Volume-II

Hyderabad Growth Corridor Limited ORR/JBIC/Pkg 3/Vol II

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HYDERABAD GROWTH CORRIDOR LIMITED

Name of Work : Construction of Eight lane Access Controlled Expressway asOuter Ring Road to Hyderabad City in the State of AndhraPradesh, India in the stretches from Patancheru – Shamirpetfrom km.23.700 to km.61.700 (Northern Arc) (Package-3 fromKm 46.000 to Km 61.700 Dundigal-Shamirpet).

ORR/ JBIC/ Pkg3/ 07-08(Km 46+000 to Km 61+700 Dundigal - Shamirpet)

BIDDING DOCUMENTS FOR ITEM RATE CONTRACT

VOLUME II

CONTENTS

Section Description Page Numbers

5 TECHNICAL SPECIFICATIONS 152 - 387


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SECTION 5Technical Specifications


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Technical Specifications

1. PREAMBLE

1.1 The Technical Specifications Contained herein shall be read inconjunction with the specifications for road and Bridge works issued byMinistry of Road Transport and Highways, Government of India(Fourth Revision-2001, reprinted in December,03) including upgradation as given in Para 2.1

1.1.1 General

The Technical Specifications covering the materials and theworkmanship aspects as well as method of measurements andpayments are included in this section. These specifications cover theitems of civil and non-civil works coming under scope of this document.All work shall be carried out in conformity with the same. Thesespecifications are not intended to cover the minute details. The worksshall be executed in accordance with good practices followed forachieving high standards of workmanship, thus ensuring safety anddurability of the construction. All codes and standards referred to inthese specifications shall be the latest thereof, unless otherwise stated.

1.1.2 Inclusive Documents

The provisions of special conditions of contract, those specifiedelsewhere in the tender document, as well as execution drawings andnotes, or other specifications issued in writing by the Engineer shallform part of the technical specifications of this project.

1.1.3 The attention of the Contractor is drawn to those clauses of codes,which require supporting specification either by the Engineer or by‘Mutual' agreement between the 'supplier and purchaser’. In suchcases, it is the responsibility of the tenderer/contractor to seekclarification on any uncertainty and obtain prior approval of theEngineer before taking up the supply/construction. In absence of suchprior clarification, the Engineer’s choice/design will be final and bindingon the contractor without involving separately any additional payment.

1.1.4 Measurement And Payment

The methods of measurement and payment shall be as describedunder various items and in the Bill of Quantities. Where specificdefinitions are not given, the methods described in B.I.S. Code will befollowed. Should there be any detail of construction or materials whichhas not been referred to in the Specification or in the Bill of Quantitiesand Drawings but the necessity for which may be implied or inferredthere from, or which is usual or essential to the completion of the workin the trades, the same shall be deemed to be included in the rates andprices entered by the contractor in the Bill of Quantities.


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1.1.5 Defective WorksAll defective works are liable to be demolished, rebuilt and defectivematerials replaced by the contractor at his own cost and withoutinvolving any time extension.

1.2 SITE INFORMATION

1.2.1 The information given hereunder and provided elsewhere in thesedocuments is given in good faith by the Employer but the Contractorshall satisfy himself regarding all aspects of site conditions and noclaim will be entertained on the plea that the information supplied bythe Employer is erroneous or insufficient.

1.2.2 The area in which the works are located is mostly plain to rollingterrain. The Project area is located between 170 11/ 39// - 170 36/27.13// N latitude and 780 14/ 15// - 780 41/ 21// E longitude.

1.2.3 General Climatic Conditions

1.2.3.1 The variation in temperature in this region is between 10 C and 46 C.1.2.3.2 The annual rainfall in the area is in the range of 790 mm to 1000 mm.

1.2.4 Seismic Zone

The works are located in seismic zone II as defined in IRC-6-2000

2. GENERAL REQUIREMENTS

The Technical Specifications in accordance with which the entire workdescribed hereinafter shall be constructed and completed by theContractor, comprise of the following:

2.1 Part –I General Technical Specifications

The General Technical Specifications shall be the “Specifications ForRoad And Bridge Works” (Fourth Revision – 2001, Reprint December2003), as corrected in the original issued by the Ministry of RoadTransport & Highways (MORTH), Government of India and publishedby the Indian Roads Congress (IRC), with a cross reference to relevantBureau of Indian Standards (BIS) for materials or other aspects notcovered by the IRC.

2.2 Part – II Supplementary Technical Specifications

The Supplementary Technical Specifications shall comprise of variousAmendments/Modifications/Additions to the “Specifications For RoadAnd Bridge Works” referred as “Part – I” above and “AdditionalSpecifications” for particular items of work not already covered inPart-I.

2.2.1 A particular Clause or a part thereof in “Specifications For Road AndBridge Works”(Fourth Revision – 2001, Reprint December 2003) ascorrected in the original referred in Part - I above, where


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Amended/Modified/Added upon, and incorporated in Part-II, referred toabove, such Amendment/Modification/Addition supersedes the relevantClause or part of the Clause.

2.2.2 When an Amended/Modified/Added Clause supersedes a Clause orpart thereof in the said Specifications, then any reference to thesuperseded Clause shall be deemed to refer to theAmended/Modified/Added Clause or part thereof.

2.2.3 In so far as Amended/Modified/Added Clause may come in conflict orbe inconsistent with any of the provisions of the said Specificationsunder reference, the Amended/Modified/Added Clause shall alwaysprevail.

2.2.4 The Additional Specifications shall comprise of specifications forparticular items of work not already covered in Part - I.

2.2.5 The Clauses and Sub-Clauses of the following Sections in the“Specifications For Road And Bridge Works” (Fourth Revision –2001, Reprinted in December,03) have been amended /modified/added upon:

Sections Clauses

100 102, 103, 105, 106, 107, 108, 109, 110, 111, 112, 114,115, 116, 121, 122, 123, 123A, 124, 126

200 201, 202

300 301, 304, 305, 306

400 401, 406, 407, 408,409

500 501, 502, 503, 504, 507, 508, 509, 521

600 601, 602

800 801, 802, 803, 805, 809, 810,812,813, 815

900 901, 902, 903

1000 1002, 1006, 1007, 1008, 1009, 1010, 1012, 1013, 1014,1015

1200 1202, 1204, 1205, 1207, 1214, 1215

1400 1402

1500 1501, 1502, 1503, 1504, 1505, 1506,1508, 1509, 1510,1513

1600 1602, 1604, 1605, 1606, 1607

1700 1703, 1704, 1705, 1706, 1707, 1709, 1710, 1712, 1713,1715, 1716

1800 1801, 1802, 1803, 1804, 1805, 1806, 1807, 1808, 1816


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2000 2001, 2004, 2005, 2006, 2009, 2011

2100 2106

2200 2204, 2210

2300 2305

2500 2504

2600 2602, 2604, 2607, 2609

2700 2702, 2706, 2709

2800 2809, 2811, 2812, 2813, 2814, 2815, 2816, 2817, 2818,2819, 2820, 2821, 2822, 2823, 2824, 2825, 2826, 2827,2828, 2829, 2830, 2831, 2832, 2833, 2834

2900 2904, 2906, 2907, 2910, 2911

3000 3001, 3005

3100 Entire clause is revised .

3200 3201, 3202, 3203, 3204, 3205, 3206 & 3207.


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2.2.6 Additional Specifications

The following Clauses have been added to the “Specifications ForRoad And Bridge Works”(Fourth Revision – 2001, ReprintDecember2003)

A-01 Diversion of Existing water coursesA-02 Plantation of low height shrubsA-03 Interlocking Concrete blocks A-04 Rain water Harvesting StructureA-05 Reinforced Retaining WallA-06 Specification for Reinforced Earth Retaining StructuresA-07 Raised Pavement Markers (Road Studs)A-08 Rumble stripsA-09 Speed BreakersA-10 Chute Drains for High Embankment sectionsA-11 Grating across CRS drainA-12 Traffic Management & Safety during construction operations including

solar traffic safety devices.A-13 Utility Ducts and CrossingA-14 Re-construction of Temples or Religious Places.A-15 Curing using Liquid Membrane Forming compoundA-16 Void FormerA-17 Water proof cement paintingA-18 Filling of Open Wells.A-19 Levelling and Grading Road Side LandA-20 Control BlastingA-21 High Mast LightingA-22 Lighting Arrangements

2.2.7 In the absence of any definite provisions on any particular issue in theaforesaid Specifications, reference may be made to the latest codesand specifications of IRC, BIS, BS, ASTM and AASHTO in that order.Where even these are silent, the construction and completion of theworks shall conform to sound engineering practice as approved by theEngineer and in case of any dispute arising out of the interpretation ofthe above, the decision of the Engineer shall be final and binding onthe Contractor.

Wherever reference is made in the Contract to specific standardscodes to be met by the materials, plant, and other supplies to befurnished, and work performed or tested, the provisions of the latestcurrent edition or revision of the relevant standards and codes in effectup to 28 days prior to the bid opening date shall apply, unlessotherwise expressly stated in the Contract where such standards andcodes are national, or relate to a particular country of region, otherinternationally recognised standards which ensure a substantially equalor higher performance than the standards and codes specified will beaccepted subject to the Engineer's prior review and written approval.Difference between the standards specified and the proposedalternative standards must be fully described in writing by theContractor and submitted to the Engineer at least 28 days prior to thedate when the Contractor desires the Engineer's approval. In the event


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the Engineer determines that such proposed deviations do not ensuresubstantially equal performance, the Contractor shall comply with thestandards specified in the documents.

Technical Specifications for Building works shall be the latest“Specifications volume I to IV, 1995” as published by the Central PublicWorks Department, Government of India and deemed to be bound intothis document.

2.3 PART-III Specifications for Buildings, Subways and MiscellaneousWorks

Technical Specifications for Buildings, Subways, and miscellaneousworks shall be the latest Specifications Volume-I to VI for Civil Worksand General Specifications Electrical Works Part I-INTERNAL, PARTII-EXTERNAL for Electrical Works as published by the Central PublicWorks Department (CPWD), Government of India and deemed to bebound into this document.

2.4 The latest edition of all specifications/standards till 28 days before thefinal date of submission of the bid shall be applicable.


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PART – I

GENERAL TECHNICAL SPECIFICATIONS

1. This part shall comprise the “Specifications For Road AndBridge Works” (Fourth Revision – 2001, Reprint December2003), as corrected in the original issued by the Ministry of RoadTransport & Highways (MORTH), Government of India andpublished by the Indian Roads Congress (IRC), Jamnagar House,Shahjahan Road, New Delhi – 110 011, all as deemed to bebound into this document.

1 General conditions regarding use of equipment on works:

In addition to the general conditions already indicated in Volume-I(of Bidding Documents), the following requirements regarding theuse of equipment in works shall be satisfied.

a) The contractor shall be required to give a trial run of theequipment for specification and tolerance establishing adequacyto meet the requirements of specifications and completion of workas per programme before commencement of work;

b) All equipment provided shall be of proven efficiency and shallbe operated and maintained at all times in a manner as specifiedby the manufacturers or industry practice. Regular reports onproper and adequate maintenance shall be submitted to theEngineer in the format and at intervals as approved by theEngineer.

c) No equipment or personnel shall be removed from site withoutpermission of the Engineer.

2 Where the term crushed stone is referred to in theSpecification for Road & Bridge Works of the MORTH (Clause1007) for use as aggregate in construction of pavement layers orin construction of culverts & bridges or in construction of crossdrainage works it shall mean that the aggregates shall be obtainedthrough the use of Cone crusher, Vertical Shaft Impactor andvibratory screens of suitable capacity.

1 Quality Control on Works & Materials.

Quality control on materials and execution remains the primaryresponsibility of the Contractor.


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Nevertheless, the Engineer will inspect the work from time to timeduring and after construction and get the quality of the work tested(by himself, by his Testing & Quality Control Units and/or by anyother agency deemed fit by him) generally as per therequirements of the Handbook of Quality Control for Constructionof Roads & Runways (IRC Special Publication No. 11 &Section-900 of MORTH Specifications)

2 Surveying & Measuring Equipments

The Contractor for his use shall procure equipment for surveyingand measurement of the work. The same shall also be madeavailable to the Engineer at site for any work connected with theContract without any charge.


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PART – II

SUPPLEMENTARY TECHNICAL SPECIFICATION

(AMENDMENTS/MODIFICATIONS/ADDITIONS TO EXISTINGCLAUSES OF GENERAL TECHNICAL SPECIFICATIONS – PART - I)

SECTION 100 GENERAL

CLAUSE 102 Definitions

The following abbreviations shall be added in this Clause.

“BIS” - Bureau of Indian Standards

“CPCB” - Central Pollution Control Board

“HDPE” - High Density Polyethylene

“MDD” - Maximum Dry Density (as per IS: 2720-Part 8)

“MORTH” - Ministry of Road Transport and Highways

“HGCL” - Hyderabad Growth Corridor Limited

“BOQ” - Bill of Quantities

“QA” - Quality Assurance

“OGL” - Original Ground Levels

“CRMB” - Crumbed rubber modified Bitumen

“DLC” - Dry Lean Concrete

“PQC” - Pavement Quality Concrete

“BM” - Bituminous Macadam

“DBM” - Dense Bituminous Macadam

“BC” - Bituminous concrete

CLAUSE 103 Add at the end of the clause

The latest editions of these standards till 28 (Twenty Eight)days prior to the bid opening date shall be adopted.

CLAUSE 105Scope of Work

Scope of Work

“WMM” - Wet Mix Macadam

“CECRI” - Central Electro Chemical Research Institute

“NHAI” - National Highways Authority of India

“TMT” - Thermo Mechanically Treated

“ASA” - Acrylic Strene Acrylonintrity

“HIPS” - High Impact Polystrene

“CIL” - Co-efficient of luminous intensity

“RPM” - Reflective Pavement Marker

“ECB” - Emergency Call Boxes


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“VMS” - Variable Message Signs

“DP” - Double Pole

“ER” - Electrical Resistivity

“REC” - Rural Electrification Corporation

“APCPDCL”- Andhra Pradesh Central Power Distribution

Company Ltd.

“SPCB” -State Pollution Control Board

“ASTM” -American Society for Testing and Materials

“AASHTO” -American Association of State Highway and Transportation Officials

“MUV” -Multipurpose Utility Vehicle

“SUV” -Sports Utility Vehicle

“DCP” -Dynamic Cone Penetration

“FIDIC” -Federation Internationale des Ingenieurs Conseils

“MNES” -Minister of Non-Conventional Energy Sources

“HYSD” -High Yield Strength Deformed bars

“PSV” - Polished Stone Value

“WPC” -Wireless Planning and Coordination

“AIV” -Aggregate Impact Value

“ACV” -Aggregate Crush Value

“IRC” -Indian Road Congress

“BS” -British Standard

“PMC” -Polymer Modified Cementitious

“MARV” -Minimum Average Roll Value

“ESC” -Environmental Stress Cracking

“PP” -Poly Propylene

“SMF” -Scaled Maintenance Free

“CPWD” -Central Public Works Department

“LED” -Light Emitting Diode

“ATM” -Asynchronous Transfer Mode

“ITS” - Intelligent Transportation System

“TIS” -Traffic Information Services

“IRI” -International Roughness Index

Clause 105.3 Add the following below the existing clause:

“The Contractor shall establish, adhere to, monitor andmaintain an adequate quality assurance programme(QA-programme) based on the requirements of EN ISO 9001.


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The Contractor shall institute and operate a QualityManagement System complying with SP-47 (Quality Systemsfor Road Bridges) and SP-57 (Quality System for Roads). Thequality management system shall be described in a QualityAssurance Plan that shall be submitted to the Engineer foracceptance not later than 28 days after the letter ofAcceptance. The costs associated with preparingimplementing and monitoring the quality management systemshall be deemed to be covered in the scope of the work. TheQuality Assurance Plan shall cover the following items.

The QA-programme shall cover the quality assurance aspectsof all services rendered, all items to be supplied and allconstruction activities to be performed under the Contract,also including temporary structures and equipment which willinfluence the quality of the completed works or the progress ofthe Contract.

The QA-programme shall as a minimum cover subjects listedbelow:

Organisation and Management ResponsibilityDocument and data controlConstruction programmeMethod statementsProcess controlWorking, inspection, testing and documentationproceduresSafety and emergency proceduresControl and documentation of purchasing and handling ofmaterialsProduct realisationNon-conformity and corrective / preventive actionMeasurement, analysis and improvementInternal quality auditsServicingEducation and training of staffSite Environmental PlanCompetence / skill requirement for Human resourcesCustomer communication

The general procedures of the QA-programme shall besubmitted to the Engineer for approval not later thantwenty-eight days after the date of receipt of letter ofacceptance. The special part of the QA-programme shall besubmitted successively to the effect that it shall have beenapproved prior to the commencement of the activities to whichthe programme shall apply”.

Clause 105.5 Add the following as clause 105.5

The Contractor shall take steps to minimize the negativeimpact of construction operations on environment.


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Hot Mix Plants should be located at least 1-2 Km from thenearest habitation unless otherwise required by statutoryrequirements. Vehicles and machinery used for roadconstruction are to be regularly maintained to conform toSPCB (State Pollution Control Board) norms. Blasting as perIndian Explosive Act will be adopted. People living near suchblasting site should have prior information of operation hours.Workers at blasting site will be provided with earplugs.

Vehicle transporting earth materials will be covered. Watershall be spread to control the dust Degraded materials andwastewater shall be disposed into the Septic Tank and soakpits etc. The contractor will make arrangement to clean up thespoil as soon as the work finishes in a stretch. If such sites arelocated outside the ROW, restoration of the site to a levelacceptable to the landowner will be done with in time periodagreed between landowner and the contractor. Spilling of oiland bituminous products during construction phase will beavoided to reduce the chances of contamination of surface aswell as ground water. The construction camps shall besituated at places involving least risks of the natureconsidering the factors like ground slopes, under ground watertable and shall confirm to local building regulations, asapplicable.

Construction camps shall be properly located to avoidcontamination of water through wastewater drainage into riverand canals. Seasonal pollution issues may arise when flow ofriver is slow. To prevent such contamination, wastewatergenerated at campsite will be discharged in soak pits. Forhuman excreta, proper disposal through Septic Tanks or deeptrenches will be done.

Clause 106 CONSTRUCTION EQUIPMENT

Add the following sub Para (g) and (h) after sub Para (f):

g) Adequate standby equipment including spare partsshall be available.

h) All measuring devices and gauges shall be in goodworking condition. Measuring devices that can affectproduct quality shall be calibrated prior to use and atprescribed intervals against certified equipment.Calibration procedures shall be established,maintained and documented and corrective actionstaken when results are unsatisfactory. Accuracy andfitness of measuring devices shall be ensured byproper maintenance and periodic tests to be carriedout to check the accuracy of all such equipment andget certificate from the Engineer”.

Clause 107 Contract Drawings


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Clause 107.1 Add the following after the end of Para

After careful study of the drawings issued by the Employer,the Contractor shall prepare where necessary, allsupplementary and working drawings with field / constructioninformation and shall submit the same to the Engineer forapproval prior to construction. If any change is required, theproposal shall be submitted to the Engineer prior toconstruction for his approval and shall be treated as incidentalto the work.

Clause 107.3 Replace the Sub-Clause as Follows:

Two copies of design drawings, on the basis of which actualexecution of the work to be proceeded shall be given to thecontractor by the Engineer progressively according to the workprogramme submitted by the Contractor andapproved/accepted by the Engineer. Drawings of particularactivity shall be issued to the Contractor at least 21 days inadvance of the scheduled date of the start of the activity.

After careful study of the drawings issued by the Engineer,The Contractor shall prepare 4 sets of detailed constructiondrawings / working drawings with necessary field/constructioninformation and shall submit the same to the Engineer forapproval along with a construction methodology at least 21days in advance of the scheduled date of the start of theactivity.

After reviewing the construction drawing, the Engineer shallissue back 2 sets of drawing to the contractor duly stamped“Good for Construction” along with Drawing Number, RevisionNumber and date, at least 7 days in advance of the scheduleddate of the start of the activity.

One set of Original “Construction drawings” shall be kept atConstruction site and Second set shall be kept at contractors’site office under document control section and should beavailable for Inspection / Verification at any time. AllSuperseded / Obsolete drawing should be clearly marked as“Superseded” or “Obsolete”.

The contractor shall maintain a document control procedurefor “Construction Drawings” also as per QA – Programme inaccordance with provision of Clause 105.3. The contractorshall include all the above activities in their ConstructionProgramme which is to be submitted in accordance with theProvision of Sub. Clause 14.1 of Conditions of ParticularApplication.


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CLAUSE 108 Site Information

Clause 108.4 This Sub-Clause shall read as follows:

The Contractor shall identify quarries, borrow areas and othersources of materials required for the work. He shall satisfyhimself that the required materials are available in adequatequantities and complying with the requirements ofspecifications. No claims shall be entertained on account ofnon-availability of materials, and increase in leads, etc.

As far as possible natural sand shall be used for sand/fineaggregates. If natural sand is not available with in 100Km orGovernment has stopped sand mining, the contractor shallobtain suitable alternative viz. crushed stone, crushed sand,etc. to substitute the natural sand. All alternative sand shallconfirm to IS: 383 and tests for conformity shall be carried outas per IS: 2386 (Parts I to VIII). No separate payment will bemade on account of non-availability of natural sand, arrangingcrusher sand and increase in leads, etc.

It is the sole responsibility of the contractor to arrange thequarries, borrow areas etc., on license / lease basis orotherwise, and study in detail before tendering, the scope oftaking the quarry on lease. Advance information must becollected by the contractor regarding the procedure laid downand the consequent delay in arranging the quarries on leaseand must make alternative arrangement to procure the quarryproducts from lease holders. No separate payment will bemade for arranging such quarries, borrow areas, etc.”

CLAUSE 109 Setting Out

Clause 109.6 The Last Sentence of the paragraph i.e. “The contractor,Engineer”, shall be replaced with following sentences.

The Contractor shall, in connection with the staking out of thecentreline, survey the terrain along the road and crosssections at intervals 20m and 10m in Straight and Curveportions respectively shall be done as per the following guidelines.

1. Work request shall be given for joint inspection/surveyfor taking of “Original ground levels of road crosssections” 7 days in advance before starting of siteclearance.

2. Preliminary site clearance such as removal of shrubsand bushes has to be done without disturbing theoriginal ground surface.

3. Joint survey shall be carried out and the “OriginalGround levels (OGL)” along the road centre line andcross sections shall be taken jointly.

4. Engineer shall furnish Copy of the approved records ofCentre line co-ordinates & OGL field books to the


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Employer for record.

Clause 109.7 Replace the first sentence of the paragraph with the following

After obtaining approval of the Engineer, work on siteclearance can commence and the profile and cross sectionalOGLs shall form the basis for measurements and payment.

Clause 109.8

109.8.1

Add the following paragraph in the Sub-Clause 109.8

Surveying Equipment and Personnel

The Contractor shall provide the necessary surveyingequipment, accessories, surveyors and labourers required forsetting out and related measurements, including makingavailable these to the Engineer and his representatives atdifferent stages of the work. The surveying equipment shallbe of high standard of manufacture as approved by theEngineer, in good working condition with adequate numbersand shall include inter alia the following:

i) Precision automatic level with micrometer attachmentwith tripod and levelling staff reading to 5 mmaccuracy by direct observation and to 1 mm accuracyby estimation or better.

ii) Theodelite with tripod – Electronically operated withcomputerised output attachment reading to 20seconds of angle accuracy or better.

iii) Total Station with 2 spare batteries and a charger,three tripods plus tangents sufficient for a 4 km range,together with an electronic data reorder, 6 data packsand all necessary software for operation.

iv) Precision staffs 4m & 5m type

v) 3 metre straight edge and measuring wedge fitted withhandles, wedges 100 mm height and 1 mm accuracy.

vi) Field umbrellas

vii) Ranging rods 50 mm diameter 3 m long straight with aconical metallic shoe at one end and paintedalternatively black and white at 300 mm C / C alongthe length.

viii) Camber templates 2 lane fitted with handles.

ix) Steel tape graduated in metres, centimetres andmillimetres


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a) 10 m longb) 20m longc) 50m longd) Reference markers and pegs

x) Safety Jackets (Reflective)xi) Bump Integrator (Wheel mounted)xii) Nails, chalk piece, paints, brushes etc,

The Contractor shall maintain the surveying equipment ingood condition during the full duration of works and replacethe ones which get worn out or otherwise becomeunworkable.

The surveying equipment and related resources shall beprovided under the general obligations of the Contractorrequiring no separate payment.

CLAUSE 110 Public Utilities

Clause 110.1 This Clause shall be replaced with the following:

The information provided in the bid documents about publicutilities like water/oil/gas pipelines, sewers, cables etc. maynot be exhaustive, and it shall be the responsibility of theContractor to ascertain the utilities that are likely to beaffected by the works through site investigations andcollection of information from the concerned utility owners:

The Contractor shall be responsible to coordinate with serviceprovider / concerned authorities for cutting of trees, shifting ofutilities and removal of encroachments etc. and making thesite unencumbered from the project construction arearequired for completion of work. This shall include initial andfrequent follow-up meetings / actions / discussions with eachinvolved service provider / concerned authorities. TheEmployer shall make payment for cutting of trees and shiftingof utilities as required by the concerned department.

Clause 110.3 This Sub-Clause shall read as under:

“Any utility likely to be affected by the Contractor’s work shallbe brought to the notice of the Engineer and such work shallbe undertaken only after getting written clearance from theEngineer”.

Clause 110.4 Any services affected by the Works must be temporarilysupported by the contractor who must also take all measuresreasonably required by the various bodies to protect theirservices and property during the progress of Works. It shallbe deemed to be part of the Contract and no extra paymentshall be made for the same.


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Clause 110.5 The Contractor may be required to carry out certain works forand on behalf of the various bodies and he shall also provide,with the prior approval of the Engineer, such assistance to thevarious bodies as may be authorized by the Engineer.

Clause 110.6 For Co-ordinating the work of cutting of trees, shifting ofutilities and removal of encroachments, etc., no separatepayment shall be made and these shall be incidental to thework.

CLAUSE 111 Precautions for Safeguarding the Environment

This whole clause shall be substituted by following:

Clause 111.1 General

The Contractor shall take all precautions for safeguarding theenvironment during the course of the construction of works.He shall abide by all rules, regulations and laws in forcegoverning pollution and environmental protection that areapplicable to the area where the works are situated.

NOISE:

The Contractor shall militate against any sustained increasein base line ambient sound levels at sensitive receptorsduring construction of work.All construction operations shall be performed in a manner tominimise noise and vibration. The parameters for noise aredetailed below.

70 dB (A) for day and night;50 dB (A) for day and 45 dB (A) for night for sensitive

receptors

If the noise levels are found to be above these standards andit is determined by the Engineer that these levels are due tothe equipment or plant being deployed by the Contractor, heshall undertake, at his own cost measures as approved by theEngineer, to bring these levels down to the specified levels.Blasting should be done as per Indian Explosive Act. Peopleliving near such blasting sites shall have prior information ofoperational hazards. Blasting will not be undertaken at night.Workers at blasting sites will be provided with earplugs.Material haulage roads will be properly regulated.

Labour shall be warned against the hunting of wild life, if any.No archaeological site shall be disturbed.

Clause 111.2 Borrow pits for Embankment Construction

Borrow pits shall not be dug within the Right-of-Way of theroad. Arable lands will not be used for earth borrowing. TheContractor will ensure that proper excavation techniques are


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used to improve stability and safety of the borrow area. Theexcavation shall be carried out in such a way that the areadoes not inundate during monsoons or generate cesspools ofwater to become mosquito breeding sites. The stipulations inClause – 305.2.2 shall govern.

