Construction gajebo for MP/MLA/COUNCILOR Budget in diff.garden in vejalpur ward in south west zone.(Re-Invite)

4 Estimated Cost put to tender Rs.

5 Earnest Money Deposit Rs. 9800.00 Demand Draft, Pay order, or Cheque ,Bank

Guarantee (As per finance circular no. 12 Dt.14/06/2021 in

favour of Municipal Commissioner, Ahmedabad) To be

submitted as prescribed below. Demand Draft or Bank

Guarantee shall be from Nationalized Bank and valid for

6 (A) Security Deposit: 5% of Tender Amount

(B) Retention 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

7 Tender fees Rs.900/- 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

Tender Fees with Tender as described in the invitation of tender and

submitted to Office of Assistant Manager (South West Zone)

Office, Late Shri Tushar Bhavan, Near Shelby Hospital,

Jodhpur, Ahmedabad-380015.

9 Tenders issue date Tenders from the website http://amc.nprocure.com &

http://nprocure.com shall be down loaded.

10 Last date of receiving Tenders. Dt. 26/05/2026 up to 16:00 hrs The tenders received after this

date and time will not be entertained under any circumstances.

11 Date of Opening Dt.26/05/2026 at 17:00 hrs to Assistant Manager "South West

Zone Office", Late Shri Tushar bhavan, Near Shelby Hospital,

Jodhpur, Ahmedabad-380015

12 Mode of sending the Tender Document shall be submitted in sealed envelope systems By

Documents RPAD/ Speed post/ Hand Delivery/ Courier in sealed covers as

described in submission of the tender.

13 Terms, Condition, & Specification All general condition of contract of Form B1 condition of

contract shall be applicable.

Conditional tenders will not be accepted. Municipal Commissioner reserves the rights to reject any or all the

tenders without assigning any reasons thereof.

Contractor's Signature Addl. City Engineer

& Stamp (South West Zone)

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Contractor's Signature Addl. City Engineer

& Stamp (South 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)

18. 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-

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 circular no.38/ Dt.21/11/022 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 (90) 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

Contractor's Signature Addl. City Engineer

& Stamp (South West Zone)

AHMEDABAD MUNICIPAL CORPORATION

ENGINEERING DEPARTMENT

GENERAL SPECIFICATION

Time limit for the work shall be 12 Month 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.

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 entertained.

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:-

i) Conditional tender shall not be accepted.

ii) All tenders are to be submitted in duplicate without which the tenders are liable to be rejected.

iii) In case of tender downloaded from website, tender fee & EMD should be submitted in form of

demand draft or in cash.

iv) 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 (South West Zone)

Approved Bank List for B.G.

As per account department (A.M.C.) circular no. 12 Dt.14/06/2021 Bank

guarantee of said work must be of Ahmedabad city branch, which mentioned

A. Guarantee issued by following banks will be accepted as SD/EMD on permanent

All nationalized Banks

B. Guarantee issued by following banks will be accepted as SD/EMD for the period

up to March- 31, 2027. 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

1. Commercial Banks :-

5. Kotak Mahindra Bank

6. IndusInd Bank

8. Tamilnadu Mercantile Bank

9. Ujjivan Small Finance Bank

10. A U Small Finance Bank

11. Federal Bank

12. Equitas Small Finance Bank

13. Bandhan Bank

14. Standard Chartered Bank

15. City Union Bank

2. Co-operative and Rural Banks Of Gujarat :-

1. The Mehsana Urban Co-operative Bank Ltd

2. The Ahmedabad Mercantile Co-Operative Bank Ltd

3. Nutan nagrik Sahakari Bank Ltd

4. The Kalupur Commerical Co-operative Bank Ltd

5. Rajkot Nagarik Sahakari Bank Limited

6. The Gujarat State Co-Operative Bank

7. Sarswat Bank

8. Saurashtra Gramin Bank

Special Note: The issuing branch of all bank guarantees shall of Ahmedabad and

Gandhinagar City Only.

Seal and Signature of the Bidder Addl City Engineer

(South West Zone)

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Contractor's Signature Addl. City Engineer

& Stamp (South West Zone)

DETAILS OF BANK ACCOUT

1 Contractor's name

3 Telephone/ mobile no.

4 Permanent account no. (PAN no.)

5 Name of the bank

6 Branch name and address

11 Contractor/ supplier's

signature and stamp

AHMEDABAD MUNICIPAL CORPORATION

ENGINEERING DEPARTMENT

PERCENTAGE RATE TENDER AND CONTRACT FOR WORKS ADDITIONAL INSTRUCTIONS TO

PERSONS TENDERING

1. Competency of Tendered: No contract will be awarded except to responsible bidder

capable for performing the class of work completed. Before the award of the contract, any

bidder may be required to show that he has the necessary facilities, experience, ability

and financial resources to perform the work in satisfactory manner within the time

stipulated. Contractor may be required to furnish the department with the statement as to

their experience and their financial status.

2. Tenderer will be deemed to have inspected the site and to have satisfied himself as to the

nature of all works, all existing roads water - way and other means of communication and

access to and from the site of work and the building that may be required for temporary

purpose in connection with the construction, completion and maintenance fo the works

and must make his own enquiries as to work yard, sites, depot and dumps and as to the

acquisition of such additional sites and areas as may be necessary for temporary purpose

for constructing, completing and maintaining the works.

3. Payment: - The tenderer must understand clearly the rates quoted are for completed works and

include all cost due to labour, scaffolding plant, supervision, service work, power, royalties and

octroi etc. and include all extras to cover the cost of night work if an when required. No claim

for additional payment beyond the prices or rates quoted will be entertained and the tender will

not be entitled subsequently to make may claim on the ground of misrepresentation or on the

ground that he was supplied with information given by any person (whether the member is the

employee of Engineering Department of Corporation or not). Any failure on his part to obtain all

necessary information for the purpose of making his tender and filling the several prices and

rates therein shall not relieve him from any risks or liabilities arising out o, or consequent upon

the submission of the tender.

4. Tender Forms: - the tenderer must fill up every blank in the form of tender and in the schedule

and he must return the documents sent here with.

5. Erasures: - Persons tendering are informed that no erasures of alternations by them in the text

of the documents sent herewith will be allowed and any such erasures or alternations will be

disregarded. If there is any error in writing no over-writing should be done, the wrong words or

a figure should be struck out and the correct one written above or near it in unambiguous way,

each correction should be initialed.

CONTRACTORS TO PLEASE READ THIS CAREFULLY

1. The rate for items must be given in words and figures. Amount of each item must also be

entered in columns and the tenderer must strike out grand total of the amount.

entered in columns and the tenderer must strike out grand total of the amount.

2. If the tender is taken in favor of the company, a power of attorney in favour of the person who

may have signed the tender for the company must accompany the tender.

3. Solvency Certificate of a Bank or a Revenue Officer of an amount upto 20% of the tendered

cost plus the amount of works on hand still to be executed will have to be reduced by the

4. Challan for earnest money must accompany the tender. Tenderer may pay earnest money in

the form of CROSSED Demand Draft in favour of the Municipal Commissioner of Municipal

Corporation, Ahmedabad. Earnest money in cash or by cheque shall not be accepted.

5. The Contractor shall have to furnish Income Tax Clearance Certificate before tender is

accepted and intimate assessment number and ward under which is assessed.

6. Copies of certificate as regards previous experience if any must accompany the tender.

7. Declaration showing all works on hand with the Contractor and the value of works that remain

to be executed in each case must accompany tender.

8. All pages should be initial

9. The Contractor should initial all corrections, erasures and over writing.

10. Discrepancies and Adjustment of Errors: Any error in quantity or amount in schedule 'B'

showing items of works to be carried out shall be adjusted in accordance with the following

(a) In the event of a discrepancy between description in words and figures quoted by a

tenderer in the 'rates' column, the description in words shall prevail.

(b) In the event of an error occurring in the 'amount' column of the schedule 'B' showing items

of work, as a result of wrong multiplication of the unit- rate and quantity, the units - rate

shall be regarded as firm and multiplication shall be amended on the basis of the rates.

(c) All errors in totaling in amount column and in carry forward totals shall be corrected.

(d) Any rounding off of amounts against 'items' or 'totals' shall be ignored.

11. (i) It any please be noted that tender will be considered as invalid especially, if the

requirements as per instruction. No. 1 to 10 above is not complied with before submitting the

tender. Also please read carefully the face-sheet and General Rules and Directions for the

guidance of Contractors of this form.

(ii) Right is reserved to reject any or all tender (s) without assigning any reason(s) thereof.

10A. The tender will be liable to be rejected out tight if the tenderer has filed in tender

documents by ball pen instead in ink.

11. In addition to the above the tender will also be liable to be rejected outright if

(i) The tenderer proposes any alternation in the works specified or in the time allowed for

carrying the work or any condition or correction made in any code or mode of schedule 'B' or

specifications.

(ii) Any of the page / pages of the tender is / are removed or replaced.

(iii) The tenderer does not initial all corrections, additions or pasted slips.

(iv) He makes any erasure in the tender. And

(v) The tenderer or in the case of a firm, each partner or the person holding the power of

attorney there of does not sign or the signatures is / are not attested by a witness the tender in

the space provided for the purpose.

12. A certificate of registration as approved Contractor should be attached with the tender.

12A. In respect of the tenders from the Co-operative Society, a solvency, certificate of an

amount equal to 20% of the amount of the work put to tender will have to be produced along

with the tender or a certificate regarding the borrowing capacity of the society issued by the

Legal Assistant, Directorate Cottage industries will have to be produced along with the

13. (1) The several documents forming the contract are the essential parts of the contract a

requirement occurring in one is as binding as though occurring in all they are intended to be

mutually explanatory and complementary and to described and provide for a complete work.

(2) In the event of any discrepancy, the several documents forming the contract or in any one

document the following order or precedence should apply:

(a) Dimension and quantities: -

(i) Schedule 'B' of the tender form.

(ii) Specification.

On drawing, figured, dimensions, unless obviously, incorrect will be followed in

preference to scaled dimension.

(b) Description:

(i) Schedule 'B' of the tender form.

(ii) Specifications.

In case of defective description or ambiguity, the Engineer-in-Charge should issue further

instructions directing in what manner the work is to be carried out, it being understood that the

best modern practice is to be followed. The Contractor should forthwith comply with such

14. The Contractor should take no advantage of any apparent error or omission in drawings or

specifications and the Engineer-in-Charge shall make such corrections and interpretations as

necessary to fulfill the intent of the plants and specification.

15. All the materials to be used in the work may be from time to time subject to tests as per

relevant I.S. as decided by the Engineer .

16. The board stating the detailed specifications and details of work as per Current circular of

AMC/Government Circular No.TNC-1090-24-S, Dated 17-08-2002, should be erected as

directed on the site of work by the contractor without claiming extra for the same.

17. Action in case of disproportionate progress:

In case of extremely poor progress of the work or any item at any stage of work which in the

opinion of the Engineer, cannot be made good by the contractor considering his available

resources, the Engineer will get it accelerated to make up the lost time through any other

agency and recover the additional cost incurred, if any, in getting the work done from the

contractor after informing him in writing about the action envisaged by him. The action may

include blacklisting of the contractor based on the works and severity and decision of Municipal

Commissioner shall be binding in this condition.

Contractor's Signature Addl. City Engineer

& Stamp (South West Zone)

Name of work: - Construction gajebo for MP/MLA/COUNCILOR Budget in

diff.garden in vejalpur ward in south west zone. (Re-invite)

DECLARATION FORM

1. I/We hereby declare that I/We have visited the and fully acquainted myself / ourselves

with the local regarding materials, labour and other factors pertaining to the work before

submitting this tender.

