements, inserts etc. and opening less than 0.100 of a sq.m in areas where
concrete is measured in sq.m and 0.010 cu.m where concrete is measured in cu.m.
Where no such deduction for concrete is made, payment for shuttering work provided for
such holes, pockets, etc. will not be made. Similarly the unit rates for concrete work
shall be inclusive or exclusive of shuttering as provided for in the Schedule of Quantities.
D.9.29.3 Payment for beams will be made for the quantity based on the depth being reckoned from
the understide of the slabs and length measured as the clear distance between supports.
Payment for columns shall be made for the quantity based on height reckoned upto the
underside of slab / beams.
D.9.29.4 The unit rate for precast concrete members shall include formwork, mouldings, finishing,
hoisting and setting in position including setting mortar, provision of lifting arrangement
etc. complete. Reinforcement and inserts shall be measured and paid for separately under
respective item rates.
D.9.29.5 Only the actual quantity of steel embedded in concrete including laps as shown on
drawings or as approved by Engineer shall be measured and paid for, irrespective of the
level or height at which the work is done. The unit rates for reinforcement shall include
lap chairs, spacer bars etc.
D.9.29.6 Where the formwork is paid for separately, it shall be very clearly understood that
payment for formwork is inclusive of formwork, shuttering, shoring, propping
scaffolding etc. complete. Only the net area of concrete formed (shuttered) shall be
measured for payment.
CONTRACTOR'S SIGNATURE ADDL.CITY ENGINEER
& STAMP (North West Zone)
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