Clause 111.3 Quarry Operations

The Contractor shall obtain material from licensed quarriesonly after the consent of the forest department or otherconcerned authorities. The quarry operation shall beundertaken within the purview of the rules and regulations inforce. The Contractor shall ensure scheduling the movementof transport carrying material to and from the site duringnon-peak hours. The trucks carrying all the dusty material,red earth, moorum and fly ash/ pond, ash shall be coveredwith a tarpaulin and provided with adequate free board toprevent spillage. End boards shall be provided in loaders toprevent spillage. Stockpiling of material shall be properlyplanned so as to ensure that no traffic jam takes place on thehighway.

Clause 111.5 Precautions against Dust

The Contractor shall take all reasonable steps to minimizedust nuisance during the construction of the works. Allexisting highways and roads used by vehicles of theContractor or any of his sub-contractors or suppliers ofmaterials or plant, and similarly any new roads which are partof the works and which are being used by traffic shall be keptclean and clear of all dust / mud or other extraneous materialdropped by the said vehicles or their tyres. Similarly, all dust /or mud or other extraneous material from the worksspreading on these highways shall be immediately cleared bythe Contractor. Clearance shall be effected immediately bymanual sweeping and removal of debris, or, if so directed bythe Engineer, by mechanical sweeping and clearingequipment, and all dust, mud and other debris shall beremoved entirely from the road surface. Additionally, the roadsurface including haul road from Quarries and Plants shall behosed or watered using suitable equipment to avoid dustpollution. Special care shall be taken to combat dust problemoriginating from use of fly ash/pond ash.

Clause 111.6 Pollution from Hot Mix Plant, WMM Plant, Batching Plant& Crusher and Other Construction Machinery

The Contractor shall ensure the use of a relatively new, wellmaintained hot mix plant (batch type) so that any emissionconforms to the CPCB norms and be fitted with a dustextraction unit to avoid prolonged engine powered equipmentillness. Hot Mix Plant, WMM plant Batching Plant & Crushershall be located more than 500 m from any community orresidence. The contractor has to obtain necessary


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consent/clearance from State Pollution Control Board tooperate Hot Mix Plant, WMM plant Batching Plant & Crusherbefore commencement of works.

All vehicles, equipments and machinery needed forconstruction will be regularly maintained to ensure thatpollution emission levels conform to CPCB norms. All vehiclesshould be fitted with silencers.Construction vehicles, machinery & equipment will move orbe stationed in designated areas to avoid compaction of soilto ensure the preservation of the top soil for agriculture.

Clause 111.7 Road Safety

The Contractor shall provide adequate circuit for traffic flowaround construction areas, control speed of constructionvehicles through road safety and training of drivers, provideadequate signage, barriers and flag persons for traffic control.If there are traffic jams during construction, measures shallbe taken to relieve the congestion with the assistance oftraffic police. Safety of workers undertaking variousoperations during construction will be ensured by providinghelmets, masks, safety goggles, etc. One Qualified SafetyOfficer and one Safety Supervisor must be available in thecontractor’s working team for the entire construction period.

Clause 111.8 Sanitation & Waste Disposal in Construction Camp

The Contractor shall ensure that construction camps arelocated at a distance of minimum 200m from water sources.Special attention shall be paid to the sanitary conditions of thecamps. The Contractor shall ensure that sufficient measuresare taken i.e. provision of garbage tanks and sanitationfacilities. Waste in septic tanks shall be cleaned periodically.Garbage shall be collected in four soakage pits at eachconstruction site and disposed of daily. The Contractor shallprovide adequate measures for the health care of workersand arrange their regular medical check-up to ensure thatthey do not suffer from any communicable disease. At everyworkplace, good & sufficient water supply will be maintainedto avoid waterborne / water related diseases. If any pits aredug at construction / camp sites which are not filled and thenmay turn into mosquito breeding sites during monsoons,either these shall be filled up properly so that no wateraccumulates or sprayed frequently with pesticides to preventmosquito breeding.

Clause 111.9 Substance Hazardous to Health

The Contractor shall not use or generate any material in theworks, which is hazardous to the health of persons, animalsor vegetation. Where it is necessary to use some suchsubstance which can cause injury to the health of the


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workers, the Contractor shall provide suitable protectiveclothing or appliances to his workers, viz. earplugs, helmetsor dust masks.

Clause 111.10 Any structural damage caused to the existingroads/structures by the Contractor’s construction equipmentshall be made good without any extra cost.

Clause 111.11 Use of Nuclear Gauges

Nuclear gauges shall be used only where permitted by theEngineer. The Contractor shall provide the Engineer with acopy of the regulations governing the safe use of nucleargauges he intends to employ and shall abide by suchregulations. Without written approval, no such equipmentshall be used at any level of the work.

Clause 111.12 Environmental Monitoring

In order to carry out periodic checks, environmentalmonitoring will be carried out by the Engineer as per scheduleand if any parameter is found above the acceptablestandards, mitigation measures / control measures asdecided by the Engineer shall be complied with by theContractor.

Clause 111.13 Protection of Existing TreesSome of the existing trees within the right of way are likely tobe cut down by the Employer prior to handing over of the siteto the contractor.

The Contractor shall take all necessary measures to ensuresafety and protection of the remaining trees from any actionwhatsoever relating to his construction operations in theadjoining areas.

Giant neighbourhood trees recognized locally as importantshall be preserved and engineering designs modified toaccommodate these wherever possible.

Adequate supply of fuel (Kerosene, LPG) shall be provided tothe construction labourers to avoid felling of trees for cookingand other household activities.

Clause 111.14 Disposal of Materials Outside Work Site

Notwithstanding other relevant provisions in the contract, theexcess material generated by dismantling, excavation, wastematerial and lubricants, used oil, gasoline and other suchsubstance etc., shall be removed from site outside the right ofway at regular intervals and site shall kept clean from all suchdisposable materials. Grease, cotton and other wasteconstruction materials shall be disposed off in shallow


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soakage wells constructed at each construction site. Suchintervals shall not exceed one month under anycircumstances. The selection of the disposal site shall be theresponsibility of the Contractor and he shall ensure that theselected site does not result in any claim for damages to theEmployer or violation of any existing laws.

Clause 111.15 Compliance with the foregoing will not relieve the Contractorof any responsibility for complying with the requirements ofany highway authority in respect of the roads used by him.

CLAUSE 112 Arrangement for Traffic During Construction


Delete the last sentence and add the following:

“Two weeks before undertaking work which would involve anyobstruction whatsoever to traffic, the Contractor shall submit,for the Engineer’s approval, a Traffic Control Plan inaccordance with IRC: SP: 55 – 2001. The traffic Control Planshould also comply with the requirements given in Additionaltechnical Specifications.

The plan shall include:

i) Typical drawings for temporary diversions inaccordance with Sub-Clause 112.3ii) Typical details of arrangements for construction undertraffic including details of traffic arrangements proposed tobe in place after the cessation of work each day inaccordance with Additional technical Specifications.

Special consideration shall be given in the preparation of theTraffic Control Plan for the safety of pedestrian and workersand delineation of the roadway at night.

Temporary diversions will be constructed only with theapproval of the Engineer”.

Clause 112.2 Add at the end of second paragraph as follows:

For portions with concentric widening and strengthening ofthe existing carriageway where part width of the existingcarriageway is proposed to be used for passage of traffic,paved shoulder in a width of at least 2.5m shall be providedon one side of the existing road with the following minimumrequirements to be provided by the contractor:

i) At least one 5.5m lane to remain open to traffic at alltimes

ii) The surface used by the through traffic shall at alltimes be a firm all weather compacted surface free of pot


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holes and other defects

iii) The maximum continuous length over whichconstruction under traffic diversion may take place shallbe limited to 750 m. However, for longer stretchespassing places at least 50 m long shall be provided atevery 0.75 km interval.

iv) The treatment to paved shoulders shall consist ofproviding 150mm thick granular base course (grading –I,Table 400-1, as per clause-401) covered by 225 mmthick wet mix macadam layer, 50 mm BituminousMacadam (Grading-II) and treated with 25 mm SDBC(Grading-II).

v) Construction activity shall be restricted to only oneside of the existing road.

In case of eccentric widening of existing two lane to four/sixlane, the additional two lanes shall be constructed first uptothe stage of Bituminous Concrete / Cement ConcretePavement for a minimum length of 2 km. and traffic divertedto it and only thereafter the required treatment to the existingcarriageway including construction of median shall be takenup.

“Where it is absolutely necessary that the camber of theexisting road is to be corrected before the commencement ofthe additional carriageway in order to avoid ponding of rainwater, the same uni-directional camber has to be providedfirst”.

Clause 112.3 Add the following at the end of this Clause.Where the new highway crosses or joins with an existingstate highway, or an established road or cart track, thehighway, road or cart track shall be kept open at all times. Incase the Engineer specifically orders to construct andmaintain diversion as described below:

SL.No.

Type of Road Carriage-way Width

EarthenShoulders Width

eachside

Pavement composition(Compacted)

1. National Highways 14.0 m 2.5 m 200mm granular sub base(grading-I, Table 400-1 as per

clause 401).225mm W.M.M (as per clause

406).50 mm BM.

25 mm SDBC.2. State Highways 7.0 m 2.5 m 200 mm granular sub-base

(grading-I, Table 400-1 as perclause 401)

225 mm W.M.M(as per clause


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406)50 mm BM.

25 mm SDBC.3. Major District Roads and other

Roads7.0 m 1.0 m 150 mm granular sub-base

(grading-I, Table 400-1 as perclause 401)

225 mm W.M.M (as per clause406), 50 mm BM.

25 mm SDBC.

The granular sub-base/base course and BituminousMacadam with prime coat over WMM will be executed asper clause 401, 404 and 502 & 504. Clause 112.6 of theTechnical Specifications shall govern payment for theseworks.

Drainage should be provided as directed by the Engineer.

The alignment and longitudinal section of diversion includingjunctions and temporary cross drainage provisions shall be asapproved by the Engineer”.

Clause 112.6 2nd Paragraph is to be replaced with the following :

The Construction of Temporary diversion including temporary crossdrainage structures, shall be measured as individual item quantitiesand the unit contract rates of those items shall be inclusive of fullcompensation for construction (including supply of material, labour,tools etc.,) maintenance, final dismantling, and disposal.

The execution of works of Earthwork, GSB, WMM, BM and SDBC,works of temporary cross drainage structures, traffic signs,barricading, markings and other safety measures required fortemporary diversion as described in Clause 112.2 shall beexecuted, measured and paid in the relevant items of work in thecontract. The contractor shall replace torn out, damaged and stolenequipment immediately.

CLAUSE 114 Scope of Rates for Different Items of Work

Clause 114.2 Item (ii) of Clause 114.2 shall read as follows:

“A detailed resources based construction programme (usingcomputerized critical path network method) in a form whichfacilitates control of the progress of the works and consequences ofany changes in terms of time. The programme shall also includedetailed network activities for the submission and approval ofmaterials, procurement of critical materials and equipment,fabrication of special products/ equipment and their installation andtesting and for all activities of the Contractor that are likely to affectthe progress of work, etc. including updating all such activities onthe basis of decisions taken at the periodic site review meetings oras directed by the Engineer. The Contractor shall submit data viaelectronic media and hard copy to the Engineer in a form readily


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compatible with the Engineer’s planning system.”

Add the following as item (xvii) for sub-clause 114.2:

The Contractor shall prepare detailed working drawings for eachstructure as required, on the basis of the drawings given in BidDocuments and get them approved by the Engineer. The drawingsshall be submitted to the Engineer at least 8 weeks beforecommencement of construction of the structures.

Add the following as item (xvii) for sub-clause 114.2:

“Monthly progress report in a format acceptable to the Engineer.The report shall state the progress which has been achievedcompared with the planned progress, illustrate delays in proportionto the progress planned, analyze the consequences and stateplanned corrective measures. Intermediate progress reports mayalso be required.

The first issue of the detailed construction programme including thedetailed description of the system and the procedures shall besubmitted to the Engineer for acceptance not later than 28 daysafter the date of receipt of the letter of acceptance.”

The Contractor shall submit to the Engineer for approval & consent,the updated & revised programme at every six months interval oras such as directed by the Engineer. The updated & revisedprogramme shall be submitted showing the actual progressachieved (physical & financial) and the effects of the progressachieved on the timing of the remaining work including any changeto the sequence of the activities.

Clause 114.4 Add the following as Clause 114.4

“If any work executed by the Contractor does not meet thespecifications, it shall be deemed as rejected. The Engineer, in hissole discretion, may consider a proposal by the Contractor to retainan element or part of such work. The Contractor’s proposal shall besupported by calculations, drawings and other data to prove thesoundness of the proposal and shall clearly describe the additionalmeasures required to ensure the intended performance of the work.Rectification / remedial work to bring such work to acceptablestandard shall be executed by contractor at his cost.”.

CLAUSE 115 Methodology and Sequence Of Work

The Clause shall read as follows:

Clause 115.1 Submission of Method statement

The Contractor shall submit a method statement. The methodstatement shall be submitted in two parts.


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The General part of the method statement shall describe theContractor’s proposals regarding preliminary works, commonfacilities, and items that require consideration at the early stage ofthe contract. The General part shall be issued along with the firstissue of the construction programme (refer clause 114.2) and shallinclude information on :

a) Sources of materials like coarse aggregate and fineaggregate, quantity and quality of materials available indifferent sources;

b) Sources of manufactured materials like cement, steel,reinforcement, prestressing strands and bearings. Whereverpossible the Contractor shall identify at least two sources foreach of the items; he shall also submit samples/testcertificates of recently manufactured materials for theconsideration of the Engineer.

c) Locations of site facilities like batching plant, hot mix plant,aggregate processing plant, etc.

d) Details of facilities/approaches for transportation of personnel,equipment and materials like concrete for construction ofpavements, foundations and substructures in river bed.

e) Information on procedures to be adopted by the Contractor forprevention and mitigation of negative environmental impactdue to construction activities.

f) Any other information required by the Engineer subsequent tothe scrutiny of the method statement submitted along with theBid.

The general part of the Q.A. Programme shall accompany themethod statement.

The special part of the method statement shall be submitted to theEngineer by the Contractor for each important item of work likeconstruction of embankments and subgrade, pavements, pilefoundations, concreting, prestressing, repair and rehabilitation ofexisting structures, concrete superstructure and for any other itemas directed by the Engineer. These statements shall be submittedat least 4 weeks in advance of the commencement of the activity oritem of work, unless otherwise stipulated in the contract. Thestatement shall give information on :

i) Details of personnel both for execution and quality control of thework.

ii) Equipment deployment with details of number of units, capacity,standby arrangements.

iii) Sequence of construction, details of temporary or enablingworks like diversions, cofferdams, formwork includingspecialised formwork for superstructure, details of borrow areas,method of construction of embankment and subgrade,pavements, piles, concreting procedures, details of proprietaryprocesses and products (e.g. details of prestressing systems,proprietary piling systems, bearings, expansion joints etc.) anddetails of equipment to be deployed. Wherever necessary,


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technical literature, design calculations and drawings shall beincluded in the method statement.

iv) Testing and acceptance procedures including documentation.v) Special part of the Q.A. Programme referred in clause 105.3 for

the particular item of work shall be submitted along with themethod statement for the concerned activity.

vi) The Engineer shall examine and approve the method statementor direct the Contractor to re-submit the statement with requiredmodifications. The modified statement shall be submitted within14 days after receipt of Engineer’s comments.

The sole responsibility for the safety and adequacy of the methodsadopted by the Contractor shall rest on the Contractor irrespectiveof any approval given by the Engineer.

Clause 115.2 Approval of proprietary product/ process/ system

Only proprietary products proven by international usage incomparable projects shall be permitted to be used. Fullyauthenticated details of licensing and collaboration arrangementshall be submitted by the manufacturer, where relevant.

Within 90 days of award of work the Contractor shall submit thefollowing information for all proprietary products for approval by theEngineer.

i) Name of manufacturer of product/ process/ system. Complete details of the manufacturer of the product/

process/system shall be furnished. Details of projects wheresimilar product/process/ system have been successfully usedshall be furnished. Authenticated copies of license/collaboration agreement shall be furnished.

ii) General features of the product/product process/ system. Detailed write-up with methods statement shall be furnished

for each product/ process/ System. This shall includecomplete working drawings & installation drawings, technicalspecifications covering fabrication, materials, system ofcorrosion, protection etc.,

iii) Details of product development and development testing.

iv) Acceptance test and criteria.

Manufacturer shall submit a quality assurance systemdocument. Details of acceptance test and criteria ofacceptance shall be furnished in this document.

v) Installation procedure.

vi) Maintenance procedure and schedule.

vii) Warranty proposal.


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The Engineer may order any additional tests required underrelevant codal specifications for the purpose of accepting theproduct. The manufacturer shall make the facility for suchadditional tests available. The charges of these additional testsshall be borne by the Contractor.

Clause 116 Crushed Stone Aggregates

This clause shall read as under:

“Where the terms crushed gravel/shingle, crushed stone, brokenstone, stone aggregate or aggregate appear in any part of theTender document, Drawings issued for work, they refer toaggregates obtained through the use of Cone crusher, VerticalShaft Impactor and vibratory screens of suitable capacity.”

Clause 121 Field Laboratory

Clause 121.1 Description

Replace the words “shown in the drawing in the first sentence offirst paragraph of this clause with the words “per provisionsindicated in this Clause and at a location approved by theEngineer”.

Replace “electric supply etc.,” to the second sentence of firstparagraph by “including uninterrupted power supply etc.,”

Delete the first sentence of second paragraph “The floorspace………in the drawing” and substitute the following.

“The floor space required for the field laboratory shall be not less than 500 sqm.”

The fourth sentence of second paragraphs “The furnishing inTable 100-2” shall read as under.

A good semi furnished office accommodation shall be provided tothe Material Engineers of the Supervision Team as per thedirection of the Engineer.

Clause 121.2 Add the following at the end of the clause

“There shall also be a provision for a concrete paved area forstoring samples adjacent to the laboratory, of about 300 sqm. Andanother 200 sqm. Shall be suitably roofed with open sides givingprotection against sun and rain.

Within 14 (fourteen) days of the commencement date, theContractor shall prepare and submit a layout plan and details ofthe laboratory building and make/supplier of equipment to theEngineer for his approval.


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The field laboratory to be provided under the Contract shall behanded over to the Engineer in finished and fully equippedcondition not later than 2 months after the receipt of Notice toCommence work, and the field laboratory with allequipment/instrument shall be to the entire satisfaction of theEngineer. During this 2 months period starting from the Notice toCommence, work, the laboratory tests shall be performed inanother laboratory proposed by the Contractor and approved bythe Engineer.

This facility will be provided and maintained by the Contractor, asincidental to work and no separate payment shall be made for thisitem”.

Clause 121.3 Laboratory Equipment

This Clause shall read as under :

“The following items of laboratory equipment procured fromreputed manufacturers duly approved by the Engineer shall beprovided in the field laboratory.

Laboratory equipment shall be provided by the Contractor for thelaboratory sufficient to carry out all the field and site qualityacceptance testing required in the Specifications. List ofLaboratory equipment to be provided and maintained by theContractor for the Field laboratory shall be as in Table 100 – 3.

Table 100-3 List of Laboratory Equipment to be provided and Maintained forField Laboratory

A. General i) Balancea)a) 10 kg capacity semi-self indicating type – Accuracy 1

gmElectronic 1 No.

Mechanical 1 No.b)b) 500 gm capacity – Accuracy 0.01 gm

Electronic 1 No. Mechanical (semi-self indicating) 1 No.

c) Chemical balance (electronic) 100 gm capacityAccuracy 0.001 gm 1 No.

d) Pan balance 5 kg capacityAccuracy 0.5 gm. 3

Nos.e) Platform scale – 300 kg capacity 1 No.


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f) Triple beam balance – 25 kg capacity

Accuracy 1 gm 2Nos.

ii) Ovens electrically operated, thermostatically controlled (includingthermometer), stainless steel interiora) Temperature range ambient to 300° C, sensitivity 1° C, capacity 120

litre.1 No.

b) Temperature range ambient to 150° C, sensitivity 1° C, capacity 250litre.

1 No.

iii) Sieves : as pera) Test sieve set 450 mm internal diameter. as per IS complete with lid

and pan of hole sizes 75 mm, 63 mm, 53 mm, 37.5 mm, 26.5 mm,13.2 mm, 9.5 mm, 6.7 mm, and 4.75 mm.

1 Set

b) Test sieve set 200 mm internal diameter (brass frame and steel/orbrass wire cloth mesh) as per IS complete with lid and pan ofaperture sizes 2.36 mm, 2 mm, 1.18 mm, 600micron, 425micron,300micron, 150micron and 75micron.

2 Set

iv) Sieve shaker capable of taking 200 mm and 450 mm diameter sieveselectrically operated with time switch assembly

1 No.

v) 200 tonnes compression testing machine electric cum manually operatedfitted with three gauges 0-2000 KN x 10 KN, 0-1000 KN x 5 KN and 0-500KN x 2 KN

2 Nos.

vi) Stop watches 1/5 second accuracy 2Nos.

vii) Glassware comprising beakers, pipettes, dishes, measuring cylinders (100to 1000 cc capacity) glass rods and funnels, glass thermometers range 0°C to 100° C and metallic thermometers range up to 300° C.

1 Doz.Each

viii) Hot plates 200 mm diameter (1500 Watt) 6Nos.

ix) Enamel traysa) 600 mm x 450 mm x 50 mm 6

Nos.b) 450 mm x 300 mm x 40 mm 6

Nos.c) 300 mm x 250 mm x 40 mm 6

Nos.d) Circular plates of 250 mm diameter 6

Nos.x) Water still, 3 litre/hour. with fittings and accessories 1 Setxi) Aluminium Tins

a) 50 mm x 30 mm 36Nos.

b) 55 mm x 35 mm 36Nos.


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c) 70 mm x 45 mm 36Nos.

d) 70 mm x 50 mm 36Nos.

e) 80 mm x 50 mm 36Nos.

xii) Riffle box of slot size 50 mm as per ASTM C-136 1 No.xiii) Spatula set of 100 mm and 200 mm long 3

Setsxiv) Water testing kit 1 Set

xv) First aid box 1 Set

B. For Soils and Aggregates

i) Liquid limit and plastic limit

a) Liquid limit device with Cone Penetrometer and as per IS : 2720 2 Nos.b) Single point LL device 1 No.c) Moisture content cans 50 Nos.d) Ground glass plate with rounded edges 600 mm x 600 mm x 10

mm2 Nos.

ii) Hydrometer analysis a) High speed stirrer with stainless steel beaker 1 No.b) Soil hydrometer set including jar to ASTM : E-100 and C-422 1 Set

iii) Sampling pipettes fitted with pressure and suction inlets, 10ml.Capacity

1 Set

iv) Laboratory compactiona) Compaction apparatus (Proctor) to the requirements of IS–T99

complete with collar, base plate and 2.5 kg rammer (automaticwith counter).

1 No.

b) Compaction apparatus (heavy) to the requirements of IS–T180complete with collar, base plate and 4.5kg rammer (automaticwith counter).

3 Nos.

c) Vibratory hammer to the requirements of Test BS : 14 1 Setv) Sand pouring cylinder (150 mm) with conical funnel and top and base

plate (with 152 mm diameter of sand cone) to the requirements ofASTM : D 1556

4 Sets

vi) Sampling tins with lids 100 mm diameter x 75 mm height. 1/2 kgcapacity

30 Nos.

vii) Laboratory C.B.R. testing equipment to the requirements of IS andconsisting of following:

1 Set

a) Floor mounted electro-mechanical load frame 5 tonne capacity 1 No.


186

with automatic strain controlb) CBR moulds complete with collar, base plate, etc. 18 Nos.c) Swell stands for holding dial gauge 9 Nos.d) CBR plunger with penetration dial gauge holder 1 No.e) Surcharge weight with central hole of 2.5 kg weight 40 Nos.f) Spacer disc with handle 2 Nos.g) Perforated brass swell plate with adjustable cap on handle 18 Nos.h) Soaking tank for accommodating 9 CBR moulds 1 No.i) High tensile steel calibrated proving rings of 1000 kg, 2500 kg

and 5000 kg capacity1 SetEach

j) Dial gauge, 25 mm travel-0.01 mm/division 12 Nos.viii) Standard Penetration Test equipment (IS: 2131) including solid cone

attachment to fit drive and1 No.

ix) Dynamic Cone Penetrometer equipment (IS: 4968) 2 Nos.

x) Nuclear gauge for density and moisture content determination to therequirements of AASHTO : 238 and 239

2 Sets

xi) Balloon Testing apparatus for moisture testing 1 Set

xii) Speedy moisture tester complete with carrying case and supply ofreagent

2 Nos.

xiii) Sand equivalent apparatus complete along with chemicals to therequirements of IS : 2720-1966 (Part XXIX)

1 Set

xiv) Reagent grade Sodium Sulphate for soundness test of aggregatechemical Sodium Sulphate to the requirements of AASHTO : T – 104

30KGs.

xv) Flakiness test gauge to BS : 812 1 No.

xvi) Post-hole auger with extension 1 Set

xvii) Core cutter apparatus 10cm diameter, 10/15cm length height completewith 20kg hammer

1 Set

xviii) Flakiness and elongation test gauge 1 Set

xix) Standard measures of 30, 15, 3 litre capacity along with tamping rod 1 Set

xx) Unconfined compression test apparatus 1 Set

C. For Bitumen and Bituminous Mixesi) Constant temperature bath for accommodating bitumen test specimen,

electrically operated, and thermostatically controlled, stainless steelinterior, 50 litre capacity, temperature range ambient to 80° C

1 No.

ii) Bitumen penetrometer automatic type including adjustable weightarrangement, and needles to the requirements of AASHTO : T - 49

1 Set

iii) Centrifuge type motorized bitumen extraction apparatus to the 1 Set


187

requirements of AASHTO : T - 164 with stock of solvent & filter paper

iv) Bitumen laboratory mixer planetary action, 2 litre capacity, includingrequired accessories electrically operated and fitted with heating jacket

1 No.

v) Marshall compaction apparatus to the requirements of AASHTO : 245as per ASTM T 1559-62 and complete with electrically operatedautomatic loading unit, compaction pedestal, heating unit, headbreaking assembly, flow meter, load transfer bar, specimen moulds100 mm diameter with base plate, collars, specimen extractor,compaction hammer 4.53kg x 457 mm fall (excluding constanttemperature bath)

1 Set

v) a) Modified set for DBM 1 Set

vi) Dial type thermometer reading 0-200° C range, accuracy 2° C 2 Nos.

vii) Thin Film Oven Test apparatus to the requirements of AASHTO : T-179, including accessories

1 No.

viii) Ring and Ball Apparatus as per IS : 1205 – 1978 1 Set

ix) Asphalt Institute Vacuum Viscometer as per IS : 1206 (Part II) – 1978 1 Set

x) BS U–Tube Modified Reverse Flow Viscometer IS : 1206 (Part III) –1978

1 Set

xi) Apparatus for Determination of Ductility Test as per IS 1208 – 1978 1 Set

xii) Pensky – Martens closed Tester for testing flash and fire point as per IS : 1209 – 1978

1 Set

xiii) Apparatus for Float Test IS : 1210-1978 1 Set

xiv) Apparatus for Determination of water content (Dean and SharkMethod) IS : 1211-1978

1 Set

xv) Apparatus for Determination of Loss on Heating IS : 1212-1978 1 Set

xvi) Apparatus of Determination of Specific Gravity IS : 1202-1978 1 Set

D. For control of profile and surface evenness

i) String line arrangement for paving with sensor pavers 4 Sets

ii) ROMDAS-Longitudinal profile calibration device 1 No.

iii) Towed Fifth Wheel Bump Integrator 1 No.

iv) Camber templates 2-lane/3-lane straight run cross-section as approvedby the Engineer

4 Sets.

E. For Cement, Cement Concrete and Materials

i) Vicat needle apparatus for setting time with plungers, as perIS-269-1968

1Set

ii) Moulds


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a) 150 mm x 300 mm high cylinder with capping component alongwith the capping set and compound as per IS specification

48 Nos.

b) Cube 150 mm moulds as per IS specification 36 Nos.

c) Cube moulds of 50 sqcm 70mm x 70mm for cement testing 18 Nos.

d) Cube moulds of 50mm x 50mm 18 Nos.

e) Beams 750 mm x 150 mm x 150 mm moulds 18 Nos.

iii) High frequency mortar cube vibrator for cement testing 1 No.

iv) Concrete mixer power driven, 1 cu. ft. capacity 1 No.

v) Variable frequency and amplitude vibrating table size 1m as per therelevant British Standard

1 No.

vi) Flakiness index test apparatus as per B.S. 812 1 No.

vii) Elongation index test apparatus as per B.S. 812 1 No.

viii) Aggregate crushing value impact test apparatus as per B.S. 812 1 No.

ix) Los-Angeles Abrasion apparatus as per IS 2386 (Part 4) 1963 1 No.

x) Flow table as per IS 712- 1973 4 Nos.

xi) Equipment for slump test (C-143)/compacting factor Apparatuscomplete

4 Nos.

xii) Equipment for determination of specific gravity for fine and coarseaggregate as per IS : 2386 – 1963 (Part 3)

4 Nos.

xiii) Flexural attachment to compression testing machine 2 Nos.

xiv) Core cutting machine with 10cm diameter diamond cutting 1 No.

xv) Needle vibrator 1 No.

xvi) Air entrainment meter as per ASTM : C – 231 1 No.

xvii) 0.5 cft, 1 cft cylinder for checking bulk density of aggregate withtamping rod

As reqd.

xviii) Soundness testing apparatus for cement (Le Chatlier’s principle) 1 Set

xix) Chemicals solutions and consumables As reqd.

xx) Chloride testing kit for chemical analysis of chloride content 1 No.

xxi) ION exchange kit for rapid determination of sulphate content 1 No.

xxii) Water still 1 No.

xxiii) Concrete permeability apparatus 1 Set


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All equipment shall confirm to accepted international standards and shall besubject to the approval of the Engineer.