2. I/We hereby declare that I/We have carefully studied the conditions of contract,

specification and other tender documents of this work and agree to execute the same

Signature of the Contractor

GENERAL RULES AND DIRECTION FOR THE GUIDANCE OF CONTRACTORS :

1. All works proposed to be executed by contract shall be notified in a form of invitation to

tender pasted on a board hung up in the Addl. City Engineer and signed by the Addl. City

Engineer. This form will state the work to be carried out, as well as the date for submitting

and opening tenders and the time allowed for carrying out the work, also the amount of

earnest money to be deposited with the tender and the amount of the security deposit to

be paid by the successful tenderer and the percentage, if any, to be ducted form bills, it

will also state whether a refund of quarry fees, royalties, octroi dues and ground-rent will

he granted, copies of the specifications designs and drawings and estimated rates,

scheduled rates and any other documents required in connection with also be open for

inspection by Contractors at the office of the Addl. City Engineer during office hours.

Where the works are proposed to be executed according to the specifications

recommended by a Contractor and approved by a competent authority on behalf of the

Municipal Corporation such specification with designs and drawings shall form part of the

accepted tender.

2. In the event of the tender being submitted by a firm, it must be signed on his behalf by a

person holding a power-of-attorney authorizing him to do so.

3. Receipts for payments made on account of any work, when executed by firm, shall also

be signed by all the partners, except where the Contractors are described in their tender

as a firm, in which case the receipt shall be signed in the name of the firm by one of the

partners or by some other person having authority to give effectual receipt for the firm.

4. Any person who submits a tender, shall fill up the usual printed form including the 'column'

total according to estimated quantities, stating at what rate he is willing to undertake each

item of the work, Tenders which purpose any alteration in the works specified in the said

form of invitation to tender or in the time allowed for carrying out the work or which contain

any other conditions of any sort, will liable to rejection. No single tender include more than

one work, but Contractors who wish to tender for two or more works, shall submit a

separate tender for each. Tenders. shall have the name and the number of the work (to

which they refer) written outside the envelope.

5. The Addl. City Engineer or his duly authorized Assistant shall open tenders in the

presence of any intending Contractors who have submitted tenders or their

representatives who may be present at the time and he will enter the amounts of the

several tenders in a comparative statement in a suitable form. In the event of a tender

being accepted, the Contractor, shall thereupon for the purpose of identification, sign

copies of the specifications and other documents mentioned in this tender in the event of

a tender being accepted the contractor, shall thereupon for the purpose of indification,

sign copies of the specifications and other documents mentioned in this tender in the

event of a tender being rejected, the Municipal Commissioner shall authorize the officer

concerned to refund the amount of the earnest money deposited to the Contractor making

the tender on his giving a receipt for the return of the money.

6. The officer competent the dispose of the tenders shall have the right of rejecting all or any

of the tenders.

7. No receipt for any payment alleged to have been made by a Contractor in regard to any

matter relating to this tender or the contract shall be valid and binding on Municipal

Corporation unless it is signed by the Addl. City Engineer.

8. The memorandum of work to be tendered for any schedule of materials to the supplied by

the Municipal Corporation and their rates shall be filled in and completed by the office of

the Addl. City Engineer before the tender form is issued. If a form issued to an intending

tenders has not been so filled in and completed, he shall request the said office to have

this done before he completes and delivers his tender.

9. All works shall be measured not be standard measure and according to the rules and

customs of the Municipal Corporation without reference to any local custom.

10. Under no circumstances shall any Contractor be entitled to claim enhanced rates for any

item in this contract.

11. Every Contractor shall, unless exempted in writing by the Addl. City Engineer concerned,

produce along with this tender, a solvency certificate of his financial stability from the

collector of the District within which he resides or a Bank's his certificate. If he fails to

produce such a certificate his tender will not be considered.

12. All corrections and additions or pasted slips should be initialed.

13. All measurement of work will be taken according to the usual method in use in the

Municipal Corporation and as per I.S. code for general practice and no proposals to adopt

alternative methods will be accepted. The Addl. City Engineer's decision as to what is 'the

usual method in use in the Municipal Corporation' will be final.

14. The Contractor shall have to attach to his tender, Income-Tax Clearance certificate to be

obtained from the Income-Tax Officer.

15. The Contractor will have to construct a shed for a storing controlled and valuable

materials issued to him under schedule A' of the agreement at work-site having double

locking arrangement. The materials will then be taken for use in the presence of the

Departmental person. No. Material will be allowed to be removed form the site of work.

16. No foreign exchange will be released by the Department for the purpose of plant and

machinery required for the execution of the work contracted for.

17. Controlled materials (Essentially Certificate)

(i) As regards controlled materials, the Municipal Corporation will help to arrange for

the permit as far as possible and help the Contractor in securing the same. All

incidental charges met with in procuring these materials shall be borne by the

Contractor himself. Though the Municipal Corporation will help to arrange for the

permit as far as possible and help the Contractor in obtaining materials, it shall

not accept any responsibility for any delay or loss on account of delay caused to

the contractor while obtaining the same.

(ii) The contractor shall submit to. Addl. City Engineer on close of every calendar

month, the monthly returns in the prescribed forms as to the receipts and actual

use of the controlled materials during the month.

(iii) The Contractor shall permit the Addl. City Engineer or his representatives to

inspect the stock of the controlled materials stored by him at any time whenever

the Addl. City Engineer or his representative(s) so desire (s).

18. The tender for the work shall remain open for a period of (120 days) from the date of

opening of the tenders for this work and the tenderer shall not be allowed to withdraw of

modify the offer on his own during this period. If any tenderer withdraws or marks any

modifications or additions in the terms and conditions of his tender, not acceptable to the

Municipal Corporation, then Municipal Corporation shall, without prejudice to any right or

remedy, be at liberty to forfeit in full the said earnest money.

19. The Contractor shall employ only such labour that shall produce a valid certificate of

having been vaccinated against small - pox within a period of last three years.

TENDER FOR WORKS.

I/We hereby tender for the execution for the Municipal * In Figures as well in words.

Corporation of Ahmedabad (herein before and herein

after referred to as 'Corporation') of the work specified

in the under written memorandum within the time

specified in such memorandum at *

…………………………………... Percent below /

above the estimated rates specified schedule 'B'

(memorandum showing item of works to be carried

out) and in accordance in all respects with the

specifications, designs, drawings and instructions in

writing referred to in this tender and in Clause 13 of

the annexed conditions of contract and agree that

when materials for the work are provided by

Corporation, such materials and the rates to be paid

for them shall be as provided in schedule 'A' hereto.

(a)General Description. Construction gajebo (a) If several sub works are included

for MP/MLA/COUNCILOR Budget in the should be detailed in a separate list.

diff.garden in vejalpur ward in south The amount of earnest money to be

west zone.(Re-Invite) deposited shall be in accordance with

(b) Estimate Cost: Rs. 9,80,000.00 instruction no.

(c) Earnest Money: 1% of the estimated amount

of tendered work. Rs9800.00

(D) SECURITY DEPOSIT

(i) 5% of the contract value cost paid in cash if the contract value is less than Rs. 5000/-

(ii) (a) 1% of the estimated cost paid as earnest money along with the tender.

(b) Security Deposit is equal to 5% of the sectioned tender cost in form DD or Bank

(iii) Bank Guarantee from a Nationalized Bank or Bank approved by the Municipal

Corporation for an amount equal to 5% of sectioned tender cost

Note – 1. All work shall be carried out as per Public Works Department Handbook and other

specifications of Ahmedabad Municipal Corporation or as directed.

Note – 2. Rates quoted include clearance of site (prior of commencement of work and at its close)

in all respects and hold good for work under all condition, site moisture weather etc

Contractor's Signature Addl. City Engineer

& Stamp (South West Zone)

D-1 : EARTH WORK IN TRENCH, EXCAVATION AND BACK FILLING

D.1.1.1 This specification covers the general requirements of earth work in excavation for

foundation of UG tank, form work etc. in different materials, filling in areas as

shown in drawing, filling back around foundations trenches, conveyance and

disposal of surplus spoils or stacking them properly as shown on the drawings and

as directed by engineer and all operations covered within the intent and purpose of

this specification.

D.1.2 APPLICABLE CODES

D.1.2.1 The following Indian Standard codes, unless otherwise specified herein, shall be

applicable. In all cases, the latest revision of the codes shall be referred to.

1. IS 783 - Code of practice for laying of concrete pipes

2. IS 1200 - Method of measurement of building

3. IS 3764 - Safety code for excavation

4. IS 3385 - Code of practice for measurement of Civil

Engineering works

5. IS 2720 - Methods of test for soils

Part - I - Preparation of dry soil samples for various tests.

Part – II - Determination of water content.

Part – IV - Grain size analysis.

Part – V - Determination of liquid and plastic limit.

Part – VII - Determination of water content dry density relation

using light compensation.

Part – IX - Determination of dry density – moisture content

relation by constant weight of soil method.

Part – XIV - Determination of density index (relative density) of

cohesionless soils.

Part - XXVIII - Determination of dry density of soils in place, by the

sand replacement method.

Part - XXXIII - Determination of the density in place by ring and

water replacement method.

Part – XXXIV - Determination of density of soil in place rubber

Part - XXXVIII - Compaction control test (Hilf Method)

D.1.3 DEFINITIONS

D.1.3.1 The following terms shall have the meanings hereby assigned to them

• Top Soil - means any surface material including turf suitable for use in soiling

areas to be grassed or cultivated.

• Excavation – means excavation in open cut down to levels required as per

approved drawings or otherwise as being the general levels after completion of

D.1.3.2 Drawings

D.1.3.2.1 Engineer will furnish drawings wherever, in his opinion, such drawings are

required to show areas to be excavated / filled grade level, sequence of priorities

etc. The contractor shall follow strictly such drawings.

D.1.4.1 Contractor shall furnish all tools, plants, instruments, qualified supervision,

personnel, labour, materials any temporary works, consumables, any everything

necessary, whether or not such items are specifically stated here for completion of

the job in accordance with specification requirements.

D.1.4.2 Contractor shall carry out the survey of the site before excavation and properly

establish line and levels for various works such as earthwork excavation for

grading, basement, foundations, plinth filling, roads, drains, cable trenches,

pipelines etc. Such survey shall be carried out by taking accurate cross sections of

the area perpendicular to established reference / grid lines at 8 m. intervals or

nearer as determined by Engineer based on ground profile. These shall be

checked by Engineer and thereafter proper recorded.

D.1.4.3 The excavation shall be done to correct lines and levels. This shall also include,

where required, proper shoring to maintain excavations and also furnishing,

erecting and maintaining or substantial barricades around excavated areas and

warning lamps at night for ensuring safety.

D.1.4.4 The rates quoted shall also include for dumping of excavated materials in regular

heaps, bunds, rip rap with regular slopes as directed by Engineer, within the lead

specified and levelling the same so as to provide natural drainage. Rock / soil

excavated shall be stacked properly as directed by Engineer. As a rule, all softer

material shall be laid along the center of heaps, the harder and more weather

resisting materials forming the casing on the sides and the top. Rock shall be

stacked separately.

D.1.4.5 Carting and recarting of the excavated material

D.1.4.5.1 The rates quoted shall also includes the carting and staking properly or spreading

the excavated stuff within a lead of 50 m and recarting the same to the site for

backfilling the trenches with the selected excavated materials as directed by

Engineer in charge.

D.1.5.1 The area to be excavated filled shall be cleared of fences, trees, plants, logs,

stumps, bush, vegetation, rubbish, slush etc. and other objectionable matter. If

any roots or stumps of trees are met during excavation, they shall also be

removed. The material so removed shall be burnt or disposed off as directed by

Engineer. Where earthfill is intended, the area shall be stripped of all loose/soft

patches, top soil containing objectionable matter / materials before fill

D.1.6 PRECIOUS OBJECTS, RELICS, OBJECTS OF ANTIQUITY ETC.

D.1.6.1 All gold, silver, oil, minerals, archaeological and other findings of importance,

trees cut or other materials of any description and all precious stones, coins,

treasures, relics, antiquities and other similar things which may be found in or

upon the site shall be the property of Client and Contractor shall duly preserve the

same to the satisfaction of Owner and from time to time deliver the same to such

person or persons as Owner may from time to time authorize or appoint to receive

D.1.7 CLASSIFICATION

D.1.7.1 All materials to be excavated shall be classified by Engineer, into one of the

following classes and shall be paid for at the rate tendered for that particular class

of material. No distinction shall be made whether the material is dry, moist or

wet. The decision of Engineer regarding the classification of the material shall be

final and binding on Contractor and not be a subject matter of any appeal or

D.1.7.2 Any earthwork will be classified under any of the following categories :

D.1.7.2.1 Ordinary and Hard Soils

These shall include all kinds of solid containing kankar, sand, silt, moorum and /

or shingle, gravel, clay, loam, peat, ash, shale etc. which can generally be

excavated by spade, pick axes and shovel, and which is not classified under “soft

and decomposed rock” and “hard rock” defined below. This shall also include

embedded rock bounders not longer than 1 meter in any one direction and not

more than 200 mm in any one of the other two directions.

D.1.7.2.2 Soft and Decomposed Rock

This shall include rock, bounders, slag, chalk, state, hard micaschist, laetrite and

all other materials which in the opinion of Engineer is rock, but does not need

blasting and could be removed with picks, hammer, crow bars, wedges, and

pneumatic breaking equipment. The mere fact that contractor resorts to blasting

for reasons of his own, shall not qualify for classification under ‘hard rock’.

This shall also include excavation in macadam and tarred road and pavements.

This shall also include rock boulders not longer than 1 meter in any direction and

not more than 500 mm in any one of the other two directions. Masonry to be

dismantled will also be measured under this item.

D.1.7.2.3 Hard Rock

This shall include all rock occurring in large continues masses which cannot be

removed except by blasting for loosening it. Harder varieties of rock with or

without veins and secondary minerals which, in the opinion of Engineer require

blasting shall be considered as hard rock. Boulders of rock occurring in such sizes

and not classified under (a) and (b) above shall also be classified as hard rock.

Concrete work both reinforced and unreinforced to be dismantled will be

measured under this item, unless a separate provision is made in the Schedule of

D.1.8 EXCAVATION

D.1.8.1 All excavation work shall be carried out by mechanical equipment’s unless, in the

opinion of Engineer, the work involved and time schedule permit manual work.

D.1.8.2 Excavation for permanent work shall be taken out of such widths, lengths, depths

and profiles as are shown on the drawings or such other lines and grades as may

be specified by Engineer. Rough excavation shall be carried out to a depth

mm above the final level. The balance shall be excavated with special care. Soft

pockets shall be removed ever below the final level and extra excavation filled up

a directed by Engineer. The final excavation if so instructed by Engineer, should

be carried out just prior to laying the mud-mat.

D.1.8.3 Contractor may, for facility of work or similar other reasons, excavate, and also

backfill later, if so approved by Engineer, at his own cost outside the lines shown

on the drawings or directed by Engineer. Should any excavation be taken below

the specified elevations, Contractor shall fill it up, with concrete of the same class

as in the foundation resting thereon, upto the required elevation. No extra shall be

claimed by Contractor on this account.

D.1.8.4 All excavation shall be done to the minimum dimensions as required for safety

and working facility. Prior approval of Engineer shall be obtained by Contractor

in each individual case, for the method he proposes to adopt for the excavation,

including dimensions, side slopes, dewatering, disposal etc. This approval,

however, shall not in any way relieve Contractor of his responsibility for any

consequent loss or damage. The excavation must be carried out in the most

expeditious and efficient manner. Side slopes shall be as steep as will stand safely

for the actual soil conditions encountered. Every precaution shall be taken to

prevent slips. Should slips occur, the slipped material shall be removed and the

slope dressed to a modified stable slope. Removal of the slipped earth will not be

paid for if the slips are due to the negligence of Contractor.

D.1.8.5 Excavation shall be carried out with such tools, tackles and equipment as

described hereinbefore. Blasting or other methods may be resorted to in the case

of hard rock; however not without the specific permission of Engineer.

D.1.8.6 Engineer may also direct that in some extreme case, the rock may be excavated by

heating and sudden quenching for splitting the rock. Fire-wood shall be used for

burning and payment shall be made for such work as called for in the schedule of

D.1.9 STRIPPING LOOSE ROCK

D.1.9.1 All loose boulders, semi detached rocks (along with earthy stuff which might

move therewith) not directly in the excavation but so close to the area to be

excavated as to be liable, in the opinion of Engineer, to fall or otherwise endanger

the workmen, equipment, or the work, etc. shall be stripped off and removed away

from the area of the excavation. The method used shall be such as not to shatter,

or render unstable or unsafe the portion which was originally sound and safe.

D.1.9.2 Any material not requiring removal as contemplated in the work, but which, in the

opinion of Engineer, is likely to become loose or unstable later, shall also be

promptly and satisfactorily removed as directed by Engineer. The cost of such

stripping will be paid for at the unit rates accepted for the class of materials in

D.1.10 FILL, BACK FILLING AND SITE GRADING

D.1.10.1 General

D.1.10.1.1 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. and

will be paid for as indicated in the item of this tender specified elsewhere.

D.1.10.1.2 No earthfill shall commence until surface water discharges and streams have been

properly intercepted or otherwise dealt with as directed by Engineer.

D.1.10.2 Material

D.1.10.2.1 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 150 mm size, mixed with properly graded fine material consisting of

murrum or earth fill up the voids and the mixture used for filling.

D.1.10.3 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.1.10.4 Filling in pits and trenches around foundations of structures, walls etc.

D.1.10.4.1 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 levelled to proper profile as directed by Engineer or indicated on

the drawing. Filling with available excavated earth excluding rock in foundation

will be paid for as indicated in the item of the tender specified elsewhere.

D.1.10.5 Plinth filling

D.1.10.5.1 Plinth filling shall be carried out with approved material as described herein

before in layers not exceeding 20 cm, watered and compacted with mechanical

compaction machines. If required engineer may however permit manual

compaction by hand tampers in case he is satisfied that mechanical compaction is

not possible. When filling reaches the finished level, the surface shall be flooded

with water, unless otherwise directed for atleast 24 hours, allowed to dry and then

the surface again compacted as specified above settlements at a later stage. The

finished level of the filling shall be trimmed to the level / slope specified.

D.1.10.5.2 Where specified in the schedule of works, compaction of the plinth fill shall be

carried out by roller in case of compaction of granular materials such as stands

and gravel, vibratory rollers shall be used. A smaller weight roller may be used

only if permitted by Engineer. As rolling proceeds water sprinkling shall be done

to assist consolidation. Water shall not be sprinkled in case of sandy fill.

D.1.10.5.3 The thickness of each unconsolidated fill layer can in this case be upto a

maximum of 200 mm. Engineer will determine the thickness of the layers in

which fill has to be consolidated depending on the fill material and equipment

used. Rolling shall commence from the outer edge and progress towards the

centre and continue until compaction is to the satisfaction of Engineer, but in no

case less than 10 passes of the roller will be accepted for each layer. The

compacted surface shall be properly shaped, trimmed and consolidated to an even

and uniform gradient. All soft spots shall be excavated and filled and

consolidated. At some locations / areas if may not be possible to use rollers

because of space restrictions etc. Contractor shall then be permitted to use

pneumatic tampers, rammers etc. and he shall ensure proper compaction.

D.1.10.6 Sand filling in plinth and other places

D.1.10.6.1 At places backfilling shall be carried out with local sand if directed by Engineer.

The sand used shall be clean, medium grained and free from impurities. The filled

in sand shall be kept flooded with water for 24 hours to ensure maximum

consolidation. Any temporary work required to contain sand under flooded

condition shall be to contractor’s account. The surface of the consolidated sand

shall be dressed to required level or slope. Construction of floor or other

structures on sand fill shall not be started until Engineer has inspected and

approved the fill.

D.1.10.7 Filling in Trenches

D.1.10.7.1 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.1.10.7.2 Where the trenches are excavated in soil, the filling from the bottom of the trench

to the level of the center line 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 center line of the pipe shall also be done with selected earth by hand

compaction or other approved means in layers not exceeding 20 cm.

D.1.10.7.3 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 center line of the pipe shall be done by hand

compaction in layers not exceeding 20 cm. Also the filling above the center line 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

D.1.10.7.4 Filling of the trenches shall be carried simultaneously on both sides of the pipe to

avoid unequal pressure on the pipe.

D.1.11 GENERAL SITE GRADING

D.1.11.1 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 under Clause 10.0 and elsewhere

unless otherwise indicated below.

D.1.11.2 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 levelled uniformly and compacted as indicated in

Clause 10.0 before the next layer is deposited.

D.1.11.3 To ensure that the fill has been compacted as specified, field and laboratory tests

shall be carried out by Contractor at his cost.

D.1.11.4 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

D.1.11.5 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.1.11.6 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.1.11.7 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.1.11.8 If so specified, the rock as obtained from excavation may be used for filling and

levelling 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 12 tonne roller. No less than twelve passes of the

roller shall be accepted before subsequent similar operations are taken up.

D.1.12 FILL DENSITY

D.1.12.1 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.1.13.1 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.1.14 MEASUREMENT AND PAYMENT

D.1.14.1 All excavation shall be measured net. Dimensions for purpose of payment shall be

reckoned on the horizontal area of the excavation at the base for foundations of

the walls, columns, footings, tanks, rafts or other foundations / structures to be

built, multiplied by the mean depth from the surface of the ground in accordance

with the drawings. Contractor may make such allowance in his rates to provide

for excavation in side slopes keeping in mind the nature of the soil and safety or

excavation. Reasonable working space, beyond concrete dimensions and

shuttering where considered necessary in the opinion of Engineer will be allowed

in excavation and considered for payment. However, if concreting is proposed

against the excavated sides, no such over – excavation will be permitted. In such

cases over-excavation shall be made good by Contractor with concrete of the same

class as in the foundations at his cost.

D.1.14.2 Unless otherwise specified, the unit rates quoted for excavation in different types

of material shall also account for a basic lead of 50 meters for disposal as

specified or directed. Only leads beyond the basic lead of 50 meters will be

considered as extra lead and paid for at the rates quoted in the schedules.

D.1.14.3 Backfilling as per specifications the sides of foundations of columns, footings,

structures, walls, tanks, rafts, trenches etc. with excavated material will not be

paid for separately. It shall be clearly understood that the rate quoted for

excavation including backfilling shall include stacking of excavated material as

directed, excavation / packing of selected stacked material, conveying it to the

place of final backfill, compensation etc. as specified. As a rule material to be

backfield shall stacked temporarily within the basic lead of 50 meters unless

otherwise directed by the Engineer. If Engineer directs / permits a lead of over

50 meters for such material, the conveyance of the material for the extra distance

over the basic lead of 50 meters for backfilling will be paid for.

D.1.14.4 Payment for fill inside trenches, plinth of similar filling with selected excavated

material will be made for only compaction as specified / directed. Cost of all

other operations shall be deemed to have been covered in the rate quoted for

excavation. Payment for this work will be made based on measurement of trench

dimensions filled. The plinth ground levels shall be surveyed before hand for this

purpose. If no compaction is specified / desired such filling will not be separately

paid for. In such an event, the fill shall be levelled / finished to the profile as

directed at no extra cost.

D.1.14.5 Backfilling with borrowed earth will be paid for at rates quoted. The quoted rate

shall include all operations such as clearing, excavation, lead and transport, fill,

compaction etc. as specified. Actual quantity of consolidated filling or actual

quantity or excavation in the borrow pits (less such top soil which has been

excavated and not used for filling) whichever is less shall be measured and paid

for in cubic meters. The lead, lift etc. shall be as indicated in the schedule of

D.1.14.6 Actual quantities of consolidated sand filing shall be measured and paid in cubic

D-2 : TIMBER SHORING

D.2.1.1 This specification covers the general requirements of timber shoring for

excavation of trenches, pits, open excavations etc.