The Contractor shall be responsible for the provision of adequatelyexperienced and qualified laboratory staff in sufficient number to be able tomeet all testing requirements to the approval of the Engineer, and for alltransportation of staff, testing equipment and samples necessary to allow thetesting to be performed in a time scale compatible with the needs of the Site.

The Contractor shall arrange to maintain the laboratory in satisfactorymanner and will carry stocks of spare equipment and laboratoryconsumables until the issue of Taking over Certificate.

Full complement of listed equipment procured from an internationally reputedmanufacturer after procurement and approval of Engineer shall be incidentalto the work and no payment shall be made to the Contractor.”

Clause 121.4 This clause stands deleted.




CLAUSE 123 PROVIDING AND MAINTAINING WIRELESSCOMMUNICATION SYSTEM – Deleted and replacedwith the following.

Clause 123A PROVIDING AND MAINTAINING MOBILE PHONESERVICE

Clause 123A.1 Scope

The work covers the provision and maintenance ofMobile phone communication service to the Engineer /the Employer as described under Bill of Quantities.

Clause123A.2(a) Description

The Mobile phones shall be GSM type and may beNokia, Samsung or Equivalent and model as decided bythe Engineer. The number of mobile phones to beprovided by the contractor shall be decided by theEngineer, out of the total provision in the Bill ofQuantities and indicated in writing. The cost of eachMobile phone is limited to Rs. 15,000/- including taxes.

The contractor shall arrange to supply, within 15 daysfrom the date of approval by the Engineer, mobilephones with SIM cards as indicated above. The SIMcard shall be Post Paid type and having NationalRoaming, CLIP, SMS, etc. and from an approved


190

service provider like Cell One, Airtel, BPL, TaTa orequivalent… The usage charge of each mobile is limitedRs. 3,000/- per month including cost towards rent,roaming charges, etc for the outgoing call mobilephones and Rs.1000/- per month for within group cellsystem. But excluding the cost of Mobile phone, repair,replacement (if any) and maintenance.

123.A.2 (b) Maintenance :

The Mobile phones shall be maintained in smoothworking condition. All expenses towards the owning,operating and maintenance cost shall be born by thecontractor. In the event of any software, hardware orSIM card problems, the Contractor shall providesubstitute Mobile phone(s) immediately.

The Contractor shall arrange to maintain the mobilephone and its accessories to the entire project period.He shall replace the accessory which goes out of orderand attend to all repairs necessary for keeping thesystem in satisfactory working condition.

If the Contractor fails to carry out the requiredmaintenance as directed by the Engineer at any stage ofwork, an amount of Rs. 300 per day or part thereof shallbe debited to the Contractor for the period of phone outof service.

Clause 123A.3 Measurement for Payment

The Measurement for provision of Mobile phone serviceto the Engineer/Supervisory staff / the Employer andmaintaining the same shall be on monthly basis andpayment shall be made on lump sum unit basis for everymonth after providing the monthly paid bills. As per theEngineer’s directions, some of the Group Cell Sim Cardsmay be provided to the contractor for importantcommunication points such as hot mix plant, batchingplant, laying site etc. and to the key personnel of thecontractor. Payment shall be borne by the contractoronly. If the Contractor fails to carry over the requiredmaintenance as directed by Engineer at any stage ofwork an amount of Rs.300/- per day or part thereof shallbe debited to the Contractor for the period of phone outof Services. On the issue of taking over certificate thecellular phones shall be the property of the Contractor.

Clause 123A.4 Rates

The Contract Unit rates for supply and maintenance ofMobile phone service shall cover all the expensestowards the cost of GSM mobile phones of approvedmake and model with all standard accessories like cell


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charger, cover, registration charges, etc. and cost forarranging post paid SIM card of approved serviceprovider, monthly usage charges, repair andmaintenance including replacement cost, if any.

CLAUSE 124 PROVIDING AND MAINTAINING VEHICLES FOR THEENGINEER

The heading of this clause shall read as under:

“PROVIDING AND MAINTAINING VEHICLES FORTHE EMPLOYER AND ENGINEER”

Clause 124.1 Scope

This Clause shall be read as under:

“The work covers providing and maintainingmultipurpose utility vehicle (MUV) or sports utility vehicle(SUV) are equivalent for use by the Engineer and theEmployer as described under the Bill of Quantities.”

Clause 124.2 Description

Paragraph 1 of this Clause shall be read as under:

“The (MUV) multipurpose utility vehicle or sports utilityvehicle (SUV) are equivalent shall be new A/C vehicleson hire charges basis, having cylinder capacity morethan 2000 cc for Engineer, Employer and theirrepresentatives. The number of vehicles to be providedby the contractor shall be decided by the Engineer inconsultation with the Employer out of the total provisionin the Bill of Quantities and indicated in writing.”

Clause 124.4 Withdrawal of Vehicles

The first sentence for this Clause shall be read asunder:

The contractor shall withdraw particular vehicle/vehiclesfor the non-use by the Engineer/Employer if so directedby the Engineer/Employer

Clause 124.5 Measurement of Payments

The Payment for providing and maintaining new vehicleon hire basis shall be on vehicle day basis calculated onactual number of days the vehicle provided insatisfactory working order. If the total usage per vehicleexceeds 4000 Km per month, an amount of Rs.4 per


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Km. shall be paid to the contractor for the extra Km usedover and above the initial 4000 Km per month. A logbook shall be maintained in each vehicle by theContractor in the form acceptable to the Engineer. NoPayment shall be made for the period of withdrawal asper Clause 124.4 irrespective of the fact whether vehiclewas available or not. No payment shall be made forvehicle break down days, Contractor should arrange fora substitute vehicle of above mentioned capacity for thebreak down vehicles immediately. Not operated days arenot considerable for payment.

Clause 124.6 Rate

Add the words “and Employer” after the word “Engineer”in second line.

CLAUSE 126 Supply of Video Cassettes and Digital CDs (VCDs /DVDs)

Clause 126.1 The clause shall read as:

“The work consists of taking video films of importantactivities.

The Contractor shall arrange to make completevideo coverage of the entire existing contract stretchbefore start of actual execution of work.Video filming of important activities of the work asdirected by the Engineer during the currency of theproject shall be carried out and shown to Engineer.Video filming of the substantially completed sectionsof the project.Video filming of the project after final completion ofthe work.Editing them to a video film of playing time not lessthan 60 minutes and upto 180 minutes as directedby the Engineer. It shall contain narration of theactivities in English by a competent narrator. Theedition of the video film and the script for narrationshall be as approved by the engineer.

The video CDs / DVDs shall be of acceptable qualityand the film shall be capable of producing colourpictures.

Clause 126.2 Measurements for payment

The clause shall read as:

The measurement shall be number of sets of editedVCDs each with four copies thereof.

Clause 126.3 Rates


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This clause shall read as:

“The contract unit rate shall include all expenses formaking video films with the help of a professionallycompetent photographer, editing, narration and supplythe final edited master VCDs along with four copiesthereof.

SECTION 200 SITE CLEARANCE

Clause 201 Clearing and Grubbing

Clause 201.1 Scope

Replace with following paragraph:

“This work shall consist of cutting, removing anddisposing of all materials such as trees of girth up to 300mm., bushes, shrubs, stumps, roots, grass, weeds etc.and top soil minimum 100 mm but not exceeding150mm in thickness, rubbish, etc., which in the opinionof Engineer is unsuitable for incorporation in the workincluding draining out stagnant water, if any, from thearea of road land, drains, cross drainage structures andother area as specified in the drawings or as directed bythe Engineer. It shall include necessary excavation byharrow discs or any other suitable equipment, backfilling the excavated area up to a maximum depth of150mm and also complete filling of the pits resultingfrom uprooting of trees & stumps by suitable/approvedsoil and making the surface in proper grade by suitableequipment and compacted by power roller to requiredcompaction as per Section 300. The work also includeskeeping the cleared material in stock pile within theROW not less than 500m in distance, keeping the stockpile till completion of bituminous work, re-using the topsoil in turfing and disposal of unsuitable material.Clearing and grubbing shall be performed in advance ofearthwork operations and in accordance with therequirements of these specifications. Areas as well asdepth requiring clearing and grubbing shall bedetermined by the Engineer”.

Clause 201.3 Replace the 3rd paragraph with the following

“All Excavations below original ground level arising outof the clearing and grubbing and also for removal oftrees, stumps, etc., shall be filled with suitable materialand compacted thoroughly so as to make the surface fitfor the next layers in accordance with the section 300 ofSpecifications.”

Clause 201.4 In the Second Paragraph, Replace “upto a lead of


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1000m” with “all leads”

Clause 201.5 Measurements for Payment

Replace the first sentence of the first paragraph with thefollowing

“Clearing and grubbing for road embankment, drainsand cross drainage structures shall be measured asareas in plan basis in terms of hectares.”

Replace the last sentence of the first paragraph with thefollowing

“Cutting including removal of foundations of sign boards,hoarding boards, concrete posts, kilometre/hectometrestones, boundary stones, back filling to requiredcompaction up to general original ground level and ofany pits shall be measured and paid in respective itemof BOQ.”

Clause 201.6 Rates

Clause 201.6.1 Delete this clause and replace with the following

“The Contract unit rates for the various items of clearingand grubbing shall be payment in full for carrying out therequired operations including full compensation for alllabour, materials, tools equipment and incidentalsnecessary to complete the work. These will also includecutting of trees and uprooting the stumps up to a girth of300 including roots as well as stumps left over aftercutting of trees carried out by another agency,excavation and back filling to required density,excavation up to a maximum depth of 150mm andbackfilling to required compaction with suitable materialto restore the original ground level with all lifts andleads.”

Clause 201.6.2 “The Contract unit rate for cutting (including removal ofstumps and roots) of trees of girth above 300mm shallinclude excavation and backfilling to requiredcompaction, handling, salvaging and stack piling anddisposing of the stocked materials with all lifts andleads.”

CLAUSE 202 DISMANTLING CULVERTS, BRIDGES AND OTHERSTRUCTURES / PAVEMENTS.

Clause 202.3 Dismantling of Pavement

Add at the end of the 2nd para:


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“The existing bituminous pavement surface, base andsub-base courses shall be removed by ripping,pavement breaker or any other suitable equipment, orany other suitable means as approved by theEngineer.

Dismantling of existing base, sub-base and surfacecourses shall be measured by taking cross-sections at200 m intervals before dismantling by making 30 cmwide trench in full width and depth and computing thevolumes in cum. by the method of averagecross-sectional areas".

Clause 202.4 Back-filling

After "operations" add "and wells encountered in thealignment" in 1st line of this clause.

Add at the end of this clause

"The wells may be capped thereafter if directed by theEngineer. The filling of wells and capping will be paidseparately in the relevant item of earth work, concrete,RCC works as the case may be.”

Clause 202.5 Disposal of Materials

Substitute ‘lead of 1000 m’ by ‘With all leads,’wherever appearing in this clause.

The first paragraph of the sub clause shall read asbelow:

All materials obtained from dismantling/milling shall bethe property of the Employer and the Contractor mayuse this material in work or sell/dispose off thematerial (with all leads and lifts), for which he shallquote a rate for rebate against the respective items ofBOQ. However, such use of dismantled material inwork shall have the prior approval of the Engineer.Contractor may use dismantled / milled road crushedmaterial by suitably modifying the material, or bycrushing the material, or by breaking the material, andscreening the same, after effecting due rebate in theBOQ, provided it meets the specifications and isapproved by the Engineer.

Delete the last paragraph of this clause.


Add the following items after item (vi):

(vii) Dismantling of signboard/ Bill boards ….


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Nr (viii) Dismantling of dry/grouted stone pitching ….

Cu.m (ix) Removal of hume pipe

……………………………. Lm (x) Dismantling of granular pavement …………….

Cu.m(xi) Dismantling of 5th Kilometer stone, Kilometer

stone, Hectometer stone, delineator and guardstone ……………………………. Nr.

Clause 202.7 Rates

Delete the last sentence of the paragraph and replacewith:

“These will also include excavation, back filling withrequired compaction where necessary and forhandling, piling and disposal of the dismantledmaterials with all lifts and leads as specified inSub-Clause 202.5. The cost of cartage of materialswith no salvage value to disposal sites with all leadsand lifts is deemed to be included in the rates fordismantling.

The contract unit rates for various items of rebate shallbe on the full quantities obtained from dismantlingtaking into account all the operations for reuse ofsalvaged materials and disposal of the balance ofmaterial within all leads and lifts.”

SECTION 300 EARTHWORK, EROSION CONTROL AND DRAINAGE

CLAUSE 301 EXCAVATION FOR ROADWAY AND DRAINS

Clause 301.1 Scope

Insert the following between the words “roadway” and“side drains” in the second line :“road shoulders/paved shoulders, verge, medians,”

Clause 301.2.1 Classification:

Add sentence (f) after (e) and read it as below;(f) Hard Rock (requiring controlled blasting)

Hard rock requiring blasting as described under (c) butwhere blasting would damage abutting structures likebuilding, bridge foundations, etc. and excavation has tobe carried out by controlled blasting without causing anydetrimental damage to near by structures and inaccordance with Additional Technical Specifications .


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Clause 301.3.3 Excavation - General:

Delete the last two sentences of Para 5 of this clause.

The following paragraph is added to the sub-clause301.3.3

Temporary support to the sides of the excavationnecessary to support the foundation of adjoiningstructures and to prevent any ground movement shall beprovided by the Contractor. Where temporary supportsare provided these shall be designed and removed suchthat no ground movement occurs on removal. TheContractor shall submit his proposal in this respect tothe Engineer for approval prior to commencement of theexcavation. If any damage occurs the Contractor shallbe liable to restore the property at it’s own position. Noextra payment will be made against works under this subclause.

Clause 301.3.7 This Clause shall be read as under:

“In works involving widening of existing pavements orproviding paved shoulders, the existing pavedshoulders/hard shoulder/earthenshoulders/verge/median shall be removed to its full widthand depth up to the Subgrade bottom level shown ondrawings or as indicated by the Engineer, preparation ofcut formation as per clause 305 supportingsubgrade/embankment. Method of benching shall befollowed with each successive top layer of existingpavement layer cut at least 250 mm wider than bottomlayer. While doing so care shall be taken to see that noportion of the existing pavement designated for retentionis loosened or disturbed. If the existing pavement getsdisturbed or loosened, it shall be dismantled and cut to aregular shape with side vertical and thedisturbed/loosened portion be removed completely andre-laid as directed by the Engineer, at the cost of theContractor.

If the existing material below the sub base level up to adepth of 500mm or more is suitable for Subgrade (withsoaked CBR not less than 10 %) shall be retained. Thecut formation shall be prepared to support the sub-baseas per Clause 305. Any unsuitable material encounteredin this portion of subgrade shall be removed andreplaced with suitable material and compacted inaccordance with Clause 305.”

Clause 301.3.11 Disposal of excavated materials

Delete this Sub-Clause and replace with:


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“All the excavated materials shall be the property of theEmployer. Suitable material obtained from theexcavation of the roadway, shoulders, verges, drains,cross drainage works, etc. shall be used for:

i) Filling roadway embankment and Subgrade with alllifts and leads.

ii) Filling existing pits/ ponds in the right of way asdirected by the Engineer, including levelling andspreading, with all lifts and leads.

iii) For landscaping of the road as directed by theEngineer, including levelling and spreading, with alllifts and leads.

Excavated rock shall be utilised by the contractor in themanner as he desires (other than the above items ofwork) duly affording the rebate for the entire quantity ofrock excavated.

The Rebate is to be given towards the salvage value forthe Hard Rock excavated.

Unsuitable and surplus material, which, in the opinion ofthe Engineer cannot be used in the works, shall beremoved from site by the Contractor and disposed of atthe nearest dip or other approved location with all liftsand leads in accordance with all statutory requirements.”

Clause 301.8 Measurement for Payment

Delete the first sentence of the first paragraph andreplace with:

“Excavation for roadway shall be measured by takingcross-section volume calculated in accordance withClause109”

Delete item (v) of last paragraph.

CLAUSE 301.9 RATES

Clause 301.9.1 In para (ii) the words “lead upto 1000m or as otherwisespecified” shall be substituted by “all leads”.

Add the followings after item (vi):

“(vii) The removal from site and disposal of allsurplus or unsuitable materialsobtained from excavation


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operations, which, in the opinionof the Engineer cannot be used inthe Works, shall be included in theContract rate.

(viii) Arrangement for safety of the property asmentioned in sub clause 301.3.3 of this specification,shall be included in the Contract Rate.”

Clause 301.9.5 Replace “, but leads upto 1000m” with “and all leads” inthe sentence

Clause 301.9.6 Delete this Sub Clause.

CLAUSE 304 EXCAVATION FOR STRUCTURES

Clause 304.3.4 Preparation of Foundation

In Paragraphs 2 and 3 of Clause 304.3.4, substitute‘concrete of M15 grade’ in place of ‘lean concrete (1:3:6nominal mix)’.

Clause 304.3.7 Backfilling

Delete the word ‘Mechanical tamper’ in line 7 andsubstitute it with “Roller”

Clause 304.5.1 Delete “ upto 1000 m or as otherwise specified; and” initem (v)

Clause 304.5.3 Delete “beyond the initial lead of 1000 m” and replacewith “for all leads.”

CLAUSE 305 EMBANKMENT CONSTRUCTION

Clause 305.2 Materials and General Requirements

Clause 305.2.1 Physical requirements

Clause 305.2.1.1 Replace the sentence “ Clay having liquid limit exceeding70 and plasticity index exceeding 45; with the sentence “Clayey soils and other soils having liquid limit exceeding40 and plasticity index exceeding 18;

Clause 305.2.1.2 This Clause shall be read as under:

“Expansive soils such as CH, MH or OH exhibitingmarked swell and shrinkage properties (‘free swelling


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index’ exceeding 50 per cent when tested as per IS:2720-Part 40) shall not be used in construction of anysubgrade or embankment.”

Clause 305.2.1.4 Delete second sentence of clause 305.2.1.4.

Clause 305.2.1.5 Add the following at the end of first sentence:

“The material to be used in subgrade should satisfy therequirement of the 4 day soaked design CBR of 10%when tested as per IS: 2720 (Part 16) at 97% maximumdry density (IS: 2720 (Part 8)).”

C l a u s e305.2.2.2

Borrow materials


“No borrow area shall be made available by the Employerfor this work. The arrangement for the source of supplyof the material for embankment and subgrade meetingthe prescribed specifications as well as compliance to thedifferent environmental requirements in respect ofexcavation and borrow areas as stipulated, from time totime, by the Ministry of Environment and Forest,Government of India and the local bodies, as applicableshall be the sole responsibility of the Contractor.”

THE TABLE 300-2 SHALL BE READ AS UNDER:

COMPACTION REQUIREMENTS FOR EMBANKMENTAND SUBGRADE

SL.No. Type of Work/Material

Relative compactionas percentage ofmaximum laboratorydry density as perIS: 2720 (Part 8)

1. Subgrade and earthenshoulders

Not less than 97


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2. Embankment Not less than 953. High embankment

(exceeding 6m height)Not less than 97

4. Expansive clays Such material is notallowed

Paragraph 8 of this Clause given below Table 300-2 shallread as under:

“The contractor shall at least 7 working days beforecommencement of construction of embankment and thesub-grade; submit the following to the Engineer forapproval:

i) The values of maximum dry density and optimummoisture content obtained in accordance with IS: 2720(Part 8) for each fill material proposed to be used inthe construction of embankment and sub-grade.

ii) The graphs of Density plotted against moisture contentfrom which each of the values in (i) above of maximumdry density and optimum moisture content weredetermined.

iii) The dry density-moisture content-CBR relationships,heavy compaction efforts conforming to the IS 2720(part 8) for each of the fill material proposed to beused in the sub grade.

The above information shall form the basis for compactiononly upon its approval by the Engineer.”

Clause 305.3 Construction Operations

Clause 305.3.4 Compacting ground supporting embankment/sub-grade

Para 1 of this clause shall be read as:

“Where necessary the original ground shall be levelled,scarified, mixed with water and then compacted by rollingto facilitate placement of first layer of embankment so as toachieve minimum dry density as given in Table 300-2”.

Add at the end of Para 2

”Backfilling layers in pits, trenches and below the originalground are to be compacted to the relative natural grounddensity. The natural ground density shall be determined byconducting field density tests at three spaced locationsalong the central line of the proposed additionalcarriageway at a depth between 0.5m to 1.0m. Samples ofnatural ground are collected at each location, and are


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tested in accordance with IS: 2720 (Part 8). The relativedensity (i.e. the percentage of the field dry density to thelaboratory maximum dry density) is assessed for eachsample, and the greatest relative density obtained isselected as the “natural ground density”. If the naturalground density is less than 85% then these are to becompacted after necessary watering so as to achieve notless than 85% of relative compaction.

Where necessary to facilitate compaction of the subgradeto 97% relative compaction as stated above, a furtherdepth of maximum thickness of 0.2m shall be loosened,watered and compacted in accordance with Sub Clause305.3.5 and 305.3.6 to not less than 95% of dry densitydetermined in accordance with IS: 2720(Part-I)”.

Clause 305.3.5.1 Replace the first sentence of the paragraph as follows:

“The embankment and subgrade material shall be spreadin layers of uniform thickness, provided demonstratedsuccessfully and approved by Engineer, not exceeding 250mm compacted thickness over the entire width ofembankment by mechanical means, finished by a motorgrader and compacted as per clause 305.3.6.”

Clause 305.3.5.2 Spreading materials in layers and bringing toappropriate moisture content.

In para 3, delete "IS: 2720 (Part 7 or)" .

Clause 305.3.6 Compaction

The second para of this Clause shall read as under:

"Vibratory roller of not less than 80-100 KN static weightwith plain or pad foot drum or pneumatic tyre roller of 300KN weight having tyre pressure of at least 7 kg/sqcm shallbe used for compaction.”

Insert the following sentence before the last sentence ofParagraph 5:

“The co-relation between sand replacement densities andnuclear gauge densities shall be based on trials withminimum 30 coherent density measurements”

Clause 305.4.4 Embankment and Subgrade around structures

In the last line of paragraph-3, substitute “compactedthoroughly to the requirements of Table 300-2” by“compacted thoroughly to not less than 97% MDD”

In the last line paragraph – 4, substitute “2504” for “2502”


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Clause 305.4.6 Add the following at the end of clause

Construction of embankments in marshy and boggysoil:

The area where the embankment has to be constructedshall be dewatered. After removing the slush and boggysoil from the area it will be filled with sand upto a height of500 mm above ponding water level upto toe ofembankment. 300 mm thick layer of stone dust shall befilled over the sand layer and compacted.

Clause 305.4.8 Delete the clause and read as stated below

For stage construction of high embankments, controlledrate of filling shall be carried out as indicated below.

The embankment shall be constructed over a drainagelayer and in the first month the total height should belimited to maximum 6.0 (six) metre only. The balanceembankment construction should be done after a restperiod of 2 (Two) months for strength gain andconsolidation. The rest period need not be given in casewhere the construction of the initial 6 metre height ofembankment takes more than 4 months.

However, based on the available subsoil data thecontractor may suggest his loading schedule or any othermethod to take care of the excessive settlement problemfor approval of the Engineer.


Add the following para at the commencement of theclause.

In case of marshy land, slush will be removed till firmground is reached and depression caused thereby will befilled with approved full materials and duly compacted inlayers till the formation reaches the original natural groundlevel. The formation so built will be considered as “Built upOriginal Ground Level” which will be considered forcomputation of volume of earthwork at such location.Separate payments for removal of slush and filling uptoBuilt up Original Ground Level will be admissible to theContractor.

Para 1 shall be read as:

"Earth embankment/sub-grade construction shall bemeasured separately by taking cross sections at intervalsafter clearing and grubbing and if necessary compaction oforiginal ground before the embankment work starts andafter its completion and computing the volumes of


204

earthwork in cubic metres by the method of average andareas."

Clause 305.9.1 Add new sub section as (xiv) “slush removal”Insert “including removal and replacement of marshy soil”after words “unsuitable material” appearing in the secondline of item (iii).

Add “including removal of top soil” after word “material”appearing in first line of item (v)

Clause 305.9.6 Substitute “upto a Lead of 1000 m or as otherwisespecified” by “leads”

CLAUSE 306 SOIL EROSION AND SEDIMENTATION CONTROL

Clause 306.4 Measurement for payment

Substitute Clause 306.4 as follows:

“All temporary sedimentation and pollution control worksshall be deemed as incidental to the earthwork and otheritems of work and, as such, no separate payment shall bemade for the same.”

Clause 306.5 Rates

This Clause shall be deleted.


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SECTION 400 SUBBASES, BASES (NON-BITUMINOUS) ANDSHOULDERS

General

Sub clause (i) of clause 401.8 stands deleted andremaining sub para (ii) to (v) are renumbered as (i) to (iv).

Sub clause (i) of clause 405.7.1 stands deleted andremaining sub paras (ii) to (iv) are renumbered as (i) to (iii).

The provision of clause 401.8 (i) to (v) be read as “Clause401.8 (i) to (iv)” in the sub clauses 402.8, 403.8, 404.7,407.7 and 410.7

Clause 401 GRANULAR SUB-BASE

Clause 401.1 Scope

Add the following at the end of this clause:

“A site trial shall be performed in accordance with clause903.3.”

Clause 401.2 Materials

Clause 401.2.1 Paragraph 1 of this Clause shall read as under:

“The material to be used for the work shall be crushedgranite stone, depending upon the grading required. Thematerial shall be free from organic or other deleteriousconstituents and conform to the Grading 1 given in Table400-1.”

Delete last sentence of para 2 and replace it by following:

“For drainage layer, grading requirement shall be accordingto Grading I of Table 400-2.”