D.2.2.1 Close timbering shall be done by completely covering the sides of the trenches

and pits generally with short, upright members called ‘polling boards’. These

shall be of minimum 25 cm x 4 cm sections or as directed by Engineer. The

boards shall generally be placed in position vertically side by side without any gap

on each side of the excavation and shall be secured by horizontal walings of

strong wood at maximum 1.2 meters spacings, strutted with ballies or as directed

by Engineer. The length of the ballie struts shall depend on the width of the

trench or pit. If the soil is very soft and loose, the boards shall be placed

horizontally against each side of the excavation and supported by vertical walings,

which in turn shall be suitably strutted. The lowest boards supporting the sides

shall be taken into the ground and no portion of the vertical side of the trench or

pit shall remain exposed, so as to render the earth liable to slip out.

D.2.2.2 Timber shoring shall be ‘close’ or ‘open’ type, depending on the nature of soil and

the depth of pit or trench. The type of timbering shall be as approved by

Engineer. It shall be the responsibility of contractor to take all necessary steps to

prevent the sides of excavations, trenches, pits etc. from collapsing.

D.2.2.3 Timber shoring may be required to keep the sides of excavations vertical to ensure

safety of adjoining structures or to limit the slope of excavations, or due to space

restrictions or for other reasons. Such shoring shall be carried out, except in an

emergency, only under instructions from Engineer.

D.2.2.4 The withdrawal of the timber shall be done very carefully to prevent the collapse

of the pit or trench. It shall be started at one end and proceeded with

systematically to the other end. Concrete or masonry shall not be damaged during

the removal of the timber. No claim shall be entertained for any timber which

cannot be withdrawn and is lost or buried.

D.2.2.5 In the case of open timbering, the entire surface of the side of trench or pit is not

required to be covered. The vertical boards of minimum 25 cm x 4 cm sections

shall be spaced sufficiently apart to leave unsupported strips of maximum 50 cm

average width. The detailed arrangement, sizes of the timber and the spacing shall

be subject to the approval of engineer. In all other respects, specification for close

timbering shall apply to open timbering.

D.2.2.6 In case of large pits and open excavations, where shoring is required for securing

safety of adjoining structures or for any other reasons and where the planking for

sides of excavations / pits cannot be strutted against, suitable inclined struts

supported on the excavated bed shall be provided. Load from such struts shall be

suitably distributed on the bed to ensure no yielding of the strut. If, however,

Engineer directs any timbering to be left-in, keeping in mind the type of

construction or any other factor, contract shall be paid for at the scheduled item

rate for such left-in timbering.

D.2.3 MEASUREMENT

D.2.3.1 Shoring and strutting of the excavated trenches of foundation will be carried out

as required. Shoring and strutting of the excavated trench is deemed to be

included in the rate of item of excavation. No extra payment will be made for

D-3 : DEWATERING

D.3.1.1 This specification covers the general requirements of dewatering excavations in

D.3.2.1 All excavations shall be kept free of water. Grading in the vicinity of excavations

shall be controlled to prevent surface water running into excavated areas.

Contractor shall remove by pumping or other means approved by Engineer any

water inclusive of rain water and subsoil water accumulated in excavation and

keep all excavations dewatered until the foundation work is completed and

backfilled. Sumps made for dewatering must be kept clear of the excavations /

trenches required for further work. Method of pumping shall be approved by

Engineer but any case, the pumping arrangement shall be such that there shall be

no movement of subsoil or blowing in due to differential head of water during

pumping. Pumping arrangements shall be adequate to ensure no delays in

D.3.2.2 Contractor shall visit the site and carry out necessary tests to work out the cost.

AMC will not be responsible for subsoil survey or any data given in tender

document. Contractor is deemed to have inspected and examined the site and its

surroundings and to have satisfied himself to the nature of site before submitting

D.3.2.3 When there is a continuous inflow of water and quantum of water to be handled is

considered in the opinion of Engineer, as large, well point system – single stage or

multistage, shall be adopted. Contractor shall submit to Engineer his scheme of

well point system including the stages, the spacing, number and diameter of well

points, heads etc. and the number, capacity and location of pumps of approval.

D.3.3 MEASUREMENT

Dewatering is deemed to have been included in the unit rates quoted for

excavation. No extra payment will be made against dewatering and excavation in

D-4 : RAIN WATER DRAINAGE

D.4.1.1 This section covers the drainage of rain water in excavated areas.

D.4.2.1 Grading in the vicinity of excavation shall be such as to exclude rain / surface

water draining into excavated areas. Excavation shall be kept clean of rain and

such water as the Contractor may be using for his work by suitably pumping out

the same at no extra cost to the owner. The scheme for pumping and discharge of

such water shall be approved by the Engineer.

D.4.2.2 Rain water drainage of the site in vicinity of area is deemed to be included in the

rate of excavation. No extra payment will be made for the arrangement.

D-5 : SITE FILLING

D.5.1.1 Apart from any other work / purpose for which this specification may be made

applicable by Engineer, this shall generally govern work involving filing site /

plant over the entire area / most of the area to raise the general grade level to the

desired elevation. This work shall be carried out as per applicable clauses

“Earthwork in Grading, Excavation and Backfilling” particularly Clauses 10 &

D.5.2 FILL MATERIAL

D.5.2.1 General

D.5.2.1.1 All fill material whether such material is brought from outside borrow areas or

excavation within the site, will be subject to Engineer’s approval.

Notwithstanding any approval given to the fill material or borrow areas from

which fill material is proposed to be brought, Engineer / Owner reserves the right

to reject such material which in his opinion either does not meet the specification

requirements or is unsuitable for the purpose for which it is intended.

D.5.2.2 Borrow Areas

D.5.2.2.1 It shall be Contractor’s responsibility to locate suitable borrow areas for

borrowing fill material. Such areas will be inspected by Engineer and approved

before Contractor makes arrangements to borrow the fill material. The top soil

which may contain vegetation, rubbish, slush etc. shall not be used. If demanded

by Engineer. Contractor shall arrange to have trial pits of specified dimensions

and numbers dug at locations specified, for Engineer to examine the nature and

type of material likely to be obtained from the borrow area.

D.5.2.3 Lead, Lift and Transportation

D.5.2.3.1 Unless separately provided, for, all lead, lift and transportation required for

bringing in the fill material from borrow areas or from excavation from within the

site shall be included in the Contractor’s quoted unit rates for item of excavation.

D.5.2.4 Quality

D.5.2.4.1 The borrowed soil shall be generally granular, and non-cohesive. It shall consist

of sand, silty sand, murrum, ordinary soil, gravel and shingle. Dredged material,

free from clayey deposit, will be accepted. Fill material shall also be free from

sulphates, salts, organise, foreign and other harmful or objectionable materials.

Any material rejected by Engineer shall be removed from the site immediately.

D.5.3 ACCESS ROAD

D.5.3.1 Roads, whether of temporary or other nature, required to be constructed for

access and for movement of man, materials. Equipments, transport vehicles,

vehicles carrying fill material etc. to or over borrow areas and/or to or over areas

on which fill has to be deposited shall be constructed by Contractor at his cost.

Such costs shall be deemed to have been included in the unit rates quoted by

Contractor for the item of excavation. Such access roads shall be maintained in

good condition during all seasons to ensure completion of work according to time

D.5.4.1 Site clearing before filling shall be carried out as specified in the enclosed

specification. Earthwork in Grading, Excavation and backfilling.

D.5.5.1 Backfill

D.5.5.1.1 Backfill shall be deposited to bring the grade level to desired elevation after

compaction of fill.

D.5.5.1.2 Back fill shall be compacted, where so specified, by 12 tonne rollers as indicated

in Clause D.5.5.2.3 below. The fill material shall be compacted to the specified

density, where so specified.

D.5.5.1.3 If the density of fill use of rollers for compaction is not specified. Contractor shall

ensure necessary compaction by the passage of trucks, carrying the fill material

over the deposited fill in such a way that the entire fill area is covered. These will

reasonably compact the sand fill will be accepted by Engineer. However,

Contractor shall ensure that every layer is thus compacted before the succeeding

layers are deposited. Each layer shall not exceed 200 mm in thickness.

D.5.5.1.4 Compaction of back fill by flooring the area shall be carried out where so

specified. In this case, Contractor should ensure that the fill material is not

washed away. This work shall be carried out as directed by Engineer.

D.5.5.2 Soil Fill

D.5.5.2.1 Approval soil fill consisting of ordinary soil, murrum, soil containing gravel,

shingle etc. shall be deposited in layers not exceeding 200 mm. Contractor should

ensure that all clods of earth are broken down to a size not larger than 100 mm.

D.5.5.2.2 Where density of fill or use of rollers is not specified, the fill shall be carried out

as specified in Clause D.5.5.1.3 above.

D.5.5.2.3 Where the fill material has to be compacted by use of rollers procedure as

specified in Clause D.1.10.5.2 of specification for “Earthwork in Grading,

Excavation and Backfilling”.

D.5.5.2.4 Where specified, the required density of fill shall be obtained by proper

D.5.6 MEASUREMENT

D.5.6.1 This item of site filling is to be measured in Cu.M. of work done & payment shall

be made on the basis of Cu.M.

D-6 : CONCRETE WORKS

D.6.31.1 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.6.31.2 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.6.2 APPLICABLE CODES AND SPECIFICATIONS

D.6.2.1 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.6.2.2 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

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

(Part 1 and 2) steel 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

D.6.2.3 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.6.2.4 Code for Materials Storage

1. IS : 4082 - Recommendations on stacking and storing of

construction materials at site.

D.6.2.5 Code for Concrete Mix Design

1. IS : 10262 - Recommended guidelines for concrete mix design.

2. SP : 23 - Handbook on Concrete Mixes.

D.6.2.6 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.6.2.7 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.6.2.8 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) 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.6.2.9 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.6.2.10 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.6.3.1 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.6.3.2 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.6.4 MATERIALS

D.6.4.1.1 Unless otherwise specified or called for by the Engineer, cement shall be

Ordinary Portland Cement conforming to IS specified above.

D.6.4.1.2 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.6.4.1.3 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.6.4.1.4 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.6.4.2 Aggregates (General)

D.6.4.2.1 General

D.6.4.2.1.1 “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.6.4.2.1.2 “Coarse Aggregate” is aggregate most of which is retained when passed

through on 4.75 mm BIS sieve.

D.6.4.2.1.3 All 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.6.4.2.1.4 Aggregates shall consist of natural sand, stone (crushed or uncrushed) and

gravel 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.6.4.2.2 Sampling and testing

D.6.4.2.2.1 Samples 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 contractor.

D.6.4.2.3 Storage of aggregates

D.6.4.2.3.1 All 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.6.4.2.4 Specific Gravity

D.6.4.2.4.1 Aggregates having a specific gravity below 2.4 (saturated surface dry basis)

shall not be used.

D.6.4.3 Fine Aggregate

D.6.4.3.1 Fine aggregate shall consist of natural or crushed sand conforming to IS

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

D.6.4.3.2 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.6.4.3.3 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.6.4.3.4 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.6.4.3.4.1 Where 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

sieves, other 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.6.4.3.5 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,

microns and 150 microns) and dividing the sum by

D.6.4.4 Coarse Aggregate

D.6.4.4.1 Coarse aggregate for concrete, except as noted above, shall conform to IS

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.6.4.4.2 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.6.4.4.3 Grading

D.6.4.4.3.1 Coarse 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.6.4.4.3.2 The 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

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 smaller.

D.6.4.4.4 Foreign material limitations

D.6.4.4.4.1 The 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.6.4.5.1 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 be used.

D.6.4.6 Reinforcement

D.6.4.6.1 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.

D.6.4.6.2 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.6.4.6.3 If permitted by Engineer, welding of reinforcement shall be done in

accordance with IS ; 2751 or IS : 9417 as applicable.