Clause 401.2.2 Physical Requirements

The Clause shall read as under:

“The materials shall have a 10% fines value of 50 KN ormore (for sample in soaked condition) when tested incompliance with BS 812 ( Part-3). The water absorption ofthe coarse aggregate shall be determined as perIS:2386(Part-3). If this value is greater than 2% on thematerial delivered as per IS:383 , Soundness Test shall becarried out in accordance with IS:2386 (Part-5) 1963. Theaverage loss of weight of coarse aggregate after 5 cyclesshall not exceed 12% when tested with sodium sulphateand 18% when tested with magnesium sulphate asspecified in IS:383.”


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Clause 401.3 Strength of sub-base

The clause shall read as follows:

It shall be ensured prior to actual execution that thematerial to be used in the sub-base has a minimum CBRvalue of 30% when compacted and finished.

When directed by Engineer, this shall be verified byperforming tests in the laboratory. The CBR tests shall beconducted on specimen soaked for 4 days and compactedto 98% of the maximum dry density as per IS:2720 (Part 8).

Clause 401.4.2 Spreading and Compacting

The second paragraph of this clause shall read as follows.

"When the sub-base materials consist of combination ofmaterials mentioned in Clause 401.2.1 mixing shall bedone mechanically in plant".

The fifth Para of this Clause shall read as under:

“Immediately thereafter, rolling shall start. If the thicknessof the compacted layer does not exceed 100 mm, a smoothwheeled roller of minimum 100 KN static weight may beused. For a compacted single layer upto 225 mmthickness, the compaction shall be done with the help of avibratory plain drum or pad foot drum roller of minimum 100KN static weight or with a heavy pneumatic tyred roller ofminimum 300 KN static weight having a minimum tyrepressure of 0.7 MN/m2. The rolling should commence atthe lower edge and proceed towards the upper edgelongitudinally for portions having unidirectional cross falland super elevation and shall commence at the edges andprogress towards the center for portions having cross fallson both sides.”

CLAUSE 406 WET MIX MACADAM SUB-BASE/BASE COURSE

Clause 406.1 Scope

Delete “in one or more layers” and replace with “in twouniform layers” in the last sentence of first paragraph.

Read “125mm” in place of “200mm” in the last sentence ofsecond paragraph.


Clause 406.2.1.1 Physical Requirements:

Delete the second sentence beginning with "If crushed


207

gravel…” and ending with “…. fractured faces." and add asunder:

“The constituents of the aggregates shall be produced byintegrated crushing and screening plant (Impact or Conetype of capacity 200T/hour) and, unless otherwiseinstructed by the Engineer, crushing shall be carried out inat least two stages. The fraction of material passingthrough 4.75mm sieve shall also be crusher run screeningonly.”

Add the following at the end of the last paragraph:

“Soundness test shall be carried out in accordance with IS:2386 (Part- 5), 1963. The average loss of weight of coarseaggregate after 5 cycles shall not exceed 12% when testedwith sodium sulphate and 18% when tested withmagnesium sulphate as specified in IS: 383-1970”

From the Table No. 400-10 replace the wording againstsingle asterik as under:

“The aggregate should satisfy both the tests a) LosAngeles Abrasion Value b) Aggregate Impact Value”.

Clause 406.3.3 Preparation of Mix

Para 1 of Clause 406.3.3 shall be read as under:

“Wet mix Macadam shall be prepared in an approved WetMix Macadam mixing plant of 200T/ hour capacity havingprovision for controlled addition of water and forced/positive mixing arrangement.”

Clause 406.3.4 Spreading of Mix

Replace the first and second sentence of secondparagraph as follows:

“The mix shall be spread by Electronic Sensor PaverFinisher only, with guide wire arrangement preferably in fullwidth of the pavement including hard shoulder.”

Delete third paragraph.

Clause 406.3.5 Compaction

Delete second sentence of first paragraph.

Read “125mm” in place of “200mm” in the third sentence offirst paragraph from 1st para delete the sentence “If thethickness of single compacted layer does not exceed 100mm, a smooth wheel roller of 80 to 100 kN weight may beused.”


208

Clause 406.4 Opening to Traffic

The clause shall read as:

“No vehicular traffic of any kind should be allowed on thefinished wet mix macadam surface till it has dried andcovered upto the 2nd layer of DBM.”

CLAUSE 407 SHOULDERS, ISLANDS AND MEDIAN

Clause 407.1 Scope

Replace the Sub-Clause with the following:

“The work shall consist of constructing shoulder(hard/paved/earthen) on either/one side of the pavement,median in the road dividing the carriageway into separatelanes and islands for channelising the traffic at junctions inaccordance with the requirements of these specificationsand in conformity with the lines, grades and cross sectionsshown on the drawings or as directed by the Engineer”.


Replace the first paragraph by the following paragraph:

“Hard shoulder on either/ one side of the road shall be ofGranular Sub base conforming to the requirements ofClause 401. Earthen shoulder on either/ one side of theroad shall be of selected earth conforming to requirementsof Clause 305. The material to be used should satisfy therequirement of the 4 days soaked design CBR of 10%when tested as per IS: 2720 (Part 16) at 97% maximum drydensity (IS:2720 (Part 8))”.

The median / Islands shall be of selected earth conformingto requirements of Clause 305.

Delete second, third and fourth sentence of the thirdparagraph.

Clause 407.4.3 Delete this sub-clause


This Clause shall read as under:

“Construction shall be measured as finished work inposition as below:


209

a) Shoulders (Hard / Paved / earthen)

(i) For Excavation in cu. m.(ii) For Earthwork in cu. m.(iii) For Granular sub-base in cu. m.(iv) For sub-base, base, surfacing courses in

units of respective items.(v) For kerb in Running meters(vi) Item (vi) is deleted

b) Island / Median

(i) For Earthwork in cu.m(ii) For kerb in running meter.(iii) For sub base, base and tile finish in square

metre complete as per Clause 409”.

Clause 407.7 Delete “with brick or stone block edging”

CLAUSE 408 CEMENT CONCRETE KERB AND KERB WITHCHANNEL

Clause 408.5 Construction Operations

Clause 408.5.1 Substitute first sentence of Clause 408.5.1 as under:

“For the new carriage way, Kerb shall be laid on firmfoundation and extending inside the median as shown indrawings.”

Clause 408.5.2 Add the words “or to accommodate drainage pipes” at theend of the paragraph after the words “drainage openings”.

Clause 409 FOOTPATHS AND SEPARATORS

Sub-Clause 409.2 Materials

Parts (c) of this Sub-Clause 409.2 shall be deleted.

SECTION 500 BASE AND SURFACE COURSES (BITUMINOUS)

Clause 501 General Requirements for Bituminous PavementLayers

Clause 501.2.2 Coarse Aggregates

The first sentence of paragraph 1 shall read as:

“The course aggregates shall consist of crushed rock andshall be obtained through the use of Cone crusher, VerticalShaft Impactor and vibratory screens of suitable capacity.”


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The third paragraph of this Clause shall be deleted

Clause 501.3 Mixing

Para 1, Line 3 and 4, replace the word, “AdequateCapacity” with “Hot mix plant of``` Batch mix type ofMinimum capacity of 120T per hour.”

Clause 501.5.3 Spreading

Replace the first sentence of paragraph 1 as follows:

“Bituminous mix shall be spread with paver fitted withelectronic sensing device and string line arrangement(supported by steel pegs @ 5m apart) on either side ofpaving width for automatic levelling, surface evenness andprofile control. Use of string lines is compulsory to providesignal to electronic sensing device fitted with a PaverFinisher". The width of the paver shall not be less than 9mts.

Clause 501.6 Compaction

Replace the last two sentence of paragraph 2 as follows:

“The intermediate rolling shall be done with a smoothwheeled tandem vibratory roller of 8-10 tonne weightfollowed by a pneumatic tired roller of 12-15 tonnes weighthaving nine wheels, with a tyre pressure of at least 5.6kg/sq.cm. The finish rolling shall be done with 8 -10 tonnessmooth wheeled tandem rollers.”

Add at the end of 6th paragraph:

“Rolling shall be continued till the density achieved satisfiesthe requirements of Clause 903.4.2 and all roller marks areeliminated.”

Clause 501.8 Preparation of Surface

Clause 501.8.3.2 In the last sentence replace “1000m” with “all leads”.

Clause 501.8.3.4 Laying the profile corrective course

Clause 501.8.3.4.1 This Clause shall be read as under:

“The surface on which profile corrective course is to be laidshall be thoroughly swept clean of dust and any otherextraneous material using mechanical broom and dustcollected, removed or blown off using compressed airexcept in places where mechanical means cannot reach.

After preparing the granular surface as in Clauses


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501.8.3.1., 501.8.3.2 and 501.8.3.3, the profile correctivecourse with materials as per Clause 501.2.3/501.2.4 shallbe laid and compacted to the requirement of particularspecification clause. Where a bituminous profile correctivecourse is to be laid over primed granular surface, a tackcoat conforming to Clause 503 shall be applied prior tolaying the profile corrective course.”

Clause 501.8.3.4.2 This Clause shall be read as under:

“An existing bituminous surface shall be prepared as perClauses 501.8.3.3 and 501.8.3.4.1. The bituminous profilecorrective course shall be laid after applying tack coatconforming to Clause 503, and compacted to therequirement of specification Clause.”

1. The profile corrective course upto 40mm averagethickness shall be laid with Dense bituminousmacadam only.

2. The profile corrective course shall be laid withBituminous macadam for average thickness morethan 40mm and upto 150mm.

3. If the profile corrective course average thickness ismore than 150mm, the existing Bituminous surfaceshall be removed completely and subsequent roadcrust layer shall be laid with wet mix macadam.

Clause 501.8.7.5 Tack Coat

This clause shall be read as under:

“Tack coat is to be measured and paid for on a per squaremetre basis.”

Clause 501.8.8.1 In the last sentence replace “1000m” with “all leads andlifts”.

Clause 501.8.8.2 Sub para (i) of this clause stands deleted and remainingsub paras (ii) to (xi) are renumbered as (i) to (x)

Clause 502 Prime Coat Over Granular Base

Clause 502.1 Scope

The clause shall be read as under:

“The work shall consist of the application of single coat oflow viscosity Bitumen Emulsion @ 0.6Kg to 0.9Kg persquare metre to a granular surface preparatory to thesuperimposition of bituminous treatment or mix.”

Clause 502.2.3 Choice of primer


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"Primer: The primer used for prime coat shall be bitumenemulsion complying with IS: 8887 and CSS – I Gradeconforming to ASTM D 2397/ AASHTO M 140, and shall berefinery produced. The particular grade to be used for thework shall be got approved by the Engineer.”

Clause 502.8 Delete the second sentence from the paragraph as under:

“Payment shall be…........................... in Clause 502.4.3.”

CLAUSE 503 TACK COAT



"Binder: The binder used for tack coat shall be bitumenemulsion complying with IS: 8887 and CSS – I Gradeconforming to ASTM D 2397/AASHTO M 140, and shall berefinery produced. The particular grade to be used for thework shall be got approved by the Engineer.”

Clause 503.8 Replace “The rate shall cover…………..accordingly” by

“The rate for tack coat shall cover provision of bituminousemulsion @ 0.275 kg per sqm for primed granular surfaceand @ 0.225 kg per sqm for bituminous surface.”

Clause 504 BITUMINOUS MACADAM


Clause 504.2.1 Bitumen


“The Base binder shall be paving bitumen of penetrationgrade 60/70 as per Indian Standard Specification forPaving Bitumen –IS: 73.”

Clause 504.2.2 Coarse AggregatesThe first sentence of paragraph 1 shall read as:

“The coarse aggregates shall consist of crushed rock andshall be obtained through the use of Cone crusher, VerticalShaft Impactor and vibratory screens of suitable capacity.”

The third paragraph of this Clause shall be deleted


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Clause 504.2.3 Fine Aggregates

Delete “or naturally occurring material, or a combination ofthe two”.

Clause 504.2.5 Proportioning of materials

Add below Table 500-4 of Clause 504.2.5 as under:

“Grading-I shall be used for compacted thickness of a layerof 75 mm and above while Grading-2 shall be used forcompacted thickness of a layer of less than 75 mmthickness.”

Clause 504.8 Rate

Add the words “except for the item of tack coat” after thewords “required operations” in second line.

The item (viii) of Clause 501.8.8.2 shall be substituted asunder for BM.

“The rate shall include any variation in the bitumen contentin excess of percentage by weight of bituminous mix givenin Table 500-4 and no adjustment on this account shall beadmissible.”

Clause 507 DENSE BITUMINOUS MACADAM




“The Base binder shall be paving bitumen of penetrationgrade 60/70 as per Indian Standard Specification forPaving Bitumen –IS: 73.

Clause 507.2.2 Coarse Aggregates

Delete the words “crushed gravel or other hard material”from the first sentence of 1st para of this clause.Delete Para 2 of this clause.

From the Table 500-8, replace at the bottom of the tableagainst asterisk “Aggregate may ……………….. two tests”as under:

“Aggregate should satisfy both the tests (i) Los AngelesAbrasion Value and (ii) Aggregate Impact Value”

Sub-Clause 507.2.3 Delete the words “or naturally occurring mineral material, ora combination of the two” appearing in the first sentence of


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the clause.

Sub-Clause 507.2.4 The first sentence of this clause shall read as “Filler shallconsist of finely divided hydrated lime or cement asapproved by the Engineer.”

Clause 507.2.5 Aggregates grading and binder content

Add following between first and second sentence:

“Grading-I shall be used for compacted thickness of a layerof 75 mm and above while Grading-2 shall be used forcompacted thickness of a layer of less than 75 mmthickness. The Contractor shall give job mix formula for themix design indicating mix properties. The laying of mix shallbe done after approval of the Engineer.”

Read 65 instead of “65 or 90” for Bitumen grade in Table500-10.

Read “Modified Marshall method” in place of “Marshallmethod” in the Note: 2 of Table 500-10.

Clause 507.3 Mixture Design

Sub-Clause 507.3.1 Requirement for the Mixture

Add the following requirements to the list of Table 500-11:

Water sensitivity (ASTM D1075): Retained stability(Ratio of Marshal Stability for 24 hour Immersion and30 min Immersion in water at 60 degree centigradetemperature) = not less than 75 %Stability to flow ratio = 205 to 410Filler- Bitumen ratio = 0.6 to 1.2

Clause 507.3.2 Binder content

Delete “Marshall method” and replace with “ModifiedMarshall method” in the 3rd line of first paragraph.

Replace the second paragraph by the following paragraph:

The modified Marshall method described in AsphaltInstitute Manual MS-2 requires modified equipment andprocedures; particularly the minimum stability value inTable 500-11 shall be multiplied by 2.25, and the minimumflow shall be 3mm.

Clause 507.3.3 Job mix formula

Insert the following paragraph between existing paragraph3 & 4:


215

“Mix design shall be carried out in accordance with themodified Marshall method described in Asphalt InstituteManual MS-2.”

Clause 507.4.9 Rolling

Add after the last paragraph:

“Rolling shall be continued till the density achieved is atleast 98% of the Marshall Density.”

Clause 507.9 Rate

This Sub-Clause shall be substituted as under:

“The Contract unit rate for Dense Bituminous Macadamshall be payment in full for carrying out the requiredoperations except for the item of tack coat including fullcompensation for all components listed in Clause 501.8.8.2(i) to (xi) except (viii).

The item (viii) of Clause 501.8.8.2 shall be substituted asunder for DBM.

The rate shall include any variation in the bitumen contentin excess of 4.5 percent by weight of bituminous mix andno adjustment on this account shall be admissible.”

CLAUSE 508 SEMI-DENSE BITUMINOUS CONCRETE

Clause 508.1 Scope

The last sentence of this Clause shall read as:

“A single layer shall be 25mm to 40mm in thickness.”



“The Base binder shall be paving bitumen of penetrationgrade 60/70 as per Indian Standard Specification forPaving Bitumen –IS: 73.”

Clause 508.2.5 Aggregate grading and binder content

This Sub clause shall be read under:

When tested in accordance with IS: 2386 Part I (Wetsieving method), the combined grading of the coarse andfine aggregates and added filler shall fall within the limitsshown in Table 500-15 for grading 2.


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Clause 508.4.8 Add after the last sentence

“Rolling shall be continued till the density achieved isatleast 98% of the Marshall Density.”

Clause 508.9 Rate


“The Contract unit rate for Semi-Dense BituminousMacadam shall be payment in full for carrying out therequired operations except for the item of tack coatincluding full compensation for all components listed inClause 501.8.8.2 (i) to (xi).The item (viii) of Clause 501.8.8.2 shall be substituted asunder for SDBC.The rate shall include any variation in the bitumen contentin excess of 5% by weight of bituminous mix and noadjustment on this account shall be admissible.”

CLAUSE 509 BITUMINOUS CONCRETE

Clause 509.1 Scope


“A single layer shall be 25mm to 65mm in thickness.”



“The Base binder shall be paving bitumen of penetrationgrade 60/70 as per Indian Standard Specification forPaving Bitumen –IS: 73. Modified Bitumen confirming toIRC –SP-53-2002 shall be used which is compatible withthe base binder and which allows the properties given inClause 521 to be achieved. The modifier, in the requiredquantity shall be blended at the refinery / centralised plantcapable of producing modified binder as approved by theEngineer. Technical specification clause 521 for modifiedbinder and IRC: SP-53-2002 shall be referred to”.

Clause 509.2.4 The clause shall be read as under

Filler 2% by weight of mix shall consist of finely dividedcement / hydrated lime as approved by Engineer.

Clause 509.2.5 Aggregate Gradation

This Sub Clause shall be read under:


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When tested in accordance with IS: 2386 Part I (Wetgrading method), the combined grading of the coarse andfine aggregates shall fall within the limits shown in Table500-18 for grading - I.

“The grading of the aggregate mix as used in the workshall be a smooth curve within the envelope in Table500-18”.

Clause 509.3 Mixture Design

Sub Clause 509.3.1 Requirements the Mixture Design

Add the following requirements to the list of Table 500-19:

Water sensitivity (ASTM D1075): Retained stability(Ratio of Marshal Stability for 24 h Immersion and30min Immersion in water at 60 degree centigradetemperature) = not less than 75 %Swell Test (Asphalt Institute, MS-2, No.2), maximum =1.5%

Clause 509.4.8 Spreading


“The provisions of Sub-Clauses 501.6, 501.7 and 507.4.9shall apply, as modified by the approved laying trials.”

Clause 509.9 Rate

This Sub-Clause shall be substituted as under.

“The Contract unit rate for bituminous concrete shall bepayment in full for carrying out the required operationsexcept for the item of tack coat including full compensationfor all components listed in Clause 501.8.8.2(i) to (xi)

The item (viii) of Clause 501.8.8.2 shall be substituted asunder for BC.

The rate shall include any variation in the bitumen contentin excess of 5.0 percent by weight of bituminous mix andno adjustment on this account shall be admissible.

Clause 521 MODIFIED BINDER

Clause 521.2.2 Modifier


“The modifier shall be compatible with the base binder and


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which allows properties given in clause 521.3 to beachieved. The modifier in the required quantity shall beblended at the refinery/centralised plant capable ofproducing modified binder as approved by the Engineer.”


Replace the Sub-Clause with the following:

“Modified binder supplied in the contract shall not bemeasured separately. The cost of modifier used inBituminous works shall deemed to be included in theparticular item of the works.”

SECTION 600 CONCRETE PAVEMENT

CLAUSE 601 DRY LEAN CEMENT CONCRETE SUB-BASE


Clause 601.2.1 This Clause shall read as follows

Source of Materials

“Provisions of Clause 1002 of these specifications shallapply to sources of material”

Clause 601.2.2 Cement

The clause shall read as follows:

"Any of the following type of cements, capable of achievingthe Design strength may be used with the prior approval ofthe Engineer, but preference shall be to use 43 grade.

1.Portland cement 33 grade conforming to IS: 2692.Portland cement 43 grade conforming to IS: 8112

If the soil around has soluble sulphates exceeding 0.5%the cement used shall be sulphate resistant and conform toIS: 12330.”

Clause 601.2.4 Water

This item shall read as under:

“Water used for mixing and curing concrete shall conformto Clause 1010 of Section 1000.”

Clause 601.5 Construction

Clause 601.5.4 Placing

Add in the beginning of Clause 601.5.4:


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One day before placing of the dry lean cement concretesub-base, the surface of the drainage layer shall be given afine spray of water and rolled with a smooth wheeled rollerafter a lapse of 2-3 hours after watering. The Engineermay instruct another fine spray of water to be applied justbefore placing of the dry lean cement concrete sub-base.

Clause 601.5.7 Curing

Add the following in last.

Method ‘a’ shall be adopted.

CLAUSE 602 CEMENT CONCRETE PAVEMENT

Clause 602.1 Scope

Add the following at the end of this Clause:

“A site trial shall be performed in accordance with Clause901.16.”


Clause 602.2.2 Cement

Replace the last para of Clause 602.2.2 with:

“It is the responsibility of the Contractor to test and proposethe type of cement which will result in a concrete complyingin all respects with the specifications”.

Clause 602.2.4.2 Coarse Aggregate

Add following para at the end of clause:

“The Stone Polishing Value, as measured by BS: 812 (Part114), shall not be less than 55.”

Clause 602.2.4.3 Fine Aggregate

Add the following at the end of this Clause:“The fine aggregates shall be natural sand conforming tothe grading Zone-II as per IS: 383.”

Add the following as Clause 602.2.4.4

Clause 602.2.4.4 Combined All-In Aggregate

The grading limits for all-in aggregates shall be as per IS:383 for 20mm nominal size aggregates and as givenunder:


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IS Sieve Designation Percentage Passing40mm 10020mm 95-100

4.75mm 30-50600 micron 10-35150 micron 0-6

Sub-Clause 602.2.5 Water


“Water used for mixing and curing shall conform to Clause1010 of Section 1000.”

Water for preparation of concrete during hot weather shallbe from water chilling plant installed at site.

Sub-Clause 602.2.7 Premoulded Joint Filler

Replace Clause 602.2.7 with:

“Joint filler board for expansion joints shall be of the samethickness as the specified joint width within a tolerance of+ 1.5mm and shall comply with the requirements of IS:1838 or BS Specification No.2630. The filler for each jointshall be furnished in a single piece for the full depth andwidth required for the joint. Holes to accommodate dowelbars shall be accurately bored or punched to give a slidingfit on the dowel bars.”

Sub-Clause 602.2.8 Joint Sealing Compound

Replace Clause 602.2.8 with:“The joint sealing compound shall be hot appliedelastomeric type, complying with AASHTO M282 for jointsin asphalt pavements or joints between asphalt andconcrete pavements, and cold applied polyurethane orpolysulphide type complying with BS: 5212 –1990 for jointsin concrete pavements.

The joint sealant shall be resistant to age hardening andshall have flexibility to accommodate movements ofminimum 25% of the joint width as shown in the drawingswithout risk of breaking of the sealant or adherence failure.The dimensions shall be so proportioned; that theadherence to the groove walls is fully intact within themovements limits.

Suitable primers as recommended by the manufacturers ofeach type of joint sealant shall be used.

Each lot or batch of joint sealant compound and primershall be delivered to the job-site in the manufacturer'soriginal sealed container. Each container shall be marked


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with the manufacturer's name, batch or lot number, date ofmanufacturer, storage life, safe heating temperature for hotapplied sealant, and shall be accompanied by themanufacturer's certification stating that the compoundmeets the requirements of these specifications.

The manufacturer's health and safety precautions shall beavailable at the job- site for each joint sealing compoundand primer and it is the responsibility of the Contractor toensure that all precautions are met.”

Clause 602.3 Proportioning of Concrete

Clause 602.3.3 Concrete Strength

Clause 602.3.3.1 Replace the entire Clause 602.3.3.1 with:

“The pavement concrete shall be a class M-40 concretewith a minimum 28 days compressive characteristicstrength of 40 MPa and a minimum flexural characteristicstrengths of 4.5 MPa.

While designing the mix in the laboratory, correlationbetween flexural and compressive strengths of concreteshall be established on the basis of at least thirty tests onsamples. However, quality control in the field shall beexercised on the basis of flexural strength. It may,however, be ensured that the materials and mixproportions remain substantially unaltered during the dailyconcrete production. The water content shall be theminimum required to provide the agreed workability for fullcompaction of the concrete to the required density asdetermined by the trial mixes or other means approved bythe Engineer and the maximum free water cement ratioshall be 0.45.”

Clause 602.3.3.2 Replace the entire Clause 602.3.3.2 with:

“The ratio between the 7 and 28 days strength shall beestablished based on the results of the design mix trials,refer Clause 602.3.5.1. The average flexural strength of the7 days cured specimens shall be divided by the averagestrength of the 28 days cured specimens for each batch,and the ratio between 7 days and 28 days flexural strengthR7 shall be determined to an accuracy of three decimalplaces.

If, during the construction of the trial length or duringnormal working, the average value of any six consecutive 7days test results divided by R7 falls below 4.50+1.65XsMPa, (where s is the standard deviation of the group) thenthe Contractor shall stop paving and propose for theapproval of the Engineer corrections to the mix to improve


222

the flexural strength. The Contractor shall provideevidence, that the proposed corrections result in therequired flexural strength before paving operations may beresumed by producing minimum six beams with theproposed corrected mix and testing these for 7 daysflexural strength. No additional payment will be made forany changes to the mix."

Clause 602.3.5 Design Mix

Add the following at the end of sub-clause 602.3.5.1

Following parameters shall be used

i) Characteristics flextural strength at 28 days = 4.5 Mpai) Target mean strength at 28 days = 5.80 Mpaii) Water cement ratio = 0.45 maximumiii) Slump as per IS:1199 = 31+15 mm.

Clause 602.5 Separation Membrane

Replace the sub clause with the following:

A separation membrane shall be used between theconcrete slab and the sub-base. Separation membraneshall be impermeable plastic sheet 125 microns thick laidflat without creases. It shall be white in colour shall beswept clean of all the extraneous materials using aircompressor. Wherever overlap of plastic sheets isnecessary, the same shall be at least 300mm and anydamaged sheeting shall be replaced at the Contractor’sexpense. The separation membrane may be nailed to thelower layer with concrete nails.

Clause 602.6 Joints

Clause 602.6.2 Transverse Joints

Clause 602.6.2.1 Replace the first para as follows:

"Transverse joints shall be 'contraction and expansionjoints. Contraction joints shall be provided at 4.5 mintervals, except where expansion joints are provided.Expansion joints shall be provided at the junction of theapproach slabs of bridges and the rigid pavement.Furthermore, transverse joints shall be provided at speciallocations like transitions to structures, transition to flexiblepavements, off carriageway areas as shown on thedrawings. The exact position of transverse joints shall becoordinated with adjoining construction packages and shallbe proposed by the Contractor in writing for the approval ofthe Engineer. Transverse joints shall be straight within thefollowing tolerances along the intended line, which is thestraight line perpendicular to the longitudinal axis of the


223

carriageway at the position of the joint."

Clause 602.6.2.2 Contraction Joints

Replace the entire Clause 602.6.2.2 with

"Contraction joints shall be as shown in the drawings.

The crack inducing joint groove, as indicated in the drawingand to 1/3 depth of the slab shall be cut as soon as theconcrete is hard enough to take the load of the joint sawingmachine without causing damages to the slab. TheContractor shall furnish a method statement, whichdescribes his proposed methods for determination of thetime period available for sawing the crack inducing jointgrooves together with the capacity and number of sawingmachines for the approval of the Engineer. The, methodstatement shall include establishment of maturity-strengthrelationships in the laboratory and measurement of thein-situ maturity of the concrete by maturity meters(COMA-Meter by Germann Instruments A/S or similar) orother internationally recognized methods."

Sub-Clause 602.6.2.3 Expansion Joint

Add new para at the end of this sub-clause :

Joints at the junction of rigid and flexible pavements:

Joints shall be provided at the junctions of rigid and flexiblepavement with transition slab as shown in drawings. Wheredue to unavoidable reasons, the joints cannot beconstructed at the junction of the two contract packagesdowel bars shall be provided in the rigid pavement andother measures as directed by the Engineer taken. Jointsbetween bituminous pavement and concrete pavements (atlocations other than junction between contract packages)shall be constructed.