D.6.4.7 Admixtures

D.6.4.7.1 Accelerating, retarding, water-reducing and air entraining admixtures shall

conform to IS : 9103 and integral water proofing admixtures to IS :

D.6.4.7.2 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.6.4.7.3 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.6.4.8 Wastage

D.6.4.8.1 No wastage allowance for cement and steel shall be considered and paid for.

D.6.5 SAMPLES AND TESTS

D.6.5.1 All materials used for the works shall be tested before use.

D.6.5.2 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.6.5.3 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.6.5.4 Water to be used shall be tested to comply with requirement of IS :

D.6.5.5 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.6.6 STORING OF MATERIALS

D.6.6.1 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

: 4082 shall be complied with.

D.6.6.2 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

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.6.6.3 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

D.6.6.4 Contractor shall make his own arrangements for storing water at site in tanks

to prevent contamination.

D.6.6.5 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.6.7.1 General

Concrete grade shall be as designated on drawings. In concrete grade M15,

M20, M25, M30 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,M-10 and M15

shall be Nominal whereas all other grades, M20 and above, shall be

Design Mix Concrete.

D.6.7.2.(a) Ready mix concrete

Minimum cement consumption shall be as specified in tender document.

However, necessary computer print out for consumption of all materials an

admixtures if permitted shall be made available as and when required in any

frequencies as directed by Engineer –in-charge.

Necessary slump requirements at the pouring places shall be made available

with ready mix concrete.

Concrete mix shall be design for 33% higher strength than the grade of

concrete specified. The proportions for ingredients chosen shall be such that

concrete has adequate workability for condition prevailing on the work in

question and can be properly compacted with the means available. Use of

cementacious material like Fly ash etc. shall not be permissible.

Except where it can be shown to the satisfaction of the Engineer-in-charge

that a supply of properly graded aggregate of uniform quality can be

maintained till the completion of work, grading of aggregate should be strictly

controlled. The different sizes shall be stocked in separate stock piles.

Required quality of material shall be stock-piled several hours, preferably a

day, before use. Grading of coarse and fine aggregate shall be checked as

frequently as possible, frequency for a given job being determined by the

Engineer-in-charge to ensure that the suppliers are maintaining the uniform

grading as approved for samples use din the design mix.

The quantity of both cement and aggregate shall be determined by weight.

Water shall either be measured by volume in calibrated tanks or weighed. All

measuring equipment shall be maintained in a clean and serviceable condition.

Their accuracy shall be periodically checked.

It is most important to keep the specified water – cement ratio constants and

its correct value. To this end, the moisture content in both fine and coarse

aggregates shall be determined by the Engineer-in-charge according to the

weather conditions. The amount of mixing water shall then be adjusted to

compensate for variations in the moisture content. For the determination of

moisture content in the aggregates, IS: 2386 (Part-III) shall be referred to.

Suitable adjustments shall also be made in the weights of aggregates to allow

for the variation in weights of aggregates due to variation in their moisture

The special Conditions / Specification regarding RMC are as follows.

The details like locations, capacity, experience, delivery schedule etc. of the

RMC agency shall be submitted by the successfully tenderer for prior

approval of the undersigned.

The RMC shall be conforming to IS :4926 with its latest amendments.

All the responsibility of RMC i.e. procurement for all materials, operation of

plant and machinery, transit mixers, pumping machineries relevant piping etc.

shall be on the account of the contractor.

The AMC shall not be held responsible for any delay / damage / loss due to

deployment of RMC for this project.

The octroi for the RMC shall have to be borne by the contractor as per

prevailing rates.

RMC process shall be fully automatic and computerized

When a transit mixer is used for transportation of concrete, no extra water

should be added to the concrete from else where after initial introduction of

mixing water from the batch, except when on arrival at the site of the work,

the slump of the concrete is less than that specified : such additional water to

bring the mixer under such pressure and direction of flow that requirements

for uniformity are met.

Records and certificates : The contractor shall keep from the manufacture

batch records of the quantities by mass of all mixing and of the results of all

tests. If required by the AMC, the contractor shall furnish certificates, at

agreed intervals, giving this information.

The contractor shall supply the following information for guidance of the

The type of cement to be used

Details Specification of aggregates to be used.

Type of admixture to be used. If specified.

Min. acceptable strength

Slump of concrete or compaction factor

Ages at which the test cubes or beams are to be tested and the frequency and

number of test to be made.

Any other requirement.

Tolerance : Unless otherwise agreed to between the SMC and the contractor,

the concrete shall be deemed to comply with the requirements of this, if these

results of testes where applicable lie with in the tolerance specified below.

Consistency of workability : The slump average of two tests shall not differ

from the specified value by + 10 mm for a specified slump of 75 mm. The

compacting factor average of two test shall be within + 0.03 of the value

specified. If any other method of determining consistency to be used a suitable

tolerance shall be agreed to be between the purchaser and the manufacture.

The tests for consistency or workability shall be complete within 15 minutes

of the time of receipt of the ready mix concrete at the site.

Aggregate : When tested in accordance with IS 2386 (Part-I) 1963, the

quantity of aggregate larger than the max size specified by the purchaser shall

not exceed 5% of the qty. of coarse aggregate and all such pass sieve of next

D.6.7.2.(b) Design Mix Concrete

D.6.7.2.1 Mix Design and Testing

D.6.7.2.1.1 For Design Mix Concrete, the mix shall be designed according to IS :

and SP: 23 to provide the grade of concrete having the required workability

and characteristics strength not less than appropriate values given in IS :

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

D.6.7.2.1.2 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 Contractor.

D.6.7.2.1.3 It 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 pr portions 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 Minimum Compressive Specified

Compressive strength

(N/Sq.mm at 7 days)

(N/Sq.mm at 28 days)

D.6.7.2.1.4 A 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.6.7.2.2 Batching and Mixing of Concrete

D.6.7.2.2.1 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.6.7.2.2.2 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.6.7.2.2.3 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.6.7.3 Nominal Mix Concrete

D.6.7.3.1 Mix Design and Testing

D.6.7.3.1.1 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.6.7.3.2 Batching and Mixing Concrete

D.6.7.3.2.1 Based on the adopted nominal mixes, aggregates and cement shall be

measured by weight.

D.6.8 FORM WORK

D.6.8.1 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.6.8.2 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.6.8.3 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

(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.6.8.4 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

D.6.8.5 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.6.8.6 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.6.8.7 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.6.8.8 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.6.8.9 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

D.6.8.10 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.6.8.11 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.6.8.12 The Contractor shall provide adequate props carried down to a firm bearing

without overloading any of the structures.

D.6.8.13 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.6.8.14 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.6.8.15 The striking time for formwork shall be determined based on following

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.6.8.16 Under normal circumstances (generally where temperatures are above 20 Deg.

C) forms may be struck after expiry of the time period given in IS :

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.6.9 Reinforcement Workmanship

D.6.9.1 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

D.6.9.2 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.6.9.3 Re-bending or straightening incorrectly bent bars shall not be done without

approval of Engineer.

D.6.9.4 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.6.9.5 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.6.9.6 Substitution of reinforcement, laps / splices not shown on drawing shall be

subject to Engineer’s approval.

D.6.10 TOLERANCES

D.6.10.1 Tolerance for formed and concrete dimensions shall be as per IS : 456 unless

specified otherwise.

D.6.10.2 Tolerances specified for horizontal or vertical building lines or footings shall

not be construed to permit encroachment beyond the legal boundaries.

D.6.11 PREPARATION PRIOR TO CONCRETE PLACEMENT

D.6.11.1 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.6.11.2 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-in-charge.

D.6.12 TRANSPORTING, PLACING AND COMPACTING CONCRETE

D.6.12.1 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.6.12.2 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.6.8.13.

D.6.12.3 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.6.12.4 While placing concrete the Contractor shall proceed as specified below and

also ensure the following :

a) Continuously between construction joints and predetermined

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

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

j) Record the time and location of placing structural concrete.

D.6.12.5 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.6.12.6 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

D.6.12.7 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 acceptance.

D.6.13 MASS CONCRETE WORKS

D.6.13.1 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.6.14.1 Curing and protection shall start immediately after the compaction of the

concrete to protect it from :

10.0 premature drying out, particularly by solar radiation and wind;

11.0 leaching out by rain and flowing water;

12.0 rapid cooling during the first few days after placing;

13.0 high internal thermal gradients;

14.0 low temperature of frost;

15.0 vibration and impact which may disrupt the concrete and interfere with

its bond to the reinforcement.

D.6.14.2 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 7 days. The quality of curing water shall be the

same as that used for mixing.

D.6.14.3 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.6.14.4 Curing may also be done by covering the surface with an impermeable

material such as polyethylene, which shall be well sealed and fastened.

D.6.14.5 Extra precautions shall be exercised in curing concrete during cold and hot

D.6.15 CONSTRUCTION JOINTS AND KEYS

D.6.15.1 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.6.15.2 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.6.15.3 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 15 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.6.15.4 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 normal way.

D.6.16 FOUNDATION BEDDING

D.6.16.1 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.6.16.2 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.6.17 FINISHES

D.6.17.1 General

D.6.17.1.1 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.6.17.2 Surface finish Type F1

D.6.17.2.1 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 for use.

D.6.17.3 Surface finish Type F2

D.6.17.3.1 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.6.17.4 Surface finish Type F3

D.6.17.4.1 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.6.17.5 Integral cement finish on concrete floor

D.6.17.5.1 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.6.18 REPAIR AND REPLACEMENT OF UNSATISFACTORY CONCRETE

D.6.18.1 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 work.

D.6.18.2 All through holes for shuttering shall be filled for full depth and neatly

plugged flush with surface.

D.6.18.3 Rejected concrete shall be removed and replaced by Contractor at no

additional cost to Client.

D.6.18.4 For patching of defective areas all loose materials shall be removed and the

surface shall be prepared as directed by the Engineer.

D.6.18.5 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.6.19 VACUUM DEWATERING OF SLABS

D.6.19.1 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.6.20 HOT WEATHER REQUIREMENTS

D.6.20.1 Concreting during hot weathers shall be carried out as per IS : 7861 (Part – I)

D.6.20.2 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.6.20.3 Where directed by Engineer, Contractor shall spray non-wax based curing

compound of unformed concrete surfaces at no extra costs.

D.6.21 COLD WEATHER REQUIREMENTS

D.6.21.1 Concreting during cold weather shall be carried out as per IS : 7861 (Part-II).

D.6.21.2 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.6.21.3 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.6.22 LIQUID RETAINING STRUCTURES

D.6.22.1 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.6.22.2 The minimum level of surface finish for liquid retaining structures shall be

type F2. All such structures shall be hydro-tested.

D.6.22.3 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.6.22.4 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 rates.

D.6.22.5 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.6.23 TESTING CONCRETE STRUCTURES FOR LEAKAGE

D.6.23.1 Hydro-static test for water tightness shall be done at full storage by Engineer,

as described below :

D.6.23.1.1 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.6.23.1.2 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.6.23.1.3 Each compartment / segment of the structure shall be tested individually and

then all together.

D.6.23.2 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.6.24 OPTIONAL TESTS

D.6.24.1 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.6.24.2 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.6.24.3 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.6.24.4 The quoted unit rates / prices of concrete shall be deemed to provide for all

tests mentioned above.

D.6.25 GROUTING

D.6.25.1 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

b) General 25 mm and over but One part Portland

Mix 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.6.25.2 Non Shrink Grout

D.6.25.2.1 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.6.26 INSPECTION

D.6.26.1 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 Client.

D.6.27 CLEAN-UP

D.6.27.1 Upon the completion of concrete work, all forms, equipment, construction

tools, protective coverings and any debris, scraps of wood etc. resulting from

the work shall be removed and the premises left clean.

D.6.28 ACCEPTANCE CRITERIA

D.6.28.1 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.6.28.2 The Engineer’s decision as to the acceptability or otherwise of any concrete

work shall be final and binding of the Contractor.