Sub-Clause 602.7.2 Concreting in Hot Weather

Add to the first para :

"If the concrete temperature exceeds 70°C duringhardening, the Contractor shall -at his own expense -proveto the Engineer that durability parameters are unaltered(for example micro cracking, compressive strength of sawncylinders or other as agreed with the Engineer).”

Sub-Clause 602.9 Construction

Sub-Clause 602.9.1 General

Add new para at the end of Clause 602.9.1 as follows:


224

"Paving shall be carried out in full carriageway width,Including paved shoulders, where required. The pavershould run at least at an average -uniform speed of 1 mper minute".

Sub-Clause 602.9.3.2 Batching Plant and Equipment

Add at the end of the Clause:

"Batching Plant should have output capacity at least 20%more than output required to meet the paving speed of 1mper minute. The Contractor shall not use more than twoplants to meet the daily output requirement of concrete.The batching plant should have suitable devices foradjusting the slump of the mix and should have facility forthe computer printouts of every batch produced".

Sub-Clause 602.9.4.1 Insert in the ninth line after uniform speed – “of at least 1 mper minute".

Sub-Clause 602.9.4.7 The new para to Clause 602.9.4.7 as follows:

“The marking shall be located on the horizontal surface atthe edge of the paved shoulder and shall be carried outusing prefabricated template figures approximately 80mmhigh and 5mm thick as approved by the Engineer. Thefigures shall be fixed to a plate which shall be insertedapproximately 2mm into the plastic concrete by vibrationand left in place until the concrete has hardened.”

Sub-Clause 602.9.8 Surface Texture

Replace the sub-clause with the following:

Surface texturing/mechanical tining of concrete pavementshall begin immediately after finishing of the concretebefore application of curing membrane. Texturing/Tiningshall be done with a specified machine specially designedfor the purpose for providing grooves at an uniform spacing(c/c) of 18mm to 21mm, depth (3mm to 4mm) and width(3mm), parallel to the centre line of roadway extendingover the entire roadway width but within 75 mm ofpavement edge & omitting within +/- 20mm of the sawedlongitudinal joints.

Sub-Clause 602.10 Trial Length

Sub-Clause 602.10.2 Add new para to Clause 602.10.2 as follows:

"All trials shall be carried out using the same paving widthand slab thickness as ~used in the permanent works."

Sub-Clause 602.10.4 Replace the entire Clause 602.10.4 with:


225

“Transverse joints and longitudinal joints of each type thatare to be included in the pavement work shall beconstructed and assessed in the trial length.”

Sub-Clause 602.10.5.3 Density

Replace the entire Clause 602.10.5.3 with:

"(v) In-situ density shall be assessed as described inClause 903.5.2.2 from at least 3 cores drilled whenthe concrete is not less than 7 days old. Should anyof the cores show honey-combing in the concrete, thetrial length shall be rejected and further use of thespreading and compacting unit shall not be permitteduntil further trials have shown that modification can bemade which will result in adequate compaction."

Sub-Clause 602.10.5.5 Strength

Add new clause as under:

"Minimum of thirty (30) beams for flexural strength andthirty (30) cubes for compressive strength shall beprepared from the concrete delivered to the paving plant.Each pair of beams and cubes shall be from a differentbatch of concrete. Compressive and flexural strength shallbe tested after 28 days curing.At the age of 28 days thirty (30) cores with diameter 150mm shall be saw cut from the slab. The cores shall be sawcut in both ends to provide a specimen height of 300 mm +5 mm and shall be tested for compressive strength at theage of 28 days.

The concrete strength shall be deemed satisfactory if:

the average flexural strength exceeds 4.50 + 1.65*s (MPa),where s is the standard deviation of the thirty tests, and thestrength of any sample is not less than characteristicstrength less 1.65 times standard deviation.

the average compressive strength of the cores divided by0.8 is equal to or exceeds the average compressivestrength of the thirty cubes.”

Sub-Clause 602.10.5.6 Temperature Measurements

Add new clause as under :

“The temperature development in the concrete slab duringhardening shall be recorded. The temperature shall bemeasured in the middle of the slab (vertically) at ahorizontal distance of at least 1000 mm from any freeedge. The temperature shall be recorded every 3 hours


226

after instalment of the thermometer and thetemperature-age relationship shall be determined. Themaximum recorded temperature shall not exceed 70°C. Ifthe temperature exceeds 70°C the trial length shall becondemned and the Contractor shall propose methods toreduce the temperature development and carry out a newtrial length at his own expense.”

Sub-Clause 602.11 Preparation and Sealing of Joint Grooves

Sub-Clause 602.11.3 Sealing with Sealant

Sub-Clause 602.11.3.1 Replace first sentence with:

"Prior to application of the sealant the primerrecommended by the manufacturer shall be applied."

Clause 602.11.3.3 Replace the entire Clause 602.11.3.3 with:“Sealant complying with Clause 602.2.8 shall be used. Coldapplied sealant shall be mixed and applied within the timelimit specified by the manufacturer. Primers shall beapplied neatly with an appropriate brush or asrecommended by the manufacturer.”

Sub-Clause 602.11.4 Testing of applied Sealant

Replace the entire Clause 602.11.4 with:

"Each delivery of joint sealant compound and primer shallbe tested in accordance with AASHTO M282 for hotapplied joint sealant and BS : 5212: Part 2 for cold appliedsealant at a recognised independent laboratory. In casedeliveries are made more frequent than every threemonths, testing may be reduced to every three months.The laboratory shall be approved by the Engineer inadvance."

Sub-Clause 602.13 Opening to Traffic

Replace the entire Clause 602.13 with:

"No vehicular traffic (including the Contractor's vehicles)shall be allowed on the finished surface until a field flexuralstrength of minimum 4.50 MPa has been achieved. It is theresponsibility of the Contractor to produce a sufficientnumber of series of test specimens to verify the fieldflexural strength.

Each series of test specimens for measurement of fieldflexural strength shall consists of minimum 3 testspecimens. The specimens shall be cured at conditionssimilar to the field conditions. The method for curing and


227

storing of the test specimens in order to imitate fieldconditions shall be proposed by the Contractor andapproved by the Engineer. The required minimum fieldflexural strength of 4.50 MPa is achieved when the averageflexural strength of minimum 3 specimens exceeds 4.50 +1.65*s, where s is the standard deviation of the group.

Prior to opening to traffic the joints shall be sealed andareas adjacent to the pavement shall be completed to adegree that will ensure traffic safety. Opening to traffic shallnot constitute a final acceptance of the pavement."

SECTION 800 TRAFFIC SIGNS, MARKINGS & OTHER ROADAPPURTENANCES

Clause 801 TRAFFIC SIGNS

Clause 801.1.2 This Clause shall read as follows:

All road signs shall be of retro-reflectorised type and madeof high intensity grade with encapsulated lens typereflective sheeting vide Clause 801.3 fixed over aluminumsheeting.

Clause 801.2.6 This Clause shall read as follows: The aluminum sheets used for signs shall be 2mm thick.

Clause 801.3 Traffic Signs having Retro-reflective Sheetings

Clause 801.3.1 General Requirements

The fifth sentence of this clause should read as under:“The reflective sheeting shall be of High Intensity gradewith encapsulated lens.”Delete last sentence of this clause.

Clause 801.3.6 This clause shall read as under:

“Cut-out messages and borders, wherever used, shall bemade out of retro-reflective sheeting as per Clause801.3.2, except those in black which shall be ofnon-reflective sheeting.”

Clause 801.3.7 Add the following at the end of this clause:

“All the facility information and place identification signsshall have Blue (Indian Standard Colour No. 166: FrenchBlue) background and white letters.”

Clause 801.3.11 Warranty and Durability

The first and second sentences of this clause shall read as


228

under:

“The Contractor shall obtain from the manufacturer aseven-year warranty for satisfactory field performanceincluding stipulated retro-reflectance of the retro-reflectivesheeting of high intensity grade and submit the same to theEngineer. In addition, a seven year warranty forsatisfactory in-field performance of the finished sign withretro-reflective sheeting of high intensity grade, inclusive ofthe screen printed or cut-out letters/legends and theirbonding to the retro-reflective sheeting shall be obtainedfrom the Contractor/Supplier and passed on to theEngineer.”

Clause 801.4.1 The third and fourth sentences of this clause shall read as follows:

“Signposts shall be of MS pipe 80mm dia (NB-MW) or asshown in the drawings. Post shall be embedded inconcrete (M-15) for safeguard against theft. The cost ofsignpost and its foundation complete including excavation& concrete shall be deemed to be included in the rate ofsignboard.”

Clause 801.4.2 Add following at the end of this clause:

“The sign back shall be painted with two coats of greycolour epoxy paint. The signpost shall be painted in black &white alternate bands with two coats of epoxy paint.”

CLAUSE 802 OVERHEAD SIGNS


Clause 802.5.3 Replace “1.5mm” with “2.0mm” in the last sentence


“All road signs shall be of retro-reflectorised type and madeof high intensity grade with encapsulated lens typereflective sheeting vide Clause 801.3, fixed over aluminiumsheeting as per these specifications.”

Clause 802.9 Rates


The contract unit rate shall include

1. Full compensation for the cost of structure includingfurnishing all labour, materials, tools, equipment,excavation, fabrication, installation, painting and allother incidental costs necessary to complete the workas given in the drawings and as approved by Engineer.


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Modifications in the structural dimensions andfoundation details as required by site conditions shallbe deemed to be incidental to the work of overheadsigns.

2. Full compensation for providing retro reflective sheetingof the specified size conforming to Clause 801 includingthe cost of screen printing of message and fixing thereflective sheeting to the overhead structure as shownin drawings and as approved by Engineer.

CLAUSE 803 ROAD MARKINGS



Road markings shall be hot applied thermoplasticcompound and the materials shall meet the requirementsas specified in Clause 803.4.

The road markings shall be laid in one layer withappropriate road marking machine approved by theEngineer. Before the road-marking machine is used on thepermanent works, the satisfactory working of the machineshall be demonstrated on a suitable site which is not part ofthe permanent works. The rate of application shall bechecked and adjusted as necessary before application on alarge scale is commenced, and thereafter everyday it isapplied.

Clause 803.3 Ordinary Road Marking Paint


Clause 803.5 Reflectorised Paint


Clause 803.6 Application

Clause 803.6.1 Delete first and second sentences of this clause and add

“The road markings shall be laid with appropriate roadmarking machinery as approved by the Engineer.”

Add the following new Sub-Clause at the end.

Clause 803.6.6 Tolerances

i) General

Road traffic markings shall be constructed to accuracy


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within the tolerances given below:

The width of lines and other markings shall not deviatefrom the specified width by more than 5%.The position of lines, letters, figures, arrows and othermarkings shall not deviate from the true positionspecified by more than 20 mm.The alignment of any edge of a longitudinal line shallnot deviate from the true alignment by more than 10mm in 15 m.The length of segments of broken longitudinal linesshall not deviate from the specified length by morethan 150 mm.

In broken lines, the length of segments and the gapbetween segments shall be as indicated on the Drawings.If these lengths are altered by the Engineer, the ratio of thelengths of the painted sections shall remain the same.Line and curves, whether broken or unbroken, shall notconsist of chords but shall follow the correct radius.

ii) Faulty Workmanship or Materials:

If any material not complying with the requirements isdelivered at the Site or used in the Works, or if anysub-standard work is carried out, such material or workshall be removed, replaced or repaired as required by theEngineer, at the Contractor’s own cost. Rejected trafficmarkings and paint that has been splashed or has drippedonto the surfacing, kerbs, structures or other such surfacesshall be removed by the Contractor at his own cost, in sucha way that the markings of split paint will not show up againlater.

CLAUSE 805 ROAD DELINEATORS

Clause 805.2 This clause shall read as follows:

(a) Triangular Object Marker shall be 300mm side withfour red reflector, made out of 2mm thick aluminumsheet, face to be fully covered by high intensity gradewhite retro reflective sheeting of encapsulated lenstype as per clause 801. The background/ border/symbols shall be made by screen-printing of desiredcolour as per sign details. The sign plate shall befixed with 6mm dia. aluminium rivets on MS angle ironframe. The angle iron frame shall be made with angleof size 40mmx40mmx5mm. The sign shall be fixedwith nut-bolts & welding on MS pipe 50mm dia(NB-MW) and 500mm high or as shown in thedrawings.

(b) Rectangular hazard marker 600mm x 300mm madeout of 2mm thick aluminum sheet, face to be fully


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covered by high intensity grade white retro reflectivesheeting of encapsulated lens type. The background/border/ symbols shall be made by screen-printing ofdesired colour as per sign details. The sign plateshall be fixed with 6mm dia aluminium rivets on MSangle iron frame. The angle iron frame shall be madewith angle of size 40mmx40mmx5mm. The sign shallbe fixed to 80mm dia (NB-MW) MS pipe or as shownin the drawings.

(c) Roadway Indicators shall be 1000mm high made with100 mm dia. NB medium weight MS pipe. Onereflector of high intensity grade retro reflectivesheeting with encapsulated lens shall be provided ontop of the reflector. The white & red reflector shall beprovided alternatively of 40mm width, so that totalwidth of reflector shall be 150mm. A wire mesh coverof 150mm height shall be provided on top or asshown in the drawings.

(d) All components of sign and supports shall bethoroughly descaled, cleaned, primed and paintedwith two coats of epoxy paint. The sign backside shallbe with grey colour and post shall be whitecolour/alternate white & black bands. The post belowground shall be painted with three coats of red lead.

CLAUSE 809 CONCRETE CRASH BARRIER

Clause 809.2.2 This clause shall be read as below :

The concrete barrier shall be constructed with grade andconcrete as indicated in the drawing and with thermomechanically treated (TMT) deformed bars of grade S 415conforming to IS-1786.

Clause 809.3.2 Add “and culverts” after the word “bridges” in the firstsentence.

CLAUSE 810 METAL BEAM CRASH BARRIER

Clause 810.1.2 Replace this clause by “The design, materials to be usedand the location for Metal beam crash barrier shall conformto relevant drawings or as directed by Engineer”



“Metal beam is a “W” profiled corrugated beam as specifiedin drawings made out of cold roll forming from steel strip of3.0mm thick using high strength steel of IS: 5986 Fe 510grade with hot dip galvanised 550 gm per square meter.


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The beam after forming shall have formed width of 312 mmand depth of 83 mm and shall have punched holes forfixing as specified in drawings.

The metal crash barrier posts and spacer shall consist of‘C’ channel section made out of 5 mm thick sheet by coldroll forming process of steel conforming to IS: 5986 Fe360grade with hot dip galvanised 550 gm per square meter .

All bolt nuts and washers as specified in drawings shallconform to IS: 1367 & IS: 1364 unless otherwise specifiedand are hot dip galvanised 550 gm per square meter.

The Guard rail reflector shall be made of material andplaced in position as shown in drawings. The body of itshall be hot dip galvanized 550 gm per square meter.

Beams to be erected on a radius of 50 m or less shall beshop curved to the appropriate curvature of the installation.

The mechanical properties of the base metal for Beamshall conform to the following requirements:

a) Ultimate Tensile Strength (Min.) 483 Mpa.b) Yield stress (Min.) 345 Mpa.c) Elongation (Min.) in 50mm 12%

Test specimens for mechanical properties and coating shallbe prepared and tested as specified in relevant IS codes.”

Clause 810.2.3 Add at the end of this Clause:

“The size of the concrete foundation block for embeddingthe posts and grade of concrete shall be as shown on thedrawing.”

Clause 810.4 Installation of Posts

The sub-clause 810.4.1, 810.4.2, 801.4.3 and 810.4.4 arereplaced as below:

The guard posts shall be embedded in the concrete footingof size and the grade of concrete along with the depth ofthe embedment of post or as indicated in the drawing.

Clause 810.4.5 Add “and end section” in the first line after “posts”.

Clause 810.5.3 Add at the end of Para 1: “The guard rail reflector shall bebolted replacing splice washer at the interval as indicated inthe drawing or as directed by the Engineer.”



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Clause 810.7.1 The 2nd sentence “Terminals ………..for by numbers” shallbe deleted.

Clause 810.7.2 The first sentence of this clause shall be substituted asbelow:

“No separate measurement for payment shall be made forTerminals / Anchors of various types required for the workand the replacement washers for fixing Guard RailReflectors as specified in the drawing. The cost of theseelements shall be deemed to be included in the rate quotedby the contractor.”

Clause 810.7.3 The words “or backfilling” shall be substituted as “andconcreting”

Clause 810.8 Rates

Add “and drawings” at the end of last sentence of Clause.

CLAUSE 815 Solar powered road safety signals with LED modulesfor “U” turn/ Keep Left / Pedestrian crossing /Intersection

Signal panel:

Material : Glass Fibre ReinforcedPolyester conforming to DIN 16911 type 834-834.5

Protection class : IP 66 (EN 60 529)

Impact Resistance : > 7 Nm (EN 50 014)

Flammability : Self extinguishing (UL 94 – V0)

Protective Insulation : Fully Insulated ( VDE 0100)

Seal Polyurethane Foam : - 40 C to + 100 C, Endless

Dielectric Strength : > 10 Kv /mm.

Water absorption : Max. 0.7% (ASTM D 570)

Toxicity : Halogen free

Surface : > 10 12 ohm (DIN 53482)

Dimensions : 600 mm x 420 mm x 220mm.


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Number and arrangement of LEDs: To be got approvedby engineer

Pole : Galvanised pole with corrosive resistant paint withalternate black and white stripes. Pole to withstand windload.

Solar Panel : 30 Wp (U Turn) / 20 Wp (Keep Left) / 50WP (Pedestrian Crossing) / 15 Wp (Intersection)

Wattage : 84 watt (U Turn) / 54 watt (Keep Left) / 132watt (Pedestrian Crossing) / 36 watt (Intersection)

Foundations : As required

Warranty Requirements in favour of HGCL

1. LEDs : 10,000 hrs

2. Battery (SMF Lead Acid) : 5 years

3. Solar Panel : 15 years

4. Other accessories : The supplier should give anundertaking to changeany other damagedpart within 48 hours ofintimation.

Measurement for Payments:

Unit: The unit of measurement shall be in “ Numbers”

Rate: The unit cost of signals is inclusive supply anderection of signals with all the equipment and fullcompensation for labour and material including meeting thewarranty requirements. 50 % of cost is payable after trialrun of 1 week and the balance after 6 months.

CLAUSE 900 QUALITY CONTROL FOR ROAD WORKS

Clause 901 General

Clause 901.1 This Clause shall read as under:

“All materials to be used, all methods adopted and all worksperformed shall be strictly in accordance with therequirements of these Specifications. The Contractor shallset up a field laboratory at locations approved by theEngineer and equip the same with adequate equipment andpersonnel in order to carry out all required tests and QualityControl work as per Specifications and/or as per Clause 121and/or as directed by the Engineer. The list of laboratory


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equipment and the facilities to be provided shall be as perClause 121 and shall be approved by the Engineer inadvance.”

Clause 901.5 This Clause shall be read as under:

“The Contractor shall provide necessary co-operation andassistance in obtaining the samples for tests and carryingout the field tests as required by the Engineer from time totime. This may include provision of laboratory, equipment,transport, consumables, personnel, including labour,attendants, assistance in packing and despatching and anyother assistance considered necessary in connection withthe tests.”

CLAUSE 902 CONTROL OF ALIGNMENT, LEVEL AND SURFACEREGULARITY

Clause 902.3 Surface Levels

Add “and or thickness” after the word “levels” in the 1st lineof the first paragraph.

Add at the end of first sentence “or as desired by theEngineer” in the last paragraph.

Add the following sentence at the last: Towed fifth wheelBump Integrator Test is to be conducted on the Bituminoussurfaces to evaluate the surface regularity. Results are tobe taken on Electronic Graph. In Each lane, at four locationslongitudinally, in uni-direction, this bump integrator test is tobe done.

CLAUSE 903 QUALITY CONTROL TESTS DURING CONSTRUCTION

Clause 903.4 Tests on Bituminous Constructions

Add at the end of this Clause:

“The density test shall be carried out by 100 mm diametercore cutter machine on Dense Bituminous Macadam andBituminous Concrete as per the frequency specified”.

In Table 900-4, Serial No. 6 for Dense Graded BituminousMacadam/ Semi Dense Bituminous Concrete/BituminousConcrete, modify the ‘Frequency (Minimum)” values for ItemNo. (vii), (ix) and (xviii) as under:

S.No.

Type ofConstructio

nTest Frequency (Minimum)


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6 DenseBituminousMacadam

/SemiDense

BituminousConcrete/

BituminousConcrete

(vii) SandE q u i va l e n tTest

Three tests onaggregates for each400 t of mix subject totwo tests per plant perday.

(ix) PolishedStone Value(PSV)

Initially one set ofthree representativespecimens for eachsource of supply.Subsequently whenwarranted by changesin the quality ofaggregates.

(xviii) Densityo fCompactedLayer

One test per 250 m2area subject to thecondition that 10% ofdensity tests shall bedone on the edges.

Add the following at the end of Table 900-4:

Note:1. The laboratory and field tests shall be performed on

materials and works at the frequency values indicatedagainst each. The Supervision Personnel shall ensurethat there are no deviations in this regard.

2. The Contractor shall prepare a detailed manual forQuality Assurance including the methodology for therespective tests, the data formats and the methodologyfor the analysis and interpretation of test results basedon the reference Standards and Practices indicated inthe Technical Specifications and obtain the approval ofthe Engineer.

3. Daily, Weekly and Monthly Reports on the testing done,results obtained thereof must be prepared indicating thelocation of sampling and testing, deviations from theacceptance norms for materials and works and actionstaken in respect of removal of defective works must beprepared by the Contractor and authenticated by theSupervision Personnel that these tests were done intheir presence and that the testing has been carried outas per the prescribed methodology.

Characteristics to be tested on completed BituminousLayers

The characteristics to be tested on completed bituminouslayers are:

Relative compactionLayer thickness


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For testing the above characteristics, the following samplingcriteria shall apply:

a) Random Sampling

When testing any lot, or an isolated section, which isobviously defective or exhibits abnormal variation ofthe characteristics under consideration, all samplesshall be taken in a random pattern.

b) Lot Size

The lot size shall normally be a section laid andcompacted in one process and for which essentiallythe same materials had been used. Where productionis on a continuous basis, a lot shall normally meanone-day production and shall not exceed two full daysproduction.

However, the Engineer for investigating compliance with the

specifications may order a lot of any smaller size, if:

The factors affecting the characteristics underinvestigation exhibit abnormal variation within thenormal lot sizeThe area is obviously defective or of poorer quality thatof the rest;

The rate of production is very high.

“Bituminous mix shall be spread with paver fitted withelectronic sensing device and string line arrangement(supported by steel pegs @ 5m apart) on either side ofpaving width for automatic levelling, surface evennessand profile control. Use of string line is compulsory toprovide signal to the electronic sensing device fittedwith a Paver Finisher”.

Bituminous works, shall be tested immediately afterlaying/finishing for:

a) Thickness (compacted) measured by extracting coresand shall be dealt in accordance with MORT&HSpecifications Section 900.

b) Density (compaction) test as performed on theextracted cores

c) Workmanship test by measuring roughness of thefinished layer by duly calibrated Towed Fifth WheelBump Integrator

Note: Contractor shall arrange the core extraction machineat his cost and shall take cores of the executedbituminous works jointly with Engineer without anyextra cost.


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The result of tests shall be compared with the prescribedacceptable values. The payment of all such works executedshall be based on the test results. In case test results for(b) and (c) above fall below the required values inaccordance with specifications, the deductions as specifiedbelow shall be worked out and applied, limiting to ‘Nil’payment for the executed bituminous works. Separatededuction shall be made for each attribute i.e. density testand workmanship test.

b) Density (compaction) Test: Basis of Deduction

Core Density Deductionin the

payablerate

- Less Upto 1% of requirement @ 5%- Less above 1% and upto 2% of

requirement@ 15%

- Less above 2% and upto 3% ofrequirement

@ 30%

- Less above 3% of requirement @ 100%.Such worksshall berejectedand NILpaymentshall bemade.

The minimum deduction in the payable rate shall be madefor an area not less than 250 sqm. for each failure of density(compaction) test.

c) Workmanship Test : Roughness measuredlongitudinallyThe finished bituminous layers (DBM and BC) shallbe tested for workmanship (immediately beforeallowing traffic) by measuring roughness,longitudinally, separately for each lane with theCalibrated Towed Fifth Wheel Bump Integrator.Calibration of Bump Integrator device shall becarried out using the procedure recommended in theWorld Bank Technical Publication No. 46. Themeasured roughness shall not exceed a value of2000 mm/km. for finished DBM and B.C. layers.

In case DBM is laid in two separate lifts, the roughness shallbe measured on the final DBM layer. Any completed layer(DBM and BC) having roughness in excess of the value2000 mm/km shall be paid in accordance with theDeduction Formulae as specified below:


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Measured Roughness Deduction in thepayable rate

- Upto 5% more than therequirement

Nil

- More than 5% and upto30% more than therequirement

@ (10%+1% forevery 1% in excessof 5% of prescribedlimit)

- More than 30% and upto40% more than therequirement

@50%

- Above 40% of more thanthe requirement

@100% (i.e. Nilpayment)

“The area for which deduction in the payable rate apply,shall be determined by the Engineer based on analysis ofroughness results. However, regardless of any otherconsideration, the minimum deduction applicable shall notbe less than one lane for one km. Surface area, i.e., 3500sqm.”

SECTION 1000 MATERIALS FOR STRUCTURES

Clause 1002 SOURCES OF MATERIAL

This Clause shall be substituted as under:

“The Contractor shall identify the sources of materials likecoarse aggregate and sand and notify the Engineerregarding the proposed sources prior to delivery.

Samples of material from the source shall be tested, in thepresence of Engineer’s representative, for conformity tospecifications. It shall also be ensured that the variation intest results of different samples is within acceptable limits. Ifthe product from the approved source proves unacceptableat any time, the Contractor shall provide new sources ofacceptable material from other sources at his own expenseconforming to specifications.

For manufactured items like cement, steel reinforcement,prestressing strands, the Contractor shall intimate theEngineer details of the source (plant where the material ismanufactured), testing facilities available with themanufacturer and arrangements for transport and storageof material at site. If directed by the Engineer, theContractor shall furnish samples and test results of recentlymanufactured material. The Engineer, at his discretion, mayrequire the Contractor to test the materials in anindependent laboratory approved by the Engineer, andfurnish test certificates. The cost of these tests shall be


240

borne by the Contractor. The sampling and test proceduresshall be as laid down in Indian Standards or where theseare not available as per the directions of the Engineer. Onlymaterial from the sources approved by the Engineer shallbe brought to the site. If the material from the approvedsources proves unacceptable at any time, the Contractorshall provide new sources of acceptable materialconforming to specifications from other sources at his ownexpense.

For proprietary items like bearings, metal beam crashbarriers, Signboards, expansion joints refer clause 1015.1.”

Clause 1006 CEMENT

This clause shall read as follows:

Cement to be used in bridge structures shall conform to thefollowing requirements:

Any of the following types of cement may be used with priorapproval of competent authority.

Sl No. Type Conforming to

1 Ordinary Portland Cement 33 Grade IS: 2692 Ordinary Portland Cement 43 Grade IS:81123 Ordinary Portland Cement 53 Grade IS:122694 Rapid Hardening Portland Cement IS:80415 Sulphate resistant Portland Cement IS:123306 Portland Pozzolana Cement IS:1489-Par

t-I7 Portland Blast Furnace Slag cement IS: 4558 Low Heat Portland Cement IS: 12600

Notes: (1) Use of Portland pozzolana cement may bepermitted only in plain concrete members.

(2) Under severe condition of sulphate content in subsoilwater, special literature on precautions to be taken withregard to the use of special types of cement with low C3Acontent may be referred to. Durability criteria like minimumcement content and water cement ratio, etc. should also begiven due consideration.

Minimum cement content mentioned elsewhere fromdurability considerations shall not be reduced. Fromstrength considerations, these cements shall be used with acertain caution as high early strengths of cement in the 1 to28 day range can be achieved by finer grinding and higherconstituent ratio for C3S/C2S, where C3S is TricalciumSilicate and C2S is Dicalcium Silicate. In such cements, thefurther growth of strength beyond say 4 weeks may be


241

much lower than that traditionally expected. Therefore,further strength tests shall be carried out for 56 and 90 daysto fine tune the mix design from strength considerations asdirected by the Engineer.

Total chloride content in cement shall not exceed 0.05percent by mass of cement. Total sulphur content calculatedas sulphuric anhydride (SO3) shall in no case exceed 2.5percent and 3 percent when Tri-calcium aluminate percentby mass is upto 5 or greater than 5 respectively.

Cement procured from non B.I.S. license firms will not beallowed.

The Contractor has to purchase the cement on the name ofwork and on the name of the contractor. The cementwithout mentioning the above two names will not beaccepted.

Manufactures test certificate shall be submitted to theEngineer by the Contractor for every consignment ofcement. The certificate should cover all the tests forchemical requirements, physical requirements and chloridecontent as per the provisions of IS:8112/ IS: 12269.

Independent tests of samples drawn from the consignmentshall be carried out at the site laboratory or in anindependent laboratory approved by the Engineer,immediately after delivery. The following properties shall betested.

i) Setting Timeii) Compressive Strength

The cost of the tests shall be borne by the Contractor. Incase the cement is stored beyond 90 days from the date ofdelivery at site, the following tests shall be carried out at thesite laboratory before the cement is used.i) Setting Timeii) Compressive strength. Lot size for independent testing of cement at site shall

be the quantity received at site on any day subject to amaximum of 500 tonnes.

CLAUSE 1007 COARSE AGGREGATES

Delete from the first sentence “crushed gravel…………….inert material” appearing in 4th and 5th line ofPara 1.

Add the following at the end of Para 2.

“Costs of all tests shall be borne by the Contractor.”


242

Add the following at the end of the Clause:

"Integrated stone crusher with Primary and Secondary(Cone or Impact Type) crushers shall be deployed forgetting proper size and grading of coarse aggregates."

The alkali aggregate reactivity should be measured andreported for getting approval for the source aggregates atthe beginning of the work using methods given in IS: 2386.The tests may be repeated if the source, or the type of rockbeing exploited for winning aggregates, changes.

CLAUSE 1008 SAND/FINE AGGREGATES

Add the following at the end of 2nd paragraph:

“The alkali aggregate reactivity should be measured andreported for obtaining approval for the source.”

Add the following paragraph at the end of the clause:

‘As far as possible natural sand shall be used for sand/fineaggregates. If natural sand is not available within 50 Km orgovernment has stopped sand mining, the contractor shallobtain suitable alternative viz. crushed stone, crushed sandetc. to substitute the natural sand. All alternative sand shallconfirm to IS:383 and tests for conformity shall be carriedout as per IS:2386 (Parts I to VIII). No separate payment willbe made on account of non-availability of natural sand,arranging crusher sand and increase in leads, etc”

Clause 1009 STEEL

Clause 1009.2 Steel For Prestressing

Add (e) to the list of prestressing steel:

“e) Stress relieved low relaxation seven ply strand forprestressed concrete - IS: 14268.”

Clause 1009.3 Reinforcement / Untensioned Steel

Replace Table 1000.3 with the following:

Reinforcement shall consist of the following grades ofreinforcing bars, designated by their characteristic strength,where characteristic strength fy shall be taken as thatspecified in governing IS specifications listed in Table 3 asthe minimum value of 0.2% proof stress or yield stress.

G r a d eDesignation

Bar Type conforming togoverning ISspecifications

Charecteristic strength(fy MPa)

E l a s t i cmodulus(GPa.)


243

Fe 240 IS:432 Part I Mild Steel 240 200Fe 415 IS:1786 Thermo

mechanically treated(TMT) High yieldstrength deformed bars(HYSD)

415 200

Fe 500 IS:1786 Thermomechanically treated(TMT) High yieldstrength deformed bars(HYSD)

500 200

Note: Wire fabrics conforming to IS: 1566 can be used.

Any other reference to “HYSD” bars in the specificationsshall be read as “TMT” bars.

Delete the last Para of the Clause

CLAUSE 1010 Water

Delete the Clause and substitute as given below:

Water used for mixing and curing shall be clean and freefrom injurious amounts of oils, acids, alkalis, salts, sugar,organic materials or other substances that may bedeleterious to concrete or steel.

In case of doubt regarding development of strength, thesuitability of water for making concrete shall be ascertainedby the compressive strength and initial setting time tests.

The sample of water taken for testing shall represent thewater proposed to be used for concreting, due accountbeing paid to seasonal variation. The sample shall notreceive any treatment before testing other than thatenvisaged in the regular supply of water proposed for use inconcrete. The sample shall be stored in a clean containerpreviously rinsed out with similar water.

Average 28 days compressive strength of at least three 150mm concrete cubes prepared with water proposed to beused shall not be less than 90 per cent of the average ofstrength of three similar concrete cubes prepared withdistilled water. The cubes shall be prepared, cured andtested in accordance with the requirements of BIS: 516

The initial setting time of test block made with theappropriate cement and the water proposed to be used shallnot be less than 30 minutes and shall not be more than + 30minutes from the initial setting time of control test blockprepared with the same cement and distilled water. Thetest blocks shall be prepared and tested in accordance withthe requirements of BIS: 4031 (Part 5).


244

The pH value of water shall be not less than 6. Potablewater is generally considered satisfactory for mixingconcrete. As a guide the following concentrations representthe maximum permissible values:

a) To neutralise 100 ml sample of water, usingphenolphthalein as an indicator, it should not requiremore than 5 ml of 0.02 normal NaOH. The details oftest are given in 8.1 of BIS : 3025 (Part 22).

b) To neutralise 100-ml sample of water, using mixedindicator, it should not require more than 25 ml of 0.02normal H2SO4. The details of test shall be given inClause 8 of BIS: 3025 (Part 23).

Permissible limits for solids shall be as given in followingtable:

Tested as per Permissible Limit(mg)

Organic BIS 3025 (Pt. 18) 200 mg/lit

Inorganic BIS 3025 (Pt. 18) 3000mg/lit

Sulphates (as SO3) BIS 3025 (Pt. 28) 400 mg/lit

Chlorides (as CL) BIS 3025 (Pt. 32) 2000mg/lit forconcretework notcontainingembedded steeland 500mg/lit forpre-stressed /reinforcedconcretework.

Suspended matter BIS 3025 (Pt. 17) 2000mg/lit


245

Mixing or curing of concrete with seawater is not permittedbecause of presence of harmful salts in seawater.

Water found satisfactory for mixing is also suitable forcuring concrete. However, water used for curing should notproduce any objectionable stain or unsightly deposit on theconcrete surface. The presence of tannic acid or ironcompounds is objectionable.

CLAUSE 1012 CONCRETE ADMIXTURES

Add the following at the end of paragraph 2 of Clause1012.1:

“Admixtures shall not impair the durability of concrete; theyshall not combine with the ingredients to form harmfulcompounds or endanger the protection of reinforcementagainst corrosion. Only chloride free admixtures shall beused.”

Paragraph 3 of 1012.1 shall read as follows :

“For all admixtures being used the packing shall be markedwith the name of the supplier/manufacturer, brand name(name of product) and main effect, a certificate for theadmixture in question shall be submitted.”

The certificate shall include the following information:

General

a) Chemical name of the active component in theadmixture.

b) Values of dry material content, ash content andrelative density of admixture, which can be used foruniformity tests.

c) Chloride ion content expressed as a percentage ofweight of cement.

d) pH value and colour.e) Normal side effects e.g. whether the admixture leads

to air entrapment at recommended dosage and if so towhat extent.

f) Side effects when overdosed.g) If two or more admixtures have to be used in one mix,

their compatibility.h) Increase in risk of corrosion to reinforcements and

embodiments due to the use of admixture.i) Latest date of test and name of test laboratory.

B) Storing

a) Shelf life.


246

b) Max. & min. allowable temperature.c) Other instructions (e.g. requirements of stirring).

C) Dosage

a) Maximum and minimum to be specified as apercentage of weight of cement.

Add the following at the end of the clause:

“After selecting a few acceptable brands & types ofadmixture based on the manufacturer's data/technicalliterature, independent acceptance tests should be carriedout for the same using the approved combinations ofcement /sand/aggregates intended for use in the Project.After establishing the basic acceptability using strengthcriteria (compression & tensile strengths) a number of trialmixes be designed using different proportions ofadmixtures/cement/water etc. to establish the data bank onthe behaviour of the admixture for the project siteconditions. A spectroscopic signature of accepted productshould be obtained and preserved for comparison foracceptance of the production lots.”

Retrials should be conducted with change in source/type ofcement.

Workmanship

The dosage should be finalised on the basis of field trial andspecial mechanical devices should be used for dispensingthe admixture in the batching/mixing plant. No addition ofadmixture after dosage is permitted (including addition intransit mixers).

Manufacturer's experts should be available forconsultation/trouble-shooting of problems associated withtheir product. The conditions of storage, shelf life etc., asspecified by the manufacturer should be strictly observed.The manufacturer's Quality Assurance Plan during processof production should be obtained and filed forreference/record.”

CLAUSE 1014 STORAGE OF MATERIALS

Clause 1014.3 Aggregates

The following shall be added to this Clause:

"Aggregates shall be stored or stockpiled in their respectivesize in such a manner that the various sizes will not becomeintermixed before proportioning. They shall be stored,stockpiled and handled in such a manner that will preventcontamination by foreign materials."


247

CLAUSE 1015 TEST AND STANDARDS OF ACCEPTANCE

Add following after paragraph 2:

“Independent testing of prestressing steel shall be carriedout by the contractor for each consignment from eachsource at site in the laboratory approved by the Engineerbefore use. The tests shall be carried out for the propertiesas listed in clause 7.2.1 of BS-5896: 1980. These tests arein addition to the tests carried out by the manufacturer.”

SECTION 1200 WELL FOUNDATIONS

Clause 1202.2 Substitute 1st sentence of this clause “At least one….commencement of work” with “As soil investigation hasalready been carried out for foundation of bridge for thedesign, confirmatory bore holes shall be carried out forfoundation of bridge at least at one location or as instructedby the Engineer at well foundation location, which shall beconsidered incidental and no separate payment will bemade”.

Note:1) Wherever both borehole and electrical resistivity (ER)methods are proposed, atleast one ER shall beconducted in the vicinity of one borehole to calibrate theER results with actual sub-soil findings and nature.Other ER shall be carried out except locations ofproposed borehole.

Electrical Resistivity method shall be conducted atlocation decided by the Engineer using eitherSchlumberger or Wenner arrangement in accordancewith IS:3043 or EM 1110-1-1802. Calibration ofequipment shall be submitted to the Engineer prior tothe test. Specialist Geophysicist shall be responsible forconducting and preparation of recommendations andreports. The test results along with inference andconclusions with supporting documents as regards tosub-soil profiling and conditions with depth (upto atleasttwice the width of foundation below founding level) shallbe provided to Engineer within 3 days of testing.

CLAUSE 1204 CUTTING EDGE

Clause 1204.3 Para (1) of this clause shall read as under:

The cutting edge shall be laid 300 mm above the prevalentwater level or at top of well cap level as specified in thedrawings, in case the river bed is dry.

CLAUSE 1205 WELL CURB


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Clause 1205.1 Following paras shall be added after Para 1:

The well curb shall be placed truly in position and level.When the curb is to be laid in dry bed, the site shall beleveled by open excavation before the cutting edge isplaced.For wells, which are to be placed in water, on earthen/sandisland where possible shall be constructed and curb placedor cast on this island. In case of any deep or fast flowingwater where an island may not be possible, as a specialmeasure, the precast curb/steel caisson may be floated andlowered in its final position with the help of necessaryequipment.

CLAUSE 1207.9 Add the following sentence

“Rock anchors provided in the steining of the well as shownin the drawings shall only be measured for payment inpneumatic methods of sinking only. For all other methodsseating of wells is incidental to the well sinking”.

CLAUSE 1214 Measurement for payment

Add the following at the end of Para (a):

Earthwork in excavation above bottom of cutting edge shallbe measured in cubic meters and shall be carried out andpaid in accordance with section 300 of these specifications.

POINT “C” OF THIS CLAUSE SHALL BE SUBSTITUTEDAS UNDER.

“The measurement for well sinking shall be made in runningmetres for different depths as specified in the Contract. Thedepth of sinking shall be measured from the bottom level ofthe well cap and to the final founding level.

In case, the sinking of well could not be made possible toreach the founding level as designated due to incidentalobstructions or by any valid reasons or as directed by theEngineer, then the measurement of sinking of well shall belimited up to the actual achieved level only”.

CLAUSE 1215 Rate

Add the following at the end of Para (a)

Diversion of active water channel for carrying outconstruction shall be incidental to work.Para (e) of this clause shall read as under:

The contract unit rate for sinking shall include the cost oflabour, tools and plant and for operation required, such as


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formation of island, dewatering, excavation and bailing outmaterial, providing and placing kentledge on top of well andremoving the same, sand filling and contingencieswarranting provision of temporary top plug or cap in theevent of floods being expected at site making further sinkingnot possible, and also other incidental works to sink well tothe level shown on the drawings, the cost of confirmatorybore hole indicated in clause no.1202.2. It shall also includeblasting or use of divers for removal of obstacles from underthe cutting edge of the well. The rate shall specify the stratasuch as soil (all types of soil including boulders) and typesof rock.

SECTION 1400 STONE MASONRY

CLAUSE 1402 MATERIALS

Replace this clause by following:

“Stone to be used, besides quarry stone, shall be obtainedby dressing the boulders of average diameter not less than300 mm and at least five faces shall be chiselled. All othermaterials used in stone masonry shall confirm to Section1000 except cement mortar which shall confirm to clause1304.”

SECTION 1500 FORM WORK

CLAUSE 1501 DESCRIPTION


“The Contractor shall prepare a formwork mobilization andutilization plan and submit the plan for Engineer’s approvalat least 21 days before the commencement of constructionof structures. The requirement of formwork shall be workedout considering the overall construction program of all thestructures to be cast in one or more stages, as specified inthe drawings. The plan shall take into account the timerequired for erection of formwork, retention in position,stripping, and removal and subsequent use in the next andsubsequent structures.

Notwithstanding Engineer’s approval of mobilisation plan, ifdue to any reason, Contractor has to arrange additionalformwork, to meet the requirements of the constructionprogram, it shall be done by the Contractor without anyextra cost to the Employer.”

CLAUSE 1502 MATERIALS


“All materials shall comply with the requirements of IRC-87.


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Materials and components used for formwork shall beexamined for damage or excessive deterioration before use/ reuse and shall be used if found suitable after necessaryrepair.

Only steel formwork shall be used. The steel used for formsshall be of such thickness that the forms remain true toshape. All bolts should be countersunk. The use ofapproved internal steel ties or plastic spacers shall bepermitted. Structural steel tubes used as support for formsshall have a minimum wall thickness of 4 mm.”

CLAUSE 1503 DESIGN OF FORMWORK

Clause 1503.2 The following shall be added to this clause :

“For distribution of load and load transfer to the groundthrough staging, an appropriately designed base plate mustbe provided which shall rest on firm sub-stratum.”

CLAUSE 1504 WORKMANSHIP

Clause 1504.1 The following shall be added to the end of this sub-clause :

“The loading from the formwork shall be distributed to thesoil or the permanent works below (e.g. pile cap) in such amanner that any total or differential settlements are withinacceptable limits.” Subsoil characteristics shall be taken intoaccount while designing the staging to avoid untowardfailures. All the pipes etc. used for staging shall be free fromkinks, bends etc.

Clause 1505 Substitute the following Clause in place of the existingclause:

Formed & Unformed Surface Finishes

The surface finishes for formed and unformed surfaces areclassified and defined as below. Surface irregularitiespermitted for the various classes of finishes are termedeither 'abrupt' or 'gradual'. Fins or offsets caused bydisplaced or misplaced form sheeting, lining or formsections, by loose knots in form lumber or by otherwisedefective form lumber are considered abrupt irregularities.All other cases are described as gradual irregularities.Gradual irregularities will be measured with a templateconsisting of a straight edge for plain surfaces or itsequivalent for curved surfaces. The length of template fortesting gradual irregularities on formed surfaces shall be 1.5m in length, the permissible gradual irregularities beingmeasured over this length of the template.

Finish F1, F2 and F3 shall describe formed surfaces.


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Finish U1, U2 and U3 shall describe unformed surfaces.

Class F1 Finish

The class F1 finish shall apply to all formed surfaces forwhich class F2 or F3 is not specified. It shall generally beformed by steel frame mounted with steel sheet. It shall beso constructed that there shall be no loss of material fromthe concrete during placement and compaction. Afterhardening, the concrete shall be in the required positionsand shall have the shape and dimensions called for in thedrawings. Any abrupt irregularities shall not exceed 10mm.All fins and drifts in excess of the above limits shall be madegood by chipping and grinding if required by the Engineer.Small blemishes caused by entrapped air or water may beexpected but the surface shall be free from voids,honeycombing or other large blemishes. Class F1 finishshall be generally specified for all surfaces buried in groundor not visible during service or for surfaces that are toreceive further rendering treatment such as plastering etc.

Class F2 Finish

Class F2 finish shall be obtained by use of properlydesigned forms with steel sheet lining. The abruptirregularities shall not exceed 5mm and gradual irregularitiesshall be less than 8mm. Small blemishes caused byentrapped air or water may be permitted but the surfaceshall be free from honeycombing, voids and largeblemishes. Surface irregularities in excess of thosestipulated shall be removed by chipping or rubbing withabrasive stone. Class 2 finish shall apply to exposedsurface of pier and abutments, pier cap and abutment caps.

Class F3 Finish

Class F3 finish shall be formed by specially designed closejointed rigid forms having lining. The surface irregularitiesshall be limited to nil for abrupt irregularities and 3 mm forgradual irregularities. Class F3 finish may be obtained fromclass F2 finish by carefully removing all abrupt irregularitiesincluding fins and projections by rubbing/grinding. If steelforms are used they shall have steel sheet backing facedwith plywood.

In addition, finish F3 shall include filling air holes with mortarand treatment of the entire surface with sack rubbed finish.It shall also include clean up of loose and adhering debris.For a sack rubbed finish, the surface shall be preparedwithin two days after removal of the forms. The surface shallbe wetted and allowed to dry slightly before mortar isapplied by sack rubbing. The mortar used shall consist ofone part cement to one and one half parts by volume of fine


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(I.S.No. 16 mesh) sand. Only sufficient mixing water to givethe mortar a workable consistency shall be used. Themortar shall then be rubbed over the surface with a fineburlap or linen cloth so as to fill all the surface voids. Themortar in the voids shall be allowed to stiffen and solidifyafter which the whole surface shall be wiped clean withclean burlap such that all air holes etc., are filled and theentire surface presents a uniform appearance without airholes, irregularities etc. Class F3 finish shall apply to allexposed surfaces of superstructure.

Class U1 finish

This is the screeded finish used on surfaces over whichother finishes such as wearing coats etc., are to be placed.It is also the first step in the formation of U2 and U3finishes. The finishing operation consists of levelling andscreeding the concrete to produce an even and uniformsurface so that the gradual irregularities are not greater than5 mm. Surplus concrete should be removed immediatelyafter consolidation by striking it off with a sawing motion of astraight edge or template across a wooden or metal stripthat has been set as guide. Unless the drawings specify ahorizontal surface or show the slope required, the tops ofnarrow surfaces, such as stair treads, walls, curbs andparapets shall be sloped approximately 10 mm per 300 mmwidth. Surfaces to be covered with concrete topping,terrazzo, and similar surfaces shall be smooth screeded andlevelled to produce even surfaces, irregularities notexceeding 5mm.

Class U2 Finish

This is a floated finish used on all outdoor-unformedsurfaces not prominently exposed to view such as tops ofpiers etc. The floating may be done by hand or power drivenequipment. It should not however be started until somestiffening has taken place in the surface concrete and themoisture film or 'shine' has disappeared. The floating shouldwork the concrete no more than is necessary to produce asurface that is free from screed marks. All joints and edgesshould be finished with edging tools. It shall include therepair of gradual irregularities exceeding 5 mm. All abruptirregularities shall also be repaired unless a roughenedtexture is specified.

Class U3 Finish

This is a travelled finish used on all surfaces exposed toview at close quarters such as tops of parapets and kerbsetc. Steel travelling should not be started until after themoisture film and 'shine' have completely disappeared fromthe floated surface and the concrete has hardened enoughto prevent an excess of fine material and water from being


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worked to the surface. Excessive travelling, especially ifstarted too soon, tends to produce crazing and lack ofdurability. Too long a delay will result in a surface too hardfor proper finishing. Steel travelling should be performedwith a firm pressure that will flatten and smooth the sandysurface free of blemishes, ripples and travel marks. It shallinclude the repair of all abrupt irregularities and the repair ofgradual irregularities exceeding 5 mm. It shall also includefinishing the joints and the edges of concrete with edgingtools.

CLAUSE 1506 PRECAUTIONS

Add the following as items (vii) to (ix) to the end of thisclause:

vii. Adequate support against sideway and lateral loadsdue to construction operations and wind shall beprovided.

viii. Forms shall be rigid and of adequate section toreduce deflections. Forms shall have sufficientrigidity to resist horizontal pressures caused byflowing concrete resulting from use ofsuperplasticisers. The formwork shall resist thelateral pressure caused due to fast rate of placementby concrete pumps.

ix. In case cantilevers are supported directlyfrom the ground, the supports for cantilevers shall beremoved simultaneously with main supports onlyafter approval for the same by the Engineer.

CLAUSE 1508 REMOVAL OF FORMWORK

Add the following at the end of paragraph 3 of Clause 1508

“ Field cure cubes strength to be checked for respectivestructural items before removing their for work.”

Add the following as paragraph 5 to Clause 1508.

“For prestressed units, the side forms shall not be releasedbefore initial setting time (or) as decided by the Engineerand the soffit forms shall permit, without restraint,deformation of the member, when prestressing is applied.Form supports and forms for cast-in-situ members shall notbe removed until sufficient prestressing has been applied tocarry the dead load and any formwork supported by themember and anticipated construction loads”.

CLAUSE 1509 RE-USE OF FORMWORK


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“After forms are stripped, all materials to be reused shall bethoroughly cleaned. Holes bored through sheathing for formties shall be plugged by driving in common corks or foamedplastics. Patching plaster may also be used to fill smallholes. After cleaning and before re-fixing, each formworkshall be got approved by the Engineer.

Formwork and staging shall be so used as to maintainquality of the exposed surface. However, if in the opinion ofthe Engineer, any particular panel/member has becomeunsatisfactory for use at any stage, the same shall berejected.

All bent steel props shall be straightened before reuse. Themaximum deviation from straightness shall not exceed1/600 of length. Engineer will decide the suitability of propsfor reuse depending on their condition. Decision of theengineer regarding acceptability of props shall be final. Themaximum permissible axial loads in used props shall besuitably reduced depending upon their condition.”

CLAUSE 1510 SPECIALISED FORMWORK

Replace the words ‘slip-form work’ by ‘climbing formwork’ inthe first sentence of this clause.The first sentence of Para 2 of this clause shall read asfollows:Slip forming is not permitted.Replace the word “plywood” by “marine plywood” in thefourth paragraph of this clause.

CLAUSE 1513 RATE

Add the following at the end of the first paragraph:

“The unit rate shall also include all costs for preparation oferection scheme, designs of false work and formwork andtheir approval.”

SECTION 1600 STEEL REINFORCEMENT (UNTENSIONED)

CLAUSE 1602 GENERAL

Paragraph 2 of Clause 1602 shall read as follows:

“Reinforcements shall be thermo mechanically treated(TMT) deformed bars of grade Fe 415 conforming to IS:1786. Only uncoated steel shall be used as reinforcementunless specified”.

CLAUSE 1604 BENDING OF REINFORCEMENT


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The first paragraph of this Clause shall read as under:

“The reinforcement shown on the drawings shall beconsidered merely symbolic representations of the shapeand position and shall not be used by the Contractor tojustify any deviation from the stipulated requirements. Barbending schedules and any supplementary drawings asmay be required shall be furnished by the Contractor andgot approved by the Engineer before start of work. Thebending schedules shall state the number, shape and lengthof bar and weight in respect of each type. System of barreferencing should be coherent and systematic and conformto SP: 34 (SNT) 1987 published by BIS. A separate barbending schedule shall be prepared for auxiliary bars likespacers chairs etc”

CLAUSE 1605 PLACING OF REINFORCEMENT

Paragraph I (i) of clause 1605 shall read as follows:

“Cover blocks shall be made of concrete or cement mortarwith the same durability properties as the surroundingconcrete and with the same type of constituents. In visiblesurfaces, the cover blocks shall be of the same colour andtexture as the surrounding concrete. The Contractor’sproposal for cover blocks shall be submitted to the Engineerfor acceptance.”

Add the following as sub para (f) to this clause

Tolerances:

1. Tolerance of cover: Deviation shall not exceed +10 mm.No negative tolerance is allowed.

2. Tolerance in position: Tolerance for deviation from thepositions shown in the drawings shall not exceed thefollowing:

Structural depth d (mm) Tolerance(mm) d < 1000 < 10 1000 < d < 2000 < 0.01d 2000 < d < 20

CLAUSE 1606 BAR SPLICES

Clause 1606.1 Lapping

First sentence of Clause 1606.1 shall read as follows:

“To the extent possible, all reinforcement shall be providedin full lengths as indicated in drawings.”


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Add the following as paragraph 2 of Clause 1606.1:

“The location of joints in continuous reinforcing bars, notshown in drawings, shall be submitted to the Engineer foracceptance. If nothing contrary has been specified, thenumber of bars to be joined in any cross-section shall notexceed one-third of the total.”

Clause 1606.2 Welding

Clause1606.2.1 Add the following at the end of the paragraph:

“In prestressed concrete members, when welding ofuntensioned reinforcement is permitted by the Engineer, itshall be carried out before insertion of the prestressingtendons.”

CLAUSE 1607 TESTING AND ACCEPTANCE

Add the following as the last paragraph of Clause 1607:

“Manufacturer’s test certificate regarding compliance withIndian Standards for each lot of steel shall be obtained andsubmitted to the Engineer. If required by the Engineer, theContractor shall carry out confirmatory tests in the presenceof a person approved by the Engineer. Cost of these testsshall be borne by the Contractor. The sampling and testingprocedure shall be as laid down in I.S.1786-1985. Howeverif any test piece selected from a lot fails, no re-testing shallbe done and the lot rejected.”

SECTION 1700 STRUCTURAL CONCRETE

CLAUSE 1703 GRADES OF CONCRETE

Add the following at the end of this Clause.

“Concrete mixes leaner than M15 shall be called as nominalmix concrete.

Nominal mix concrete is that concrete for which concreteis not to be designed by tests and in which the proportionsof materials are in accordance with the drawings and thespecification Clause mentioned below:

i) All the materials for this concrete shall conform tosection 1000 of MOSRTH Specification

ii) Minimum cement content and maximum water cementratio for above said nominal mix concrete shall conformto Clause 1703.2 and Table 1700-3(A) of MOSRTHSpecification.


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iii) Mixing of above-said nominal mix concrete shallconform to Clause 1708 of MOSRTH Specification.

iv) Transporting, Placing and Compaction of above saidnominal mix concrete shall conform to Clause 1709 ofMOSRTH Specification.”