D.6.28.3 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.6.29 MODE OF MEASUREMENT AND PAYMENT

D.6.29.1 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.6.29.2 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.6.29.3 Payment for beams will be made for the quantity based on the depth being

reckoned from the understood 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.6.29.4 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.6.29.5 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. Unless otherwise stated clearly

form work will not be paid separately and it is deemed to beam included in the

respective concrete item.

Under remarks indicate deviations from drawings & specifications congestion in

reinforcement if any unusual occurrences such as failure of equipment sinking of

supports / props, heavy rain affecting reasonable. Poor compaction improper curing

other deficiencies observations etc.

D.6.31 MATERIALS : STRUCTURAL STEEL

All structural steel shall be comply with the requirements of IS 226-1961 and

structural steel work IS 1915-1962 specifications for structural steel appropriate

for bridge work.

D.6.31.1 Steel for Pins and Rollers

Rolled steel pins and rollers, shall comply with requirements of the IS

specifications appropriate for the work. Steel casting for cast steel pins shall

conform to grade 1 or 3 of IS 1030-1956 specifications for steel casting (for

general engineering purposes as appropriate).

D.6.31.2 Bolts and Nuts

Mild steel for bolts and nuts when tested shall comply with IS 1608-1960 and

shall have tensile strength of not less than 2500 Kg/cm2. Plain washers shall be

D.6.31.3 Welding Electrode

Mild steel electrodes shall comply with requirements of IS 814-1957

specification for covered electrodes for metal arc welding of mild steel.

D.6.31.4 Workmanship

All work shall be in accordance with the drawings and shall satisfy IS

specification No. 1915-1961. Care shall be taken to ensure that all parts in

assembly fit accurately together. Notes or specifications on the drawings

supplied by the Engineer-in-Charge/consulting Engineer, are to be constructed

as superseding or cancelling any clause of this specifications with which they

conflict. On all drawings dimensions shown in figures shall be acted in

preference to measurement by scale.

D.6.31.5 Straightening

All structural steel members and parts shall have straight edges. All

straightening shaping and levelling etc. shall be done by pressure only and not

by hammering. All joggles and knees shall be formed by pressure and where

practicable in making these, the metal shall not be cut and welded.

D.6.31.6 Cutting

All structural steel parts where required shall be sheared, cropped sawn or flame

cut and ground accurately to the required dimensions and shape.

D.6.31.7 Bolts Holes

The diameter of bolts holes shall be 1.5 to 2.0 mm. larger than the nominal

diameter of bolt. All holes for bolts shall be drilled unless permitted by

Engineer-in-Charge for punching the holes. Care shall be taken, such as

surrounding material is not deformed or damaged in case of punching the hole is

D.6.31.8 Welding

Welding of steel conforming to relevant IS specifications shall be in accordance

with general requirements of metal arc welding. In additional to general

requirement, the following care shall be taken :-

(a) The welding shall be positioned for downward welding wherever

(b) The welding current shall conform with respect of voltage and empeare

to the recommendations of the manufacturers of the electrode being

used. The arc length, voltage and empeare shall be suited to the

thickness of material, type of groove and other circumstances of the

(c) The surface to be welded and surrounding material for a distance of

atleast 155 mm shall be free from scale, dirt, grease, paint, heavy rust or

other surface deposit.

(d) Members to be welded shall be held in correct position by holes, clamps,

wedges, jigs or other suitable devices or by tack welding until welding

has been completed, such fastening as may be used shall be adequate to

ensure safety. Suitable allowance shall be made for war page and

(e) Tack welds located where the final welds will later be made shall be

subject to the same quality requirements as final welds. Defective and

broken tack welds shall be removed before final welding.

(f) Fusion faces shall be made or cut by shearing, chipping, machining or by

(g) Exposed faces of welds shall be made reasonably smooth and regular so

as to conform as closely as practicable to design requirements and shall

not be of less than the required cross section.

(h) Finished welds and adjacent parts shall be protected with clean boiled

linseed oil after all slag has been removed.

D.6.31.9 Safety Precautions

D.6.31.9.1 (a) Operators of welding and cutting equipment shall be protected from the

rays of the arc flame gloves and by helmet, hand shields, or goggles

equipped with suitable filter lenses.

(b) Closed space shall be ventilated properly while welding is being gone

(c) Welders should be provided with such staging as will enable them to

perform the welding operation. For site welding shelter should be

provided to protect welders and the parts to be welded from the weather.

D.6.31.9.2 The Constructor shall employ a competent welding supervisor to ensure that the

standard of workmanship and the quality of materials comply with requirements

laid in these specification.

D.6.31.9.3 The Constructor shall provide free access to the representative of Engineer-in-

Charge/Consulting Engineer to the work being carried out at all reasonable

times and facilities shall be provided so that during the course of welding he

may be able to inspect any layer of weld metal. He shall be at liberty to reject

any material that does not conform to the terms of the specifications and to

require any defective welds to be cut out and welded. The representative of the

Engineer-in-Charge/Consulting Engineer shall be notified in advance of any

welding operations.

D.6.31.9.4 Inspection and testing of welds shall be done as laid down in IS 822 and IS

D.6.31.9.5 No welder shall be employed in any position expect those who are fully

qualified to welding. Qualification for welders shall be as laid down in IS

D.6.31.10 Joints

All steel work intended to be bolted together must be in contact over the whole

surface. Joints which have to take compressive stress and the ends of all

stiffeners shall meet truly over the whole of the butting surface.

D.6.31.11 Assembling

All member shall be so arranged that they can be accurately assembled, without

being unduly packed, strained or forced into position and when built shall be

true and free from twist kinks, buckets or open joints between component

pieces. Work shall be kept properly bolted together and no drifting shall be

allowed except for the purpose of drawing assembled sections together in

accuracy’s in matching of holes may be corrected. But drifting to enlarge holes

is prohibited. Failure in any of the above respect will involve the rejection of

defective members.

D.6.31.12 Mode of Measurement and Payment

D.6.31.12.1 Measurement of this item shall be as per IS 1200(Part VIII) - 1974 or as per its

latest revision so far as applicable.

D.6.31.12.2 The contract rate shall be suitable for unit of one metric tonne of structural steel.

D.6.32 MATERIALS : REINFORCEMENT

D.6.32.1 Specification for TMT bars reinforcement (Fe-415)

D.6.32.1.1 Scope of work :

The scope of work consists of providing and laying mild steel reinforcement

and TMT reinforcement for RCC works of various components of the structure.

This may be of Tiscon, Sulekhram, SAIL or Punjab Rolling Mill or any other

approved make. This includes cuttings, bending, binding, placing, with all

equipments and labour required for the work as directed by the Engineer-in-

charge and all operations covered within the intent and purpose of the

D.6.32.1.2 Bending of Reinforcement :

Reinforcing steel shall conform accurately to the dimensions shown on relevant drawings and

conforming to the relevant IS codes (latest revision)

Bars shall be bent cold to the specified shape and dimensions or as directed by the Engineer-

in-charge using a proper bar bender, operated by hand or power to attain proper

radii of bends.

Bars shall not be bent or strainghened in a manner that will cause injury to the material.

Bars bent during transport or handling shall be straightened before being used on work; they

shall not be heated to facilitate bending.

The bending of the TMT bars shall be carried out as per the following :

Sr. No. Operation Size TMT Fe-415

1 Bend Upto 22 mm dia. 3d

Over 22 mm dia. 4d

2 Rebend Upto 10 mm dia. 4d

Over 10 mm dia. 5d

D.6.32.1.3 Placing of Reinforcement :

All reinforcing bars shall be accurately placed in the exact position shown on the

drawings, and shall be securely held in position during placing of concrete by

annealed binding wire not less than 1 mm. in size and conforming to IS :

and by using stays blocks or metal chairs, spacer, metal hangers, supporting

wires or other approved devices at sufficiently close intervals. Bars will not be

allowed to sag between supports nor displaced during concreting or any other

operation over the work. All devices used for positioning shall be of

noncorrodible material. Wooden and metal supports will not extend to the

surface of concrete, except where shown on the drawings, Placing bars on layers

of freshly laid concrete as the work progresses for adjusting bar spacing will not

be allowed. Pieces of broken stone, brick or wooden blocks shall not be used.

Layers of bars shall be separated by spacer bars, precast mortar blocks or other

approved devices.

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 protect reinforcement from corrosion, concrete cover shall be provided as

indicated on the drawings. All bars protruding from concrete to which other bars

are to be spliced and which are likely to be exposed for an indefinite period shall

be protected by a thick coat of neat cement grout.

In the case of columns and walls, vertical bars shall be kept in normal position

with timber templates having slots accurately cut in for bar position. Such

templates shall be removed after the concreting has progressed upto a level just

Bars crossing each other, where required, shall be secured by binding wire

(annealed) of size not less than 1 mm and conforming to IS : 280 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 is not possible,

overlapping of bars shall be done as directed by the Engineer-in-charge. When

practicable, overlapping bars shall not touch each other, but be kept apart by

mm or 1 1/4 times the maximum size of the coarse aggregates whichever is

greater, by concrete between them. Where this is not feasible, overlapping bars

shall be bound with annealed steel wire, not less than 1mm thickness twisted

tight in eight shape around the lapped bars. The overlaps shall be staggered for

different bars and located at fixed locations only along the span where neither

shear nor bending moment is maximum.

D.6.32.1.4 Welding of Bars

Welding of TMT bars can be permitted if specified on the drawings, joints of

reinforcement bars shall be butt welded so as to transmit their full strength.

Welded joints shall preferably be located at points where 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 33 per cent of the rods are

welded. No pre-warming or post heat treatment is necessary. Interpass

temperature should be limited to 200oC with low heat input and equivalent

strength low hydrogen type electrode. Suitable means shall be provided for

holding the bars securely in position during welding. It must be ensured that no

voids are left in welding and when welding is done in 2 or 3 stages, previous

surface shall be cleaned property. 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.

Welded pieces of reinforcement shall be tested. Specimens shall be taken from

the actual site and their number and frequency of tests shall be as directed by the

Engineer-in-charge.

D-7 : GENERAL BUILDING WORKS

D.7.1.1 This specification covers the general requirement for brick and stone masonry,

plastering, flooring, doors, windows, ventilators, wood work, water proofing, false

ceiling, painting and such other related works forming a part of this job, which

may be required to be carried out though not specifically mentioned above. The

work under this specifications shall consist of furnishing of all tools, plants,

labour, materials, any and everything necessary for carrying out the work.

D.7.2 APPLICABLE CODES AND SPECIFICATIONS

D.7.2.1 The following codes, standards and specifications are made a part of this

specifications. All standards, tentative specification, specification, codes of

practices referred to herein shall be latest edition including all applicable official

amendments and revisions.

D.7.2.2 In case of discrepancy between this specification and those referred to herein,

these specifications shall govern.

IS : 1077 - Common brunt clay bricks

IS : 3102 - Classification of brunt clay bricks

IS : 2180 - Burnt clay building bricks, heavy duty

IS : 3495 - Method of sampling and testing clay building bricks

IS : 2691 - Burnt clay facing bricks

IS : 2212 - Code of practice for brick work

IS : 1477 - Code of practice for painting of ferrous metals in buildings

(Part-I & II) and allied finishes.