CLAUSE 1704 PROPORTIONING OF CONCRETE

Last sentence of paragraph 1 shall be as follows :

“Other type of admixtures shall be used with the approval ofthe Engineer.”

Clause 1704.1 Read the item No. 5 of Table 1700-4 as under:

TYPE SLUMP (mm)5. Underwater concreting through

tremie e.g. bottom plug,cast-in-situ piling.

100-150

Clause 1704.2 Add the following at the end of Table 1700.5 :

Concrete Grade Current Margin(MPa)

Target MeanStrength (MPa)

M60 14 74

Add the following at the end of this Clause:

“In proportioning concrete, the quantity of both cement andaggregate shall be determined by weight. Where the weightof cement is determined by accepting the manufacturer’sweight per bag, a reasonable number of bags shall beweighed separately to check the net weight. Where cementis weighed from bulk stock at site and not by bag, it shall beweighed separately from the aggregates. Water shall eitherbe measured by volume in calibrated tanks or weighed. Allmeasuring equipment shall be maintained in a clean andserviceable condition. Their accuracy shall be periodicallychecked.

It is most important to keep the specified water-cement ratioconstant and at its correct value. To this end, moisturecontent in both fine and coarse aggregates shall bedetermined as frequently as possible; frequency for a givenjob being determined by the Engineer according to theweather conditions. The amount of mixing water shall thenbe adjusted to compensate for variations in the moisturecontent. The determination of moisture content in theaggregates shall be done as per IS: 2386 (Part III). Suitableadjustments shall also be made in the weight of aggregatesto allow for the variation in weight of aggregates due to


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variation in their moisture content.”

Clause 1704.4 Additional Requirements

In Para (a) substitute "0.06%" for "0.1%"; "0.06%" for "0.2%;and “0.1%" for "0.3%” for the three items respectively.

Clause 1704.6 Add the following as clause 1704.6

“Materials for pumped concrete:

Materials for pumped concrete shall be batched consistentlyand uniformly. Maximum size of aggregate shall not exceedone-third of the internal diameter of the pipe.

Grading of aggregate shall be continuous and shall havesufficient ultra fine materials (materials finer than 0.25 mm).Proportion of fine aggregates passing through a 0.25 mmsieve shall be between 15% and 30% and that passingthrough 0.125 mm sieve shall not be less than 5% of thetotal volume of aggregate. Admixtures to increaseworkability can be added. When pumping long distancesand in hot weather, set retarding admixtures can be used.Fluid mixes can be pumped satisfactorily after addingplasticisers and super plasticisers. Suitability of concreteshall be verified by trial mixes and by performing pumpingtests.”

CLAUSE 1705 ADMIXTURESThis Clause shall be read as under:“Duly tested admixtures / additives conforming to IS: 6925and IS: 9103 (without replacement of cement) may be usedsubject to satisfactory proven use, with the approval of theEngineer. The strength of the mix so designed usingadmixtures is to be tested for conformity with that ofcontrolled concrete as per IS 9103. Admixtures generatinghydrogen or nitrogen and containing chlorides, nitrates,sulphides, sulphates and any other material liable toadversely affect the steel or concrete, shall not bepermitted.

The general requirements, physical and chemicalrequirements shall be as per Clause 1012.”

CLAUSE 1706 SIZE OF COARSE AGGREGATES

This Clause shall be read as follows:

The size (maximum nominal) of coarse aggregates forconcrete to be used in various components shall be givenas Table 1700-7

Table 1700-7SNo. Components Maximum


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nominalsize ofCoarse

aggregate(mm)

a. RCC Well Curb.

b. RCC / PCC well steining, PCCbelow foundations and approachslab, annular filling aroundfoundations.

c. Well cap or pile cap; solid wall typeabutments, piers, median walls,splayed wing walls and theirfoundations.

d. RCC works in T-beam and slab /solid slab / voided slab and boxgirder superstructure, wearing coat,kerb, crash barrier, approach slab,dirt walls, coping on masonry wingwalls, hollow abutments and piers,pier / abutment caps, pedestals, dirtwalls, piles, all components ofcounter fort type abutments,columns, cantilever return walls etc.

e. All PSC works

f. Any other item

20

40

40

20

20

As specifiedby the

Engineer

Maximum nominal size of aggregates shall also berestricted to the following :

The maximum size of the coarse aggregate may be as largeas possible within the limits specified, but in no case greaterthan one quarter of the minimum thickness of member or 10mm less than the minimum lateral clear distance betweenindividual reinforcements or 10mm less than the minimumclear cover to any reinforcement.

The proportions of the various individual size of aggregatesshall be so adjusted that the grading produces densest mixand the grading curve corresponds to the maximum nominalsize adopted for the concrete mix.

CLAUSE 1707 EQUIPMENT



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“Unless specified otherwise, equipment for production,transportation and compaction of concrete shall be asunder”

a) For Production of Concrete:

i) Batching and mixing of the concrete shall be done inconcrete batching and mixing plant fully automatic of40 cum per hour minimum capacity. The plant shallbe approved by the Engineer

ii) In special case, for culverts, the Engineer may allowmixing of concrete for small pours (< 5 cu. m.) by adiesel or electrically operated mechanical mixer withintegrated weigh batching facility having a capacityof 0.5 cum. and automatic water measuring system.

Paragraph 3 of this clause shall read as follows:

The accuracy of measuring devices shall fall within thefollowing limits:

Measurement of Cement +1% of the quantity of cementin each batch.

Measurement of Water +1% of the quantity of water in each batch.

Measurement of Aggregate + 2% of the quantity of Aggregate in each batch.

Measurement of Admixture +1% of the quantity of Admixture in each batch.

Paragraph 3(b) & 3(c) shall remain unchanged.

Add the following paragraph at the end of the clause:

Batching, mixing transportation and placing concrete.

Once the concreting of a section is started, it has to becompleted as a continuous operation. Before starting animportant placement, the Contractor shall submit to theEngineer an equipment list to ensure that sufficientequipment is available for batching, mixing, transporting andplacing concrete and once the concreting of a section isstarted, it can be completed as a continuous operationwithin a reasonable time.

CLAUSE 1709 TRANSPORTING, PLACING AND COMPACTION OFCONCRETE


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Replace the last sentence of paragraph 1 with the followingsentence:

‘Concrete shall not be freely dropped into place from aheight exceeding 2.0 metres’

Add the following paragraph at the end of the clause :

“For Placing Concrete with Pumps: Pipe lines from thepump to the placing area should be laid out with a minimumof bends. For large concrete placements, standby pumpsshall be available. Suitable valves (air release valves,shutoff valves, etc.) shall be provided as per the site needs.The pumping of concrete shall be preceded by a primingmix to lubricate the pump and pipeline. A rich mix of creamyconsistency shall be required for lubricating the pipelines.Continuous pumping shall be done to the extent possible.After concrete has been placed the lines and all relatedequipment shall be cleaned immediately. A plug sponge ballshall be inserted in the end near the pump and shall beforced through the line by either water or air pressure. Pipesfor pumping should not be made from materials, which canharm concrete. Aluminium alloy pipelines shall not be used”.

CLAUSE 1710 CONSTRUCTION JOINTS

Amendments to Appendix 1700/I

In the first paragraph under the heading “Preparation ofthe Surface of the Joint”, after the second sentence "Thesurface shall be roughened." insert the following sentence:

The coarse aggregate shall be made visible to a depth of5mm to 10mm”.

At the end of the third paragraph under the heading“Preparation of the Surface of the Joint” add thefollowing:

"Bush hammering is not permitted since it loosens thecoarse aggregate and results in extensive micro cracks."

Under the heading "Concreting of Joints" add thefollowing at the end of para 3:

"At vertical construction joints, a fine mesh on the innersurface of the stopping board shall be placed, if directed bythe Engineer, to facilitate removal of laitance."

CLAUSE 1712 ADVERSE WEATHER CONDITION

Clause 1712.2 Hot weather Conditions


262

Add the following at the end of paragraph 1 of the aboveclause:

“Where the Contractor proposes to use ice to cool theconcrete or mixing water or any of the ingredients, theContractor shall provide a refrigeration plant to avoid use ofcontaminated ice.”

CLAUSE 1713 PROTECTION AND CURING

Clause 1713.1 Water Curing

Replace the last paragraph with the following:

The concrete should be kept constantly wet for a minimumperiod of 14 (fourteen) days except for rapid hardeningcement concrete when it can be reduced to 5 (five) days.Water should be applied on unformed surfaces as soon as itcan be done without marring the surface and on formedsurfaces immediately after the forms are stripped. Theconcrete shall be kept constantly wet by ponding or coveredwith a layer of sacking, canvas, Hessian or a similarabsorbent material and kept constantly wet.

After placing and during the first stages of hardeningconcrete shall be protected from harmful effects of sunrays,drying winds, cold, running water, shocks, vibrations, trafficincluding construction traffic etc.

Approved concrete curing compounds should be preferredwhere water curing cannot be done reliably.

CLAUSE 1715 TOLERANCES

Clause 1715.1 Sectional Dimensions

Add the following as the second sentence of the Clause:

In the absence of any information in drawings orspecifications, for particular cases, the following limitationsshall apply:

Dimension (mm) ‘a’Tolerances (mm)

‘ a = (anominal – aactual)’

a 200 a <5

200 < a 2000 a <3 .5 + 0.0075a

2000 < a a <16.5 + 0.001a

Clause 1715.2 Deviations from Position etc.


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Deviation from specified position in plan

a) Variation in levels at top +10 mm

b) Variation of reduced levels of bearing areas + 5 mm

c) Variation in plumb over full height of piers +10 mm

d) Surface irregularities measured with 3mstraight edge

(i) All surfaces except bearingareas

+ 5 mm

(ii) Bearing areas + 3 mm

e) Variation in length of superstructure – overalland length between bearings

+10mm or+0.1% ofthe spanlength,whichever islesser.

Clause 1716

Clause 1716.2.5.

TESTS AND STANDARDS OF ACCEPTANCE

Acceptance Criteria

Compressive Strength

Substitute Clause 1716.2.5 (a) with the following:

The mean strength determined from any group of fourconsecutive samples should exceed the specifiedcharacteristic compressive strength by 3 MPa.


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SECTION 1800 PRESTRESSING

CLAUSE 1801 General

Add the following as the last paragraph of this clause:

Prestressing system shall conform to FIPRecommendation-“Recommendations of acceptance ofpost-tensioning systems” June 1993.

CLAUSE 1802 Materials

Clause 1802.2 Sheathing

Clause 1802.2.1 1st para is modified as follows.

The sheathing shall be of corrugated type.

High-density polyethylene pipe conforming to IRC 18-2000shall only be provided. The wall thickness shall not be lessthan 2.3 + 0.3mm. If there is a difficulty in arranging the HDPEpipes and the engineer is fully convinced of this difficulty theengineer may permit the usage of cold rolled, cold annealed,mild steel conforming to IS 513 intended for mechanicaltreatment and surface refining but not for quench hardening ortempering instead of HDPE sheathing.

Third para 1st line is modified as follows.

The thickness of metal sheathing in case it is used shall not beless than 0.3 and 0.4mm for sheathing ducts having internaldiameter upto 75mm and 90mm respectively. For largerdiameter of ducts thickness of sheathing shall be based onrecommendations of pre-stressing system supplier.

Clause 1802.2.2 Replace existing Clause with the following:

The internal area of the sheathing duct shall be in accordancewith the recommendations of the system manufacturer. Incase of 7T13, 12T13, and 19T13 sizes of tendons, the innerdiameter of the sheathing shall not be less than 55 mm, 75mm and 85 mm respectively or those shown in the drawing,whichever is greater. These dimensions are for post-threadedcables.

Clause 1802.3 Add the following at the end of the Clause:

“Prestressing accessories like jacks, anchorage, wedges,block plates, etc. being patented items shall be obtained fromauthorised manufacturers only. The prestressing componentsand accessories shall be subjected to an acceptance test priorto their actual use on the works (guidance may be taken fromBS:4447).”


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CLAUSE 1803 TESTING OF CABLE/ ANCHORAGE ASSEMBLY

Add following Paragraphs to the section.

All samples shall be representative of the lot and in the case ofwire or strand shall be taken from the same master roll. Atleast 5.0m length shall be selected from each lot for testing.Also two anchorage assemblies, complete with distributionplates of each size or types to be used, shall be tested.

Testing of anchorage – cable assemblies shall be carried outin accordance with procedures in FIP document“Recommendations for the acceptance of Post Tensioningsystems” – June 1993.

The frequency of such tests should be as follows:

1) For acceptance of the tendon at the stage of submissionof tendons, the manufacturers certificate together with thedata of previously conducted and most recent test resultsof “Acceptance Testing” is acceptable subject to furthertesting as given below.

2) Acceptance Testing for the works

a) Static load test for tendon-anchorage assembly

A series of three tests using the proposedcombination of anchorage systems and thepre-stressing strand/wire/bars. All the tests shouldmeet the following requirements.

Residual deformations of anchorage componentsafter the test should confirm the reliability of theanchorage.

The increase in the displacements between theanchorage components as well as between thepre-stressing steel and anchorage componentsshould not be disproportionate to the increase intendon force.

The above relative displacements during the 0.8Fpkload stage should stabilise within the first thirtyminutes of the load duration of 1 hour.

The mode of failure of tendon should be by thefracture of the prestressing steel. Failure of thetendon should not be induced by the failure ofanchorage components.

The measured anchorage efficiency should be:A = Ftu 0.95 (Refer CEB/FIP Guidelines for

Fpm details). The total elongation u in free length of the tendon


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under the load Ftu should be u 2 %

b) Load Transfer Test

A series of three successful tests shall be carried out foracceptance of the system.

Requirement:

Crack width upon first attainment of upper force 0.8 Fpk(load point 4) should be 0.10 mm.

Crack width upon last attainment of lower force 0.12Fpk (load point n-1) should be 0.10 mm.

Crack width upon final attainment of upper force 0.8Fpk (load point n) should be 0.25 mm.

Readings of longitudinal and transverse strains shouldhave stabilised during cyclic loading. The strains canbe assumed to have stabilised if the increase of strainin the last two load cycles is less than 5 %.

Readings of crack widths should have stabilised duringcyclic loading. The crack widths can be assumed tohave stabilised if the crack width does not increase bymore than 0.02 mm in the last two load cycles.

The measured failure load Fu must meet each of thefollowing requirements:

Fu Fpk fcm.e and Fu 1.1 Fpk fck.o

(Refer CEB/FIP Guidelines for details)

Clause 1804.5 Insert following para after 1st Para

Mixture of water-soluble oil such as Dromas – B and Water isto be flushed through empty metallic ducts if used beforethreading of cables, and after threading of cable at frequencyof at least once in a month. The layer of oil formed onsheathing/ prestressing steel shall be fully flushed out by usingclean water before final grouting by cement grout.

CLAUSE 1805 The Clause shall be read as follows:

Prestressing operation and grouting shall be entrusted to onlyspecifically trained and qualified personnel. All prestressingaccessories shall be procured from authorised manufacturerswith in-house testing facilities. Contractors shall also berequired to engage specialised agencies who should also beentrusted with the total service contract for fabrication ofcables, certificates shall also be accorded by such specialised


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agencies that the work has been carried out in accordancewith prescribed specifications. In exceptional cases where theclient is convinced that the contractor of the bridge itself is wellexperienced and has qualified personnel and sufficient trackrecord to substantiate his performance in the particular systemof prestressing being adopted, the prestressing and groutingoperations could be entrusted to the contractor.

CLAUSE 1806 TENSIONING EQUIPMENT

Add the following at the end of para 2.

Jack and Pump shall be calibrated by an approved laboratoryprior to use and then at intervals not exceeding three months.

CLAUSE 1807 Add the following at the end of this clause:

The Contractor shall submit fabrication drawings, detailingprestressing cables, anchorages, couplers, chairs andsupports, templates or forms holding anchorage assembliesetc. for Engineer’s approval at least one month beforecommencement of work in superstructure. Stressing schedulesshall be prepared by the Contractor and submitted to Engineerfor approval.

CLAUSE 1808 Add the following at the end of clause1808.

Where directed by the Engineer the Contractor shall performfull-scale site test to determine the adequacy of grout mix,equipment and grouting method. The Contractor shall submit amethod statement detailing the test procedure.

Special Attention is directed to Appendix 1800/III of theStandard Specifications.

Contractor shall arrange for testing of all grout componentsand of the mix, prior to the start of grouting and whenever thesource of any component is changed, to ensure that the groutis free of anything that could promote shrinkage or cracking ofthe grout or corrosion in the tendons. Further samples of groutand its components shall be obtained for each day of groutingat each site where grouting is carried out and a full chemicalanalysis shall be performed on the samples.

Add the following at the end of Para 3.1

“It is therefore necessary that the grout be continuously mixedin a colloidal mixer with a minimum speed of 1000 rpm andhave discharge not exceeding 15m per second”.

CLAUSE 1815 RATE

Add at end of Para 4:


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Cost of fixing anchorages / sheathing for dummy cables andfuture pre-stressing cables shall be incidental to work and shallnot be measured / paid extra. No additional cost shall bepayable for stressing of cables for compensation of short fall ofpre-stress or for any other reason.

CLAUSE 1816 JOINTS IN CONSTRUCTION WITH PRE-CAST UNITS

Add new clause

Joints between a series of pre-cast concrete units, which are tobe pre-stressed together by post-tensioning, shall be such asto ensure even transfer of compression from one unit toanother.

Whatever be the method of jointing, the holes of thepre-stressing steel shall be accurately made and shall meetone another in true alignment at ends. Jigs shall always beused. Care shall be taken to ensure that the jointing materialdoes not enter the duct or press the sheath against thepre-stressing steel.

Jointing by application of mortar on the face of a unit and thenplacing another unit against it shall not be permitted.

Suitability and effectiveness of the method should be gotconfirmed from a suitably designed mock-up.

SECTION 2000 BEARINGS

CLAUSE 2001 DESCRIPTION

Add the following as paragraph 2 of this clause:

Within 90 days of award, the Contractor shall submit detailedspecifications, designs and drawings including installationdrawings and maintenance manual, for the approval of theEngineer. Designs shall also include review and modificationsof designs and drawings of bearing pedestals and otherelements required for installation. The installation of bearingsshall be carried out under the supervision of the manufacturerof the bearings. The Contractor shall provide the bearings onlyfrom the manufacturers approved and enlisted by the Ministryof Shipping, Road Transport & Highways. In addition to routinetesting of the materials and bearings at manufacturespremises, the Contractor shall arrange at his own cost testingof random samples of 1 % (Minimum 1 no. of each type) ofbearings from independent agencies, other than manufactures’own facilities, duly approved by the Engineer. The bearingsshall be selected by the Engineer / his authorisedrepresentative and duly sealed in his presence for dispatch tothe independent agency.


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CLAUSE 2004 SPECIAL BEARINGS

Clause 2004.1 Spherical Bearings:

The clause shall read follows:

Spherical Bearings: Spherical Bearings shall conform to therequirements of sections 9.1 and 9.2 of BS 5400. Howevermaterials of bearing elements may conform to IndianStandards nearest to the specifications stated in the abovesections of BS: 5400.

CLAUSE 2005 ELASTOMERIC BEARINGS

Clause 2005.3 Acceptance Specifications

In Para 5, substitute the words "Engineer or his authorisedrepresentative" for the word "Inspector".

Clause 2005.3.5 Inspection Certificate

Substitute the words "Engineer or his authorisedrepresentative" for the word "Inspector".

Clause 2005.3.6 Quality Control Certificate

Delete the words “/Inspector” in the third paragraph.

CLAUSE 2006 POT BEARINGS

The clause shall read follows:Pot Bearings shall conform to the requirements of IRC: 83(Part III)-2002.


Clause 2006.1.2 Add after 2nd sentence “Provisions of IRC:83 (Part III) shall beapplicable for POT, POT cum PTFE, PIN and Metallic GuideBearings”

CLAUSE 2009 Measurement for Payment

Add the following after Para 2:

"Tar Paper bearings shall be measured in square meters."

Clause 2011 TAR Paper Bearing

Add clause 2011 after the clause 2010 as under

Paper bearing shall be reinforced bitumen laminated kraftpaper confirming to the requirements of IS-1398


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SECTION 2100 OPEN FOUNDATIONS

Clause 2106 TOLERANCES

Reference to Tolerance shall be made to Clause 1715.

SECTION 2200 SUB-STRUCTURE

Clause 2204 PIERS AND ABUTMENTS

Para 2 is replaced with:

“Slipforming will not be allowed.”Add the following paragraph at the end of this clause:

“Where necessary suitable cofferdams or other means shallbe provided to exclude water from the construction area. TheContractor shall provide necessary pumping equipment fordewatering in working areas.”

Clause 2210 RATE

This Clause shall read as follows:

"The contract rate for masonry, concrete and reinforcement insubstructure shall include all works as given in respectivesections and cover the cost of incidental items like providingcofferdams, dewatering, providing special form work, wherenecessary, and all other items for furnishing and providingsubstructure as mentioned in this section.

The necessary material (thermocole, bituminous fibrous boardor equivalent material), labour, tools etc. required formaintaining 20 / 40 mm gap between faces of variousstructures (old / new) wherever required / as shown indrawing shall be incidental to work and shall not be measured/ paid separately"

SECTION 2300 CONCRETE SUPER-STRUCTURE

Clause 2305 PRESTRESSED CONCRETE CONSTRUCTION

Clause 2305.1 PSC Girder and Composite RCC Slab

The heading of this clause shall read as follows:

PSC Solid Slab & PSC Girder and Slab

This Clause shall read as follows:


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Clause 2305.1.1 PSC Solid Slab

Casting of the slab shall be done in a single stage withoutconstruction joints.

The portions of deck near expansion joints shall be cast alongwith reinforcements and embodiments for expansion joints.

The deck slab shall be finished rough, but true to lines andlevels as shown in drawings.

Bearings shall be set as shown in drawings.

Clause 2305.1.2 PSC Girder and Slab

The Contractor shall, in his methods statement, indicatelocation of construction joints for the Engineer's approval.

The surface finish of deck shall be finished rough, but true tolines and levels as shown in drawings.

Bearings shall be set as shown in drawings

Clause 2305.2 Box Girder

Add the following at the end of paragraph 1:

"The Contractor shall, in his methods statement, indicateconstruction joints for Engineer's approval."

SECTION 2500 RIVER TRAINING WORKS AND PROTECTION WORKS

Clause 2504 PITCHING/REVETMENT ON SLOPES

The heading of this Clause shall be read as follows:PITCHING/REVETMENT ON SLOPES AND FILTER MEDIA


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Clause 2504.2.2 Filter MediaAdd the following sentence at the end of the third paragraphof this clause:The material for filter media behind abutment shall conformto general guidelines given in Appendix 6 of IRC- 78(Standard Specifications and Code of Practice for RoadBridges – Section: VII). Add the following at the end of the clauseWhen the filter media is to be used behind abutment, wingwall, retaining wall and return wall, then wire mesh andcoarse aggregate are to be provided on wall face all aroundthe weep holes to prevent escape of filter media. Provision ofwire mesh and coarse aggregate shall be consideredincidental to the work of providing filter media behindstructures with weep holes.

Clause 2600 EXPANSION JOINTS

Clause 2602 GENERAL

Paragraph c,d,e – deleted.

Add the following at the end of the clause:

“The expansion joints shall be procured only from thosemanufacturers/suppliers of expansion joints who areempanelled with MoRT&H.

The provisions of ‘the MoRT&H (formerly Ministry of SurfaceTransport) issued modified interim specifications for expansionjoints vide letter dated 31/03/97 and revised vide letter No.RW/NH-34059/1/96 – S&R dated 30/11/2000 and issuedcorrigendum of same circular dated 15/01/2001’, asreproduced below, shall be adopted.”


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SUITABILITY CRITERIA FOR ADOPTION OF DIFFERENT TYPES OFEXPANSION JOINTS

(Annex-I of above said circular)

Sl.No

Type ofExpansion

Suitability for Adoption ofJoint

ExpectedService Life

Special Consideration

1. Buried Joint Simply supported spans upto10 meters

10 Years Only for decks withbituminous / asphalticwearing coat. Steel platemay need replacement, iffound corroded or distortedat the time of relaying /renewal of wearing coat.

2. Filler Joint Fixed end of simplysupported spans withinsignificant movement orsimply supported spans notexceeding 10 meters

10 Years The sealant and joint fillerwould need replacement iffound damaged.

3. AsphalticPlug Joint

Simply supported spans orright or skew (upto 20degree), moderately curvedor wide deck with maximumhorizontal movement notexceeding 25 mm. Ambienttemperature should be in therange of 5 degree to 50degree Celsius

10 Years Only for decks withbituminous / asphalticwearing coat. Not suitablefor bridge with longitudinalgradient more than 2%and cross camber / superelevation exceeding 3%.Not suitable for curvedspans and spans restingon yielding supports.

4. Compression SealJoint*(Chloroprene Seal &Closed CellFoam Seal)

Simply supported orcontinuous spans, right orskew (up to 30 degree),moderately curved withmaximum horizontalmovement not exceeding 40mm.

10 Years Chloroprene / ClosedForm Seal may needreplacement duringservice.

5. ElastomericSlab SealJoint*

Simply supported orcontinuous spans, right orskew (less than 20 degree),moderately curved withmaximum horizontalmovement up to 50 mm.

10 Years Liable to excessive wearand tear under high trafficintensity. Not suitable forbridges located in heavyrainfall area and spansresting on yielding support.

6. Single StripSeal Joint*

Moderate to large simplysupported cantilever /continuous constructionhaving right skew or curveddeck with maximumhorizontal movement up to70mm

25 Years Electrometric seal mayneed replacement duringservice.


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Sl.No.

Type ofExpansion

Suitability for Adoption ofJoint

ExpectedService Life

Special Consideration

7. ModularStrip / BoxSeal Joint*

Large to very largecontinuous / cantileverconstruction with right deckhaving maximum horizontalmovement in excess of 70mm

25 Years Electrometric seal mayneed replacement duringservice.

8. Special *joints forspecialconditions

For bridges having widedecks and large span lengthinvolving complexmovements / rotations indifferent directions / planes,provision of special type ofmodular expansion jointssuch as Swivel Joists jointsmay be made.

25 Years Electrometric seal mayneed replacement duringservice. Provision of thesejoints may be made withprior approval of theMinistry.

* These are proprietary items for which 10 years warranty shall be insisted upon from thesuppliers. The contractor shall submit all relevant information as per clause 115.1

The clause 2604 be replaced fully as below:

Clause 2604 BURRIED, ASPHALTIC PLUG and COMPRESSION SEALJOINTS

Clause 2604.1 BURIED JOINTa) This joint shall consist of continuously laid

bituminous/asphaltic surfacing over the joint gap bridgedby a steel plate resting freely over the top surface of thedeck concrete.

b) The width of the joint gap shall be kept as 20 mm.c) The st late shall conform to weldable structural steel as

per IS: 2062. The plate shall be 12 mm thick and 200mm wide. The plate shall be made of minimum numberof pieces (not exceeding two pieces per traffic lanewidth) welded together to form the required length.

d) 8 mm dia, 100 mm long nails, spaced at 300 m centersalong the center line of the plate shall be welded to thebottom surface of the steel plate to protrude verticallyinto the joint gap in order to prevent dislodging of theplate.

e) The plate and the nails shall be protected againstcorrosion by galvanizing or any other approvedanticorrosive coating with a minimum thickness of 100micron. These shall be completely free of oil, rust, loosepaint or other similar material before application ofanticorrosive coating.


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f) The concrete surface shall be free from any loosematerial and cleared of any grease, oil, paint etc. and thesurface shall be sand blasted, clean of all laitance andlevel true, prior to placement of the steel plate.

g) The plate shall be placed symmetrical to the center lineof the joint and it shall be ensured that the plate does notget displaced from its position while laying the wearingcourse.