IS : 437 - Distemper, dry, colour as required

IS : 428 - Distemper, oil emulsion, colour as required

IS : 2395 - Code of practice for painting concrete, masonry and plaster

IS : 1322 - Bitumen felts for water proofing and damp proofing

D.7.3 BRICK WORK

D.7.3.1 Bricks used in works shall confirm to the relevant Indian Standards. They shall be

sound, hard, homogenous in texture, well bunt in kiln without being vitrified, table

moulded, deep red, cherry or copper coloured, of regulator shape and size and

shall have sharp and square edges and parallel faces. The bricks shall be free from

pores, chips, flaws or humps or any kind. Bricks containing unground particles

and / or which absorb water more than 1/6th of their weight when soaked in water

for twenty-four hours shall be rejected. Over-burnt or under-burnt bricks shall be

liable to rejection. The bricks shall give a clear ringing sound when struck and

shall have a minimum crushing strength of 35 Kg/sq. cm. Unless otherwise noted

in drawings. The classes and quality requirements of bricks shall be as laid down

D.7.3.2 The size of the brick shall be 23.0 x 11.5 x 7.5 cm unless otherwise specified; but

tolerance upto (+/-) 3 mm in each direction shall be permitted. However, bricks

conforming in size to IS : 1077 could be used. Bricks shall be provided with

frogs. Only full size bricks shall be used for masonry work. Brick bats shall be

used only with the permission of the Engineer to make up required wall length or

for bonding. Sample bricks shall be submitted to the Engineer for approval and

bricks supplied shall conform to approved samples. If demanded by Engineer,

brick sample shall be got tested as per IS : 3495 by Contractor at no extra cost to

Client. Bricks rejected by Engineer shall be removed from the site of works

within 24 hours.

D.7.3.2.1 Fly Ash Bricks :

The bricks shall be hand or machine moulded and made from Fly ash, sand lime

and additive. They shall be free from cracks, flaws. They shall have smooth

rectangular faces with sharp corners and shall be uniform in colour. The bricks

shall be machine moulded with a frog of size 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 6 m.

The size of the conventional bricks shall be (9”x 4 ” x 2 ”) 225 mm. X

Only bricks of one standard size shall be used on a particular work site. The

following tolerances shall be permitted in the conventional size adopted in a

particular work site.

The crushing strength of the bricks shall not be less than 35 Kg/cm2. The average

water absorption shall not be more than 15% by weight. Necessary tests for

crushing strength and water absorption etc. shall be carried out as per IS :

D.7.3.3.1 Mortar for brick masonry shall be prepared as per IS : 2250 Mix for cement

mortar shall be specified in the respective items of work. Gauge boxes for sand

shall be of such dimensions that one completed bag of cement containing 50 kg of

cement forms one unit. The sand shall be free from clay, shale, loam, alkali and

organic matter shall be of sound, hard, clean and durable particles. Sand shall be

approved by Engineer, sand shall be thoroughly washed till it is free of any

D.7.3.3.2 For preparing cement mortar, the ingredients shall first be mixed thoroughly in

dry condition. Water shall then be added and mixing continued to give a uniform

mix of required consistency. Cement mortar shall preferably by machine mixed,

though hard mixing in a thorough manner may be allowed. The mortar so mixed

shall be used within 25 minutes of mixing. Mortar left unused in the specified

period shall be rejected.

D.7.3.3.3 The Contractor shall arrange for test on mortar samples if so directed by the

Engineer. Re-tempering of mortar shall not be permitted.

D.7.3.4 Workmanship

D.7.3.4.1 All bricks shall be thoroughly soaked in clean water for at least one hour

immediately before being laid. The cement mortar for brick masonry work shall

be as specified in the respective item of work. Brick work 230 mm thick and over

shall be laid English Bond unless otherwise specified. 115 mm thick work shall

be laid with stretchers. For laying bricks a layer of mortar shall be spread over the

full width of suitable length of the lower course. Each brick shall be pressed into

the mortar and shoved into final position so as to embed the brick fully in mortar.

Bricks shall be laid with frogs uppermost.

D.7.3.4.2 All brickwork shall be plumb, square and true to dimensions sown. Vertical joints

in alternate courses shall come directly one over the other and be in line.

Horizontal courses shall be levelled. The thickness of brick course shall be kept

uniform. For walls of thickness greater than 230 mm both faces shall be kept in

vertical planes. All interconnected brickwork shall be carried out at nearly one

level (so that there is uniform distribution of pressure on the supporting structure)

and so portion of the work shall be left more than one course lower than the

adjacent work. Where this is not possible, the work shall be racked back

according to bond (and not saw toothed) at an angle not exceeding 45 degree. But

in no case the level difference between adjoining walls shall exceed 1.25 m.

Workmanship shall conform to IS :

D.7.3.4.3 Bricks shall be so laid that all joints are well filled with mortar. The thickness of

joints shall not be less than 6 mm and not more than 10 mm. The face joints shall

be raked to a minimum depth of 10/15 mm by raking tools daily during the

progress of work when the mortar is still green, so as to provide a proper key for

the plaster or pointing to be done. When plastering or pointing is not required to

be done, the joints shall be uniform in thickness and be struck flush and finished at

the time of laying. The face of brick work shall be cleaned daily and all mortar

droppings removed. The surface of each course shall be thoroughly cleaned of all

dirt before another course is laid on top. If the mortar in the lower course has

begun to set, the joints shall be raked out to a depth of 12 mm before another

course is laid.

D.7.3.4.4 All brick work shall be built tightly against columns, floor slabs or other structural

D.7.3.4.5 Where drawings indicate that structural steel columns are to be fireproofed with

brickwork, the brick shall be built closely against all flanges and webs with all

spaces between the steel and brickwork filled with mortar. Steel members partly

embedded in brickwork and not indicated to be fireproofed with concrete, shall be

covered with nor less than 12 mm thick mortar unless directed otherwise by

D.7.3.5 Miscellaneous inserts in masonry e.g. sleeves, wall ties, anchors, conducts,

structural steel, steel inlets etc. shall be installed by the Contractor at no extra cost

to the Owner. Furnishing of any of these inserts by the Contractor, will be paid

for separately. Openings, arches etc. shall be provided as shown on the drawings.

Chases, pockets etc. shall be provided as shown on the drawings to receive

windows, louvers, doors frames etc. Wall ties and flashings shall be built into the

brickwork in accordance with the drawings and specifications. It shall be clearly

understood that the rates quoted by the Contractor include for fixing of inserts,

leaving openings, cutting chases in brickwork for various trades etc.

D.7.3.6 Facing Brickwork

D.7.3.6.1 Facing bricks of the type specified shall be laid in the positions indicated on the

drawings and all facing brickwork shall be well bonded to the backing bricks. No

facing brickwork shall at any time be more than 600 mm above the backing

D.7.3.6.2 All facing brickwork shall be pointed as the work proceeds and internal faces of

the brickwork shall be pointed with neat flush joint to give a fair face.

D.7.3.6.3 Faced work shall be kept clean and free from damage, discoloration etc. at all

times. The Contractor shall fill carefully all holes with bricks similar to the

surrounding brickwork, point brickwork as required.

D.7.3.6.4 For facing brickwork, double scaffolding shall be used no holes in brickwork for

scaffolding shall be permitted.

D.7.3.7 The green work shall be protected from rain by suitable covering bricks shall be

kept constantly moist on all faces for a minimum period of ten days. Brickwork

shall not be raised more than one metre per day.

D.7.3.8 The rates quoted by the Contractor are exclusive or transoms and mullions.

Contractor shall provide the same as shown or indicated on the drawings. These

shall be generally provided only in half and full brick walls. Dimensions of the

transoms and mullions shall conform to the thickness of the wall. Concrete work

for transoms and mullions shall conform to the specifications for concrete and

shall be of grade M200.

D.7.3.9 Where shown on the structural drawings, bricks for partitions walls shall be

stacked adjacent to the structural member to pre deflect the structural member

before the wall is built.

D.7.3.10 Measurement

D.7.3.10.1 Brick work of thickness one brick i.e. 230 mm and above shall, unless otherwise

stated in the Schedule of Quantities, be paid in units of cu.m. or part thereof.

Brickwork of thickness less one brick i.e. less than 230 mm thick shall be

measured and paid on the basis of rates quoted per sq.m. of part thereof in all

cases, the quantities measured and paid for shall be those actually executed after

making necessary deductions for openings etc. Brick masonry for steps and such

other mass works and encasement shall be paid on the basis of rates quoted per

cu.m. or part thereof.

The mortar for the work shall be as specified in the respective items of work and

shall be prepared as per Clause D.7.3.3.

D.7.4.1 Curing of masonry shall continue for a minimum of ten days.

D.7.4.2 Measurement

The unit of measurement shall be cu.m. or part thereof. Actual quantity of

masonry shall be calculated from dimensions shown on the drawings less opening

and shall be paid for.

D.7.5 INSERTS, BOLTS ETC.

D.7.5.1 Inserts, bolts etc. shall be provided in masonry and concrete works as indicated on

the drawings. It is imperative that all inserts, bolts, fixtures and fittings shall be

provided in their position very accurately. If the Engineer directs that such inserts

and bolts be fixed by use of templates, the Contractor shall make arrangements for

providing such templates. If as a consequence of negligence on the part of the

Contractor, the inserts, bolts, fixtures, fittings etc. are out of alignment, the

Contractor shall make arrangement to have the inserts and bolts removed and

refixed in their proper position as directed by the Engineer, at no cost to the

D.7.5.2 Measurement

Inserts, bolts etc. shall be provided as indicated on the drawings and the cost of

the same shall deemed to be included in the related item of concrete or masonry.

D.7.6 CEMENT PLASTER WORK

D.7.6.1 All joints in masonry shall be raked to a depth of 12 mm with a hooked tool made

for the purpose when the mortar is still green and in any case within 48 hours of

its laying. The surface to be rendered shall be washed with fresh clean water free

from all dirt, loose plastering work is commended. Concrete surfaces to be

rendered will however be kept dry. The wall should not too wet but only damp at

the time of plastering. The damping shall be uniform to get uniform bond

between the plaster and the wall.

D.7.6.2 The proportion if the mortar shall be as specified under the respective items of

work. Cement shall be mixed thoroughly in dry condition and then just enough

water added to obtain a workable consistency. The quality of water, sand and

cement shall be as per IS : Standards. The mortar thus mixed shall be used

immediately and in no case shall the mortar be allowed to stand for more than

minutes after mixing with water.

D.7.6.3 Curing of plaster shall be started as soon as the applied plaster has hardened

enough so as not to be damaged. The decision, as to when the plaster has

hardened, will be given by the Engineer. Curing shall be done by continuous

applying water in a spray and shall be carried out for atleast 7 days.

D.7.6.4 Whenever the specifications or the item of work calls for water proofing, the

Contractor shall provided the percentage of water proofing compound as specified

in the items of work.

D.7.6.5 Where lath plaster is specified, it shall be paid for at the same rate as for

plasterwork without metal lath except that separate payment for metal lath will be

D.7.6.6 Ceiling plaster shall be done before wall plaster and wall plaster shall commence

at top and work downwards.

D.7.6.7 Interior plaster - This plaster shall be laid in two coats of 12 and 8 mm for

mm and single coat for 15 mm & 10 mm thickness. The mortar shall be dashed

on the prepared surface with a trowel and finished smooth by trowelling on the

surface with Neeru (lime cream). Neeru shall be properly slaked fat lime. The

standard of finish expected is high and shall conform to IS : 2394. Interior plaster

shall be carried out on jambs, lintel and sill faces, top and undersides etc. as

shown in the drawing or as directed by the Engineer. Rate quoted for plasterwork

shall be deemed to include plastering of all those surfaces. However, if the item

of work includes plaster finish, no separate payment would be made under

‘plastering work’.

D.7.6.8.1 Exterior Plaster – Exterior plasterwork shall be carried out in 2 layers. The first

layer being 12 mm thick and the second layer being 8 mm thick. The first layer

shall be dashed against the prepared surface with a trowel to obtain as even

surface. The second layer shall then be applied and finished leaving as even and

uniform surface, trowel finished unless otherwise directed by the Engineer.

D.7.6.8.2 Exterior Sand Faced Plaster – The plaster shall be applied in 2 coats. The first

coat or the scratch coat should be approximately 12 mm and shall be continuously

carried be without break to the full length of wall or natural breaking points such

as doors, windows etc. The scratch coat shall be dashed on the prepared surface

with heavy pressure, brought to true and even surface and then lightly roughened

by cross scratch lines, to provide bond for the finishing coat. The mortar

proportion for this scratch coat shall be as specified in the respective item of work.

The scratch coat shall be cured for atleast 7 days and then allowed to dry.

D.7.6.8.3 The second coat shall be 8 mm thick and it shall not be applied until atleast

days have elapsed after the application of the scratch coat shall be evenly damped.

This coat shall be applied from top to bottom in one operation and without joints,

finish shall be straight, true and even. The mortar proportions of this coat shall be

as specified under the respective item of work. Only approved white sand shall be

used for the second coat and for finishing work. Sand for finish shall be used for

the second coat and for finishing work. Sand for finish shall be even coarse size

and shall be dashed on the surface and sponged.

D.7.6.8.4 Wherever 32 mm thick plaster has been specified, this is intended for purpose of

providing beading, bands etc. This work should be carried out in two or three

layers and as directed by the Engineer.

D.7.6.8.5 In the case of pebble face finished plaster, pebbles of approved size and quality

shall be dashed against the final surface to obtain as far as possible uniform

pattern. In all cases, workmanship shall conform to IS :

D.7.6.9 Measurement

D.7.6.9.1 The quantity of work to be paid for under this item shall be calculated by taking

the projected surface of the area plastered after making necessary deductions for

opening, doors, windows, fan openings etc. The actual plasterwork carried out on

jambs of doors, windows openings etc. shall be measured and added. However,

for purposes of payment under this item, plaster work carried on surface of items

of work, which include plaster finished, shall not be taken into account.

D.7.7 WATERPROOFING ADMIXTURES

D.7.7.1 If directed by the Engineer, the Contractor shall use approved waterproofing

admixtures made by reputed manufacturer in the mortar for plasterwork. The

quantity to be used etc. shall be in accordance with the manufacturer’s instructions

subject however to the approval of the Engineer. These admixtures shall not

contain calcium chloride unless specifically allowed by Engineer and shall

conform to IS : 2645 with property of strong hydro phober and corrosion inhibitor.

Dosage – 2% by weight of cement i.e. 1 kg per 50 kg bag of cement.

Manufacturer must comply ISO – 9002 specifications. Payment shall be made for

actual quantity of such admixture used unless it is already covered in the rates for

the work concerned.

D.7.8 DISTERMPERING, WHITE/COLOUR WASHING AND PAINTING OF

D.7.8.1 Distempering

D.7.8.1.1 The surface to be treated shall be thoroughly cleaned of all dirt and loose particles

etc. Inequalities and holes shall be filled with gypsum, which would be allowed to

set hard before distemper is applied.

D.7.8.1.2 Distemper shall be of well-known brands of approved make. It shall be applied by

a board stiff brush in two coats over a coat of primer. The first and second coat

shall be applied only after the primer has thoroughly dried. The first coat shall be

of a lighter tint. The shade of the distemper shall be got approved by Engineer.

Water bound and oil bound distemper shall conform to the requirements of IS :

427 and 428 respectively.D.7.8.2 White Wash

D.7.8.2.1 Walls to be thoroughly cleaned before white wash is applied. White wash shall be

of ordinary fat lime and of good quality. It shall be slaked with an excess of water

to the consistency of a cream and allowed to remain under water for 2 days. It

shall then be strained through a cloth and 2 kg of clean gum added for every cubic

metre of like ready for white washing.

D.7.8.2.2 Each cost is to be applied with a brush. It shall be laid with a stroke of the brush

from the top downwards, another from bottom upward over the first stroke and

similarly, one stroke from the right and another from the left over the first brush

before it dries. Three such coats shall be applied.

D.7.8.3 Colour Wash

D.7.8.3.1 Colour wash shall be applied the same way as white wash. Necessary and

approved colouring matter shall be added to the white wash, which has been

strained. Only wash sufficient for the day’s work shall be prepared each morning.

If the finished surface is powdery and comes off easily or the general appearance

is streaky, the work shall be rejected.

D.7.8.4 Painting

D.7.8.4.1 Paint to be used for the various items of work should be of approved make and

colour. It is imperative that the Contractor should obtain Engineer’s permission in

regard to the make and colour of paint that he proposes to use for the various

items of work. The paining work shall be carried out as directed by Engineer

keeping, however, in view the recommendation of the manufacturer.

D.7.8.4.2 Where painting with plastic emulsion is specified, all uneven surfaces shall be

made up by use of putty of appropriate quality, after the surface has been

thoroughly cleaned of all dust, dirt and sand prepared. One primer coat and two

coats of emulsion paint shall be applied. Workmanship shall conform to the

requirements of IS :

D.7.8.5 Measurement

The actual quantity of work carried out will be measured in sq.m. after making

deduction for openings etc. and shall be paid for.

D.7.9 AIR VENTILATORS

D.7.9.1 Air ventilators shall be placed at such places as shown on drawing (the detailed

drawing will be furnished during the execution of work) and as directed by the

Cast Iron air ventilators shall have 610 mm height with 150 mm dia at bottom and

a flange of 330 mm dia at top. A cast iron jali grating of 250 mm dia shall be

placed and over it a cast iron cover of 460 mm dia having four legs of 50 mm

square shall be bolted. The air ventilators shall be painted with two coats of

anti-corrosive paint. The weigth of the air ventilator shall be approximately

D.7.9.2 Air ventilators shall be measured in numbers installed.

D.7.10 FIBER REINFORCED MANHOLE & COVER

The frame shall be fixed in cement concrete of M15 grade all around and finished

with neat cement. The cover shall have a minimum thickness of 100 mm and

weighing 78 kg. The fibers shall constitute 1% of the weight of the concrete in the

form of 50 mm to 100 mm long high tensile steel wires. For the cover, MS sheet

lapping of 3 gauge shall be provided to avoid damage to the edges. Similarly for

frame, MS angle/flat shall be provided along the edge. Both MS sheet and angle

shall be painted with black bituminous paint. The cover should have suitable

lifting arrangement. The fiber reinforced frame and cover shall be manufactured

as per the drawing approved by Owner/Engineer. The size, type, weight, and

locking arrangement for frame and cover shall be as specified. The fibre

reinforced seat and cover shall be medium duty.

Mode of Measurement

The rate includes cost of all labour, materials, tools and plant etc. required for satisfactory

completion of this item as described above. The rate shall be for a unit of one

D.7.11 WATER LEVEL INDICATOR

D.7.11.1 Aluminium water level indicator

The float shall be made of S.S. and it shall be connected to pointer by stainless

steel cord. The scale shall be so positioned that it shall be readable from MCC

room. The scale shall be made of Aluminium and painted in white but small mark

gradations with black. The pointer shall be painted red. The horizontal moment of

the float shall be restricted by two guide wire ropes firmly anchored to the tank

bottom and kept under permanent tension by spring tensioners. The level

indicator shall be 6.5 m. high aluminium.

Adequate support shall be provided to load at suitable position so that in will not

sag. The indicator should be as per the drawing submitted by consultant.

D.7.12 WATER STOPS

D.7.12.2 Workmanship

D.7.12.2.1 Water stops shall be cleaned before placing them in position. Oil or grease shall

be removed thoroughly using water and suitable detergents.

D.7.12.2.2 Water stops shall be procured in long lengths as manufactured to avoid joints as

far as possible. Standard L or T type of intersection pieces shall be procured for

use depending on their requirement. Any non-standard junctions shall be made by

cutting the pieces to profile for jointing. Lapping of water stops shall not be

permitted. All jointing shall be or fusion welded type as per manufacturer’s

D.7.12.2.3 Water stops shall be placed at the correct location/ level and suitably supported at

intervals with the reinforcement to ensure that it does not deviate from its intended

position during concreting and vibrating. Care shall also be taken to ensure that no

honey-combing occures because of the serrations/end grips, by placing concrete

with smaller size aggregates in this region. Projecting portions of the water stops

embedded in concrete coating before resuming further concreting operations. The

projecting water stop shall also be suitably supported at intervals with the

reinforcement to maintain its intended position during concreting so as to ensure

that it does not bend leading to formation of pockets. In addition, smaller size

aggregates shall be used for concreting in this region also.

D.7.12.3 Measurement

D.7.12.3.1 Measurement shall be running meters correct to two places of decimal. No

separate payment shall be made for joints or intersection pieces.

D.7.13 CEMENT POINTING

D.7.13.1 Materials

D.7.13.1.1 The cement mortar for pointing shall being the proportion of 1:3 (one part of

cement to three parts of fine sand) unless otherwise specified in the respective

items of work. Sand shall conform to IS : 1542 and shall be free from clay, shale,

loam, alkali and organic matter and hall be sound, hard, clean and durable

particles. Sand shall be approved by ENGINEER and if so directed it shall be

washed / screened to meet specification requirements.

D.7.13.2 Workmanship

D.7.13.2.1 Where pointing of joints in masonry work is specified on drawings/respective

items of work, the joints shall be raked at least 15mm/20mm deep in brick /stone

masonry respectively as the work proceeds when the mortar is still green.

D.7.13.2.2 Any dust / dirt in the raked joints shall be brushed out clean and the joints shall be

washed with water. The joints shall be damp at the time of pointing. Mortar shall

be filled into joints and well pressed with special steel trowels. The joints and well

pressed with special steel trowels. The joints shall not be disturbed after it has

once begun to set. The joints of the pointed work shall be neat. The lines shall be

regular and uniform in breadth and the joints shall be raised, flat, sunk or ‘V’ as

may be specified in the respective items of work. No false joints shall be allowed.

D.7.13.2.3 The work shall be kept moist for atleast 7 days after the pointing is completed.

Whenever coloured pointing has to be done, the colouring pigment of the colour

required shall be added to cement is such proportions as recommended by the

manufacturer and as approved by the ENGINEER.

D.7.13.3 Measurement

D.7.13.3.1 The quantity of work to be paid for under this item shall be measured in sq.m.

correct to two places of decimal by taking the projected surface of the area pointed

after making necessary deductions for openings, etc. if the same is not included in

the completed item.

D.7.14 WATER PROOFING ADMIXTURE

D.7.14.1 Water-proofing admixture shall conform to the requirements of IS : 2645 and shall

be of approved manufacture. The admixture shall not contain calcium chloride.

The quantity of the admixture to be used for the works and method of mixing etc.

shall be as per manufacturer’s instructions and as directed by the actual quantity

of such admixture used unless it is already covered in the rate for the relevant item

D.7.15 EPOXY PAINTING WORK

D.7.15.1 Material

D.7.15.1.1 The epoxy material shall be non-sag, high build, solvent free, epoxy base coating,

manufacturer must comply with ISO – 9002 specification.

D.7.15.2 Chemical Resistance

D.7.15.2.1 Formaldehyde 40% solution, Acetic Anhydride, alcohol, Alum, of compounded of

Aluminium, Ammonia, Acetone, Beer, Boric acid, Citric acid, Fatty acid,

Glycerin, Sodium hydroxide 50% solution, suphuric acid 50% solution,

Hydrochloric acid 50% solution, Nitric acid 10% solution, Acetic acid 50%

solution, Sea water, Latic acid 50% solution, Styrene, Stearic acid, Petrol, Oxalic

D.7.15.3 Surface preparation

D.7.15.3.1 The surface should be free from excessive laitance, dust, grease, oil curing

compound, chemicals, standing water etc. Ensure that the concrete, surface must

be sound, cutting back where necessary and repair good using suitable

cementitious or epoxy repair system. Ensure also that all blow holes and surface

imperfection are made good prior to application. Mortars and concrete should be

fully cured i.e. atleast 21 days at 25oC.

D.7.15.4 Mixing

D.7.15.4.1 Before mixing hardner and base each container should be thoroughly stirred to

homogenous consistency for 3 to 5 minutes. The mixing should continued for

minutes. Hydrophobic compound and corrosion inhibitor in water proofing

D.7.15.5 Application