Clause 2604.2 ASPHALTIC PLUG JOINT

Clasue2604.2.1 Asphaltic plug joint shall consist of a polymer modified bitumenbinder, carefully selected single size aggregate,closure/bridging metallic plate and heat resistant foamcaulking/ backer rod.

Clause 2604.2.2 General Requirements

a) The joints shall extend to the full depth of the wearingcourse down to structural concrete. Where needed, arecess may be cut into the deck slab concrete toaccommodate the minimum required depth of the joints.

b) The joint shall be provided in the entire width of thestructure including kerb and / or footpath. A recess in thekerb and / or footpath shall be made to allow the joint topass beneath them. The expansion gap in the adjoiningkerbs and / or footpaths shall be sealed with a suitablesealant such as polysulphide sealant.

c) Expansion joint shall cater for a horizontal movement of25 mm & vertical movement of 2 mm. This shall becertified by the manufacturer / supplier of the joint.

d) The minimum width (in traffic direction) of the joint shallbe 500 mm and maximum width shall be 750 mm.

e) Minimum depth of joint shall be 75 mm and maximumdepth shall not exceed 100 mm.

f) The joint shall be capable of performing satisfactorily,within the temperature (ambient) range of – 5 to +50degree C.

Clause 2604.2.3 Material

a) Binder:

The polymer modified bitumen binder shall have the capacityto fill the gaps and voids between single size aggregate and toimpart flexibility to accommodate various design movements. Itshall be patented blend of bitumen, synthetic polymer, fillersand surface active agent and shall be so formulated as tocombine necessary fluidity for the installation process, lowtemperature flexibility and flow resistance at high ambienttemperatures.

The binder shall satisfy following requirement:Softening point : 100 deg. C minimum


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Core penetration at 25 deg.C., 0.1 mm (BS 2499)

: 100 mm max.

Flow resistance at 70 deg.C., 5 hours (BS 2499)

: 3 mm max.

Extension Test(blocks prepared to ASTMD1190 and tested to limits BS2499)

: 5 cycle of extension to 50per cent at a rate of 3.2mm/hour at 25 deg.C

Safe heating temperature : 210 deg. C

b) Aggregates:

The aggregate shall be single size aggregate chosen frombasalt, granite, grit stone or gabro group. The nominal size ofaggregate shall be 12.5 mm for depths of joints upto 75 mmand 20 mm for joints of more depths of joint. The aggregateshall not be flaky and the Flakiness Index shall not be morethan 25 per cent. The aggregate shall satisfy following gradingrequirements:

IS Sieve Designation Nominal Size of Aggregate20 mm 12.5 mm

Percent by weight passing thesieve

26.5 mm 100 --19.9 mm 85-100 10013.2 mm 0-35 85-10009.5 mm 0-7 0-3506.3 mm -- 0-702.3 mm 0-2 0-2600 micron --- ---75 micron 0-1 0-1

The aggregate should have good (i) Polished Stone Value(PSV), (ii) Aggregate Abrasion Value (AAV), (iii) AggregateImpact Value (AIV) and (iv) Aggregate Crush Value (ACV). Inaddition, surface characteristics should promote properadhesion. The following are the required values:

PSV > 60AAV < 05AIV < 18

ACV= 10–25

c) Closure Plate

The closure plate shall be weldable structural steel conformingto IS 2062. The minimum thickness of steel plate shall be 6mm and the width shall not be less than 200 mm. Closureplate shall be provided with as large length as possible andwelded together to form the required length. The number of


277

pieces shall not be more than two per traffic lane width. It shallbe provided with equidistant holes at a maximum spacing of300 mm centers for anchorage to the caulking/ backer rodalong the longitudinal center line of the plate. The plate shallbe protected against corrosion by galvanizing or any otherapproved anti-corrosive coating paint with a minimumthickness of 100 micron.

d) Foam caulking/ Backer rod

A closed-cell polyolefine or open cell polyurethene foamcylindrical caulking or backer rod having diameter equal to 150per cent of the joint opening shall be provided. It shall be heatresistant and possess good flexibility and recoverycharacteristics with density of 25 to 30 Kg/cum.

Clause 2604.2.4 Installation

a) The Expansion joint shall be installed by themanufacturer / supplier.

b) The block out for the joint shall be marked andconstructed to the dimensions as indicated in thedrawing or recommended by the manufacturer /supplier.

c) The recess for the block out shall thoroughly cleaned ofany loose or foreign material wire brushing and airblowing and dried with hot compressed air.

d) The recess in the deck slab, if required, shall berepaired with epoxy mortar and cleaned and driedagain.

e) The foam caulking/backing rod shall be placed about25 mm down into the joint opening.

f) The aggregate shall be washed, cleaned and heated toa temperature between 120-180 deg.C prior toplacement.

g) The binder shall be preheated to temperature of 170 -190° C before application.

h) While sealing the joint opening with preheated binder,care shall be taken that the binder does not spill on tothe joint surface of the deck.

i) The joint shall not installed when the ambienttemperature goes below + 5 deg. C or above + 35 deg.C. or while it is raining / snowing. (Planning forinstallation must take into account the weathercondition.)

j) When clement weather resumes, the joint installationmay be continued after the upper layer and / orexposed surface of the partially completed joint hasbeen reprepared by heating and / or coating with binderas necessary.


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Clause2604.2.5 Handling and Storage

All the aggregates and binder shall be pre-bagged and clearlymarked. All the material shall be stored on concrete platformat 150 mm above the ground in covered enclosures to avoidcontamination.

Clause 2604.2.6 Tests and Standard of Acceptance

The material shall be tested in accordance with thesespecifications and shall meet prescribed criteria. Themanufacture/ supplier shall furnish the requisite certificatesfrom the recognized testing laboratory of India or abroad.

The work shall conform to these specifications and shall meetthe prescribed standards of acceptance.

Clause 2604.3 COMPRESSION SEAL JOINT

Clause 2604.3.1 Compression seal joint shall consist of steel armoured nosingat two edges of the joint gap suitably anchored to the deckconcrete and a performed chloprene elastomer or closed cellfoam joint sealer compressed and fixed in to the joint gap withspecial adhesive binder.


a) Steel nosing

The steel nosing shall be of angle section ISA 100 x 100conforming to weldable structural steel as per IS: 2062. Thethickness of legs shall not be less than 12 mm. The top face ofthe angle shall be provided with Bleeder holes of 12 mmdiameter spaced at a maximum 100 mm centers so as toensure that there are no voids in the concrete beneath theangle.

b) Anchorage

The anchorage steel shall conform to IS: 2062 or equivalent.The steel nosing shall be anchored to the deck by reinforcingbars or anchor plates cast in concrete or a combination ofanchor plates and reinforcing bars. Anchor bars shall engagethe main structural reinforcement of the deck and in case ofanchor plates and anchor loops, this shall be achieved bypassing transverse bars through the loops or plates.

The minimum thickness of anchor plate shall be 12 mm. Totalcross sectional area of bars on each side of the joint shall notbe less than 1600 sq. mm per metre length of the joint and thecenter to center spacing shall not exceed 250 mm. The


279

ultimate resistance of each anchorage shall not be less than600 KN/m in any direction.

c) Corrosion Protection

All steel section shall be protected against corrosion by hot dipgalvanizing or any other approved anticorrosive coating with aminimum thickness of 100 micron.

d) Joint Seal

i) The sealing element shall be a performed continuouschloroprene or closed cell from seal with high tearstrength, insensitive to soil, gasoline and ozone. It shallhave high resistance to ageing and ensure watertightness. The seal should be vulcanised in a singleoperation for the full length of the joint required forcarriageway, kerbs and footpaths, if any. The seal shallcater for a horizontal movement up to 40 mm and verticalmovement of 3 mm.

ii) The physical properties of chloroprene / closed cell foamsealing element shall conform to the following:

Chloroprene Seal

Shall be performed extruded multi web cellular section ofchloroprene of such a shape as to promote self removal offoreign material during normal service operations. Chloropreneof joint seal shall conform to clause 915.1 of IRC: 83 (Part - II)and satisfy the properties stipulated in Table – 2: Strip SealElement Specifications of these specifications except inrespect of the working movement range of the sealing elementwhich shall be as specified in Clause 2604.3.2 d (i) above.

Closed Cell Foam Seal

Shall be of performed non extruded non cellular section madefrom low density closed cell crossed linked ethylene vinylacetate, polyethylene copolymer that is physically blown usingnitrogen. The material shall possess properties as indicated inTable-1 below:

TABLE-1

S.No.

Property Specified Value

i) Density 41.7 – 51.3 kg/ cum

ii) Compression Set on 25 mm 50 percent compressionsamples (ASTM D 3575) for 22hours at 23 degree Celcius, 2hour recovery; 13 percent set.


280

iii) Working temperature -70 to +70 deg. C.

Iv) Water absorption (totalimmersion for 3 months)(ASTM 3575)

0.09766 Kg/ sq.m

v) Tensile strength 0.8 Mpa

vi) Elongation at break (ASTMD 3575)

195 +/- 20 percent

e) Lubricant cum Adhesive

The type and application of material used in bonding theperformed joint seal to the steel nosing and concrete shall beas recommended by the manufacturer / supplier of the sealsystem.

Clause 2604.3.3 Handling and Storage

a) The expansion joint material shall be handled with careand stored under cover.

b) All joint material and assemblies shall be protected fromdamage and assemblies shall be supported to maintaintrue shape and alignment during transportation andstorage.


a) The expansion joint shall be installed by the manufacturer/supplier or their authorized representative, who will ensurecompliance of installation procedure and instructions.

b) The dimension of the joint recess and the width of the gapshall conform to the approved drawing.

c) Anchoring steel shall be welded to the main reinforcementin the deck maintaining the level and alignment of the joint.

d) Concreting of pocket/ recess shall be done with great careusing proper mix conforming to same grade as that of thedeck concrete but not less than M30 grade in any case.The water cement ratio shall not be more than 0.40. Ifneeded, suitable admixtures may be used to achieve theworkability. The width of pocket shall not be less than 300mm on either side of the joint. Care shall also be taken toensure efficient bonding between already cast/ existingdeck concrete and the concrete in the joint recess.

e) At the time of installation, joint shall be clean and dry andfree from spalls and irregularities, which might impair aproper joint seal.


281

f) Concrete or metal surfaces shall be clean, free of rust,laitance, oils, dirt, dust or other deleterious materials.

g) The lubricant cum adhesive shall be applied to both facesof the joint and joint seal prior to installation in accordancewith the manufacturer's instructions.

h) The joint seal shall be compressed to the specifiedthickness for the rated joint opening and ambienttemperature at the time of installation, which shall bebetween +05 to +35°C.

i) The joint seal shall be installed without damage to the seal.Loose fitting or open joints shall not be permitted.

Clause 2604.3.5 Acceptance Criteria

a) All steel elements shall be furnished with corrosionprotection system.

b) For the joint seal the acceptance test shall conform to therequirements stipulated in Clause 2604.3.2 d above. Themanufacturer/ supplier of this type of joint shall produce atest certificate to this effect conducted in a recognizedlaboratory in India or aboard.

c) Prior to acceptance 25 percent of the completed andinstalled joints, subject to a minimum of one joint, shall besubjected to water tightness test. Water shall becontinuously ponded along the entire length for a minimumperiod of 4 hours for a depth of 25 mm above the highestpoint of deck. The width of ponding shall / be at least 50mm beyond the anchorage block of the joint on either side.The depth of water shall not fall below 25 mm anytimeduring the test. A close inspection of the underside of thejoint shall not reveal any leakage.

Clause 2604.3.6 Tests and Standards of Acceptance

The material shall be tested in accordance with thesespecifications and shall meet the prescribed criteria. Themanufacturer/ supplier shall furnish the requisite certificatesfrom the recognized testing laboratory of India or abroad.


The clause 2607 be replaced fully as below:

Clause 2607 STRIP SEAL AND MODULAR / BOX SEAL JOINTS

Clause 2607.1 STRIP / BOX SEAL EXPANSION JOINT

Clause 2607.1.1 Components

Strip seal expansion joint shall comprise of the following items:

a) Edge Beam


282

This shall be either extruded or hot rolled steel section or coldrolled cellular steel section with suitable profile to mechanicallylock the sealing element in place throughout the normalmovement cycle. Further the configuration shall be such thatthe section has a minimum thickness of 10 mm all along itscross section (flange & web). Thickness of lips holding the sealshall not be less than 6 mm. The minimum height of the edgebeam section shall be 80 mm. The minimum cross sectionalarea of the edge beam shall be 1500 sq. mm.

b) Anchorage

Edge beam shall be anchored to the deck by reinforcing barsor anchor plates cast in concrete or a combination of anchorplate and reinforcing bars. Anchor bars shall engage the mainstructural reinforcement of the deck and in case of anchorplates or loops, this shall be achieved by passing transversebars through the loops or plates.

The minimum thickness of anchor plate shall be 12 mm. Totalcross sectional area of bar on each side of the joint shall notbe less than 1600 sq. mm. per metre length of the joint andthe center to center spacing shall not exceed 250 mm. Theultimate resistance of each anchorage shall not be less than600 KN/m in any direction.


a) The steel for edge beams shall conform to any of the steelgrade corresponding to RST 37-2 or 37-3 or 52-3 (DIN),ASTM A36 or A588, CAN/CSA Standard G 40.21 Grade300 W or equivalent.

b) Anchorage steel shall conform to IS: 2062 or equivalent.c) All steel sections shall be protected against corrosion by

hot dip galvanizing or any other approved anticorrosivecoating with a minimum thickness of 100 micron;

d) Chloroprene of strip seal element shall conform to Clause915.1 or IRC: 83 (Part-II). The properties of chloropreneshall be as specified in Table-2 below:

TABLE – 2: STRIP SEAL ELEMENT SPECIFICATION

PROPERTY SPECIFIED VALUEHardness*DIN 53505ASTM D 2240 (Modified)

63 + 5 Shore A55 + 5 Shore A

Tensile Strength*DIN 53504ASTM D 412

Min 11 MPaMin 13.8 MPa

Elongation at fracture*DIN 53504ASTM D 412

Min 350 Per centMin 250 Per cent


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Tear Propagation StrengthLongitudinalTransverseShock ElasticityAbrasion

Min 10 N/mmMin 10 N/mmMin 25 Per centMin 220 Cu. mm

Residual Compressive Strain(22 h/70 deg. C/30 per centstrain)Ageing in hot air (14 days / 70 deg. C)

Max 28 per cent

Change in hardness Max + 7 Shore AChange in tensile strength Max – 20 per centChange in elongation at fracture Max – 20 per cent

Ageing in ozone(24 h/50 pphm/ 25 deg. C / 20per cent elongation )

No Cracks

Swelling behavior in Oil(168h/25 deg. C)ASTM Oil No.1Volume ChangeChange in Hardness

Max + 5 per centMax – 10 Shore A

ASTM Oil No. 3Volume ChangeChange in HardnessCold Hardening Point

Max + 25 per centMax + 20 Shore AMax – 35 deg. C

* Only one set of specification viz. ASTM or DIN shall befollowed depending on the source of supply

Clause 2607.1.3 Fabrication (Pre-installation)

a) The strip seal joint system and all its component partsincluding anchorages shall be supplied by themanufacturer / system supplier.

b) The width of the gap to cater for movement due to thermaleffect, prestress, shrinkage and creep, superstructuredeformations (if any) and sub-structure deformation (if any)shall be determined and intimated to the manufacturer.Depending upon the temperature at which the joint is to beinstalled, the gap dimension shall be preset.

c) Each strip seal expansion joint system shall be fabricatedas a single entity unless stage construction or excessivelength prohibits monolithic fabrication. It shall fit the fullwidth of the structure as indicated on the approveddrawing. The system shall be pre-set by the manufacturerprior to transportation. Presetting shall be done inaccordance with the joint opening indicated on thedrawing.

d) The finally assembled joint shall then be clamped andtransported to the work site.



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a) For transportation and storage, auxiliary brackets shall beprovided to hold the joint assembly together.

b) The manufacturer/supplier shall supply either directly to theEngineer or to the Bridge Contractor all the materials ofstrip seal joints including sealants and all other accessoriesfor the effective installation of the joints.

c) Expansion joint material shall be handled with care. It shallbe stored under cover on suitable lumber padding.


a) The joint shall be installed by the manufacturer/supplier ortheir authorized representative who will ensure complianceto the manufacturer's instructions for installation.

b) Taking the width of gap for movement of the joint intoaccount, the dimensions of the recess in the decking shallbe established in accordance with the drawings or designdata of the manufacturer. The surfaces of the recess shallbe thoroughly cleaned and all dirt and debris removed. Theexposed reinforcement shall be suitably adjusted to permitunobstructed lowering of the joint into the recess.

c) The recess shall be shuttered in such a way thatdimensions in the joint drawing are maintained. Theformwork shall be rigid and firm.

d) Immediately prior to placing the joint, the presetting shallbe inspected. Should the actual temperature of thestructure be different from the temperature provided forpresetting, correction of the presetting shall be done. Afteradjustment, the brackets shall be tightened again.

e) The joint shall be lowered in a pre-determined position.Following placement of the joint in the prepared recess, thejoint shall be leveled and finally aligned and the anchoragesteel on the one side of the joint welded to the exposedreinforcement bars of the structure. Upon completion, thesame procedure shall be followed for the other side of thejoint. With the expansion joint finally held at both sides, theauxiliary brackets shall be released, allowing the joint totake up the movement of the structure.

f) High quality concrete shall then be filled in to the recess.The packing concrete must feature low shrinkage andhave the same strength as that of the superstructure, butin any case not less than M-35 grade. Good compactionand careful curing of concrete is particularly important.After the concrete has cured, the movable installationbrackets and shuttering still in place shall be removed.

g) The neoprene seal shall be field installed in continuouslength spanning the entire roadway width. To ensureproper fit of the seal and enhance the ease of installation,dirt, spatter or standing water shall be removed from thesteel cavity using a brush, scrapper or compressed air.The seal shall be installed without any damage to the sealby suitable hand method or machine tools.

h) As soon as the concrete in the recess has become initiallyset, a sturdy ramp shall be placed over the joint to protect


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the exposed steel beams and neoprene seals from the sitetraffic. Expansion joint shall not be exposed to trafficbefore the carriageway surfacing is placed.

i) The carriageway surfacing shall be finished flush with thetop of the steel sections. The actual junction of thesurfacing / wearing coat with the steel edge section shallbe formed by a wedge shaped joint with a sealingcompound. The horizontal leg of the edge beam shall becleaned beforehand. It is particularly important to ensurethorough and careful compaction of the surfacing in orderto prevent any premature depression forming in it.


a) All steel elements shall be finished with corrosionprotection system.

b) For neoprene seal, the acceptance test shall conform tothe requirements stipulated in Table 1. Themanufacturer/supplier shall produce a test certificateaccordingly, conducted in a recognized independentlaboratory in India or abroad.

c) The manufacturer shall produce test certificates indicatingthat anchorage system had been tested in a recognizedlaboratory to determine optimum configuration ofanchorage assembly under dynamic loading.

d) Prior to acceptance 25 percent of the completed andinstalled joints, subject to a minimum of one joint, shall besubjected to water tightness test. Water shall becontinuously ponded along the entire length for a minimumperiod of 4 hours for a depth of 25 mm above the highestpoint of deck. The width of ponding shall be at least 50 mmbeyond the anchorage block of the joint on either side. Thedepth of water shall not fall below 25 mm anytime duringthe test. A close inspection of the underside of the jointshall not reveal any leakage.

e) Investigation of fatigue strength of the edge beam sectionwith anchorages to withstand 2 x 106 load change cyclesof 85 KN vertical load and 10 KN of horizontal load withoutshowing sign of distress shall be required. The suppliershall produce a test certificate in this regard conducted in arecognized laboratory in India or abroad.

f) As strip seal type of joint is specialized in nature, generallyof the proprietary type, the manufacturer shall be requiredto produce evidence of satisfactory performance of thistype of joint.


The materials shall be tested in accordance with thesespecifications and shall meet the prescribed criteria. Themanufacturer/supplier shall furnish the requisite certificatesfrom the recognized testing laboratory of India or abroad.

Clause 2607.2 MODULAR STRIP/BOX SEAL JOINT


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Clause 2607.2.1 A modular expansion joint shall consist of two or moremodules/cells to cater to a horizontal movement in excess of70 mm. It shall allow movements in all 3 directions and rotationabout all 3 axes as per design requirements. It shall ensurethat during all movement cycles of the joint, opening andclosing (gaps) of all modules are equal.

Clause 2607.2.2 Component

a) The structural system consisting of two edge beams, oneor more central/separation beams or lamellas and crosssupport bars supporting individual or multiple centralbeams to transfer the loads to the bridge deck through theanchorage system.

b) Resilient or shock absorption support system for centralbeams as well as support bars to dampen dynamic loadingthus reducing the forces transmitted to the substructureand anchorages and also to accommodate vertical andtransverse movements apart from longitudinal movement.

c) Sliding or control system which allows closing and openingof the joint and also ensures that all modules open andclose equally.

d) Mechanically locked sealing system of chloroprene whichprovides watertight, noiseless and easy replacementsystem.

Clause 2607.2.3 Materials

a) Edge and Central Beams

These shall be either extruded or hot rolled steel sections orcold rolled cellular steel sections including continuously shopwelded sections for central beams with suitable profile tomechanically lock the sealing element in place throughout thenormal movement cycle. Further, the configuration shall besuch that the section has a minimum thickness of 10 mm allalong the cross section (flange & web). The thickness of lipsholding the seal shall not be less than 6mm. The cold rolledcellular sections shall be relieved of any locked in stressesthrough annealing process. These shall be closed at both endsand be air tight after installation of seal to prevent ingress ofmoisture in the hollow portion. The minimum height of edgebeams and central beam sections shall be 80 mm. Minimumcross sectional area of edge beam shall be 1500 sq. mm. Thematerial shall conform to any of the steel grade correspondingto RST 37-2 or 37-3 or 52-3 (DIN), ASTM A36 OR A588,CAN/CSA Standard G 40.21 Grade 300 W or equivalent. Thematerial for support bars may be same as that of edge/centralbeams or as per manufacturer's recommendations.

b) Chloroprene Seal


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This shall be performed extruded single strip or cellular sectionof chloroprene of such a shape as to promote self removal offoreign material during normal joint operation. The seal shallpossess high tear strength and be insensitive to oil, gasolineand ozone. It shall have high resistance to ageing and ensurewater tightness.

Chloroprene seal shall conform to clause 915.1 of IRC: 83(part-II). The properties of chloroprene shall conform to Table2 – Strip Seal Element Specification of these specifications.

c) Anchorage

The anchorage steel shall conform to IS: 2062 or equivalent.

Edge beam shall be anchored to the deck by anchor platescast in concrete or a combination of anchor plate andreinforcing bars. Anchor plates or loops shall be anchored bypassing transverse bars through the loops or plates.

The minimum thickness of anchor plate shall be 12mm.Anchor bars on each side of the joint shall not be less than1600 sq. mm per metre length of the joint and the centeranchor bars to center spacing shall not exceed 250 mm. Theultimate resistance of each anchorage shall not be less than600 KN/m in any direction. The anchor loop at the edgeprofiles should be at right angle to the joint. Planned deviationsof this direction are allowable only for the range of 900 +/- 200.(The anchoring reinforcement of the construction must lieparallel to the anchor loops.)

d) Support and Control System

The overall system and components of the resilient/shockabsorption system and sliding / control system shall conform tothe specifications recommended by the manufacturer. Thecenter to center spacing of transverse support bars shall notexceed 1.75 m.

e) Corrosion Protection

All steel section shall be protected against corrosion by hot dipgalvanizing or any other approved anti corrosive coating with aminimum thickness of 100 micron.

Clause 2607.2.4 Fabrication (pre-installation)

a) The modular expansion joint system and all its componentparts including anchorages shall be supplied by themanufacturer.

b) The width of the gap to cater for movement due to thermaleffect, prestress, shrinkage and creep, superstructuredeformations (if any) and sub-structure deformation (if any)


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shall be determined and intimated to the manufacturer.Depending upon the range of temperature at which thejoint is likely to be installed, the gap dimension shall bepreset.

c) Each modular expansion joint system shall be fabricatedas a single entity free from any joint in the longitudinaldirection unless stage construction or excessive lengthprohibits monolithic fabrication. It shall fit the full width ofthe structure as indicated on the approved drawing. Thesystem shall be pre-set by the manufacturer prior totransportation. Pre-setting shall be done in accordancewith the joint opening indicated on the drawing.

d) The finally assembled joint shall then be clamped andtransported to the work site.


a) For transportation and storage, auxiliary brackets shall beprovided to hold the joint assembly together.

b) The manufacturer / supplier shall supply either directly tothe Engineer or to the Bridge Contractor entire assembly ofModular Strip / Box Seal joints including sealants and allother accessories for the effective installation of the joints.

c) Expansion joint material shall be handled with care. It shallbe stored under cover on suitable lumber padding.


a) The joint shall be installed by the manufacturer/supplieronly.

b) Taking the width of gap for movement of the joint intoaccount, the dimensions of the recess in the decking shallbe established in accordance with the drawings or designdata of the manufacturer. The surface of the recess shallbe thoroughly cleaned and all dirt and debris removed. Theexposed reinforcement shall be suitably adjusted to permitunobstructed lowering of the joint into the recess.

c) The recess shall be shuttered in such a way thatdimensions in the drawings are maintained. The formworkshall be rigid and firm.

d) Immediately prior to placing the joint, the presetting shallbe inspected. Should the actual temperature of thestructure be different from the temperature provided forpresetting, correction of the presetting shall be done. Afteradjustment, the brackets shall be tightened again.

e) The joint shall be lowered in a pre-determined position.Following placement of the joint in the prepared recess, thejoint shall be leveled and finally aligned and the anchoragesteel on one side of the joint welded to the exposedreinforcement bars of the structure. Upon completion, thesame procedure shall be followed for the other side of thejoint. With the expansion joint finally held at both sides, theauxiliary brackets shall be released, allowing the joint totake up the movement of the structure.


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f) Controlled concrete having strength not less than that insuperstructure subject to the minimum of M-35 shall befilled into the recess. The packing concrete must featurelow shrinkage. Good compaction and careful curing ofconcrete is particularly important. After the concrete hascured, the movable installation brackets and shuttering stillin place shall be removed.

g) The chloroprene seal shall be field installed in continuouslengths spanning the entire roadway width. To ensureproper fit of the seal and increase the ease of installation,dirt, spatter or standing water shall be removed from thesteel cavity using a brush, scraper or compressed air. Theseal shall be installed without damage to the seal bysuitable hand method or machine tools.

h) As soon as the concrete in the recess has become initiallyset, a sturdy ramp shall be placed over the joint to protectthe exposed steel beams and neoprene seals from sitetraffic. Expansion joint shall not be exposed to trafficloading before the carriageway surfacing is placed.

i) The carriageway surfacing shall be finished flush with thetop of the steel sections. The actual junction of thesurfacing / wearing coat with the steel edge section shallbe cleaned beforehand. It is particularly important toensure thorough and careful compaction of the surfacing inorder to prevent any premature depression forming in it.


a) All steel elements shall be finished with corrosionprotection system.

b) For Chloroprene seal, the acceptance test shall conform tothe requirements stipulated in clause 2607.1.2 (d).

c) The manufacturer shall produce a test certificateaccordingly, conducted in a recognized laboratory, in Indiaor abroad.

d) Fatigue strength of internal beams and support connectionshall be investigated to withstand 2 million cycles of verticalload of 85 KN and a horizontal load of 10 KN withoutshowing signs of distress. The supplier shall have toproduce a test certificate in this regard conducted by arecognized laboratory from India or abroad.

e) The manufacturer shall produce test certificates indicatingthat anchorage system had been tested in a recognizedlaboratory to determine optimum configuration ofanchorage assembly under dynamic loading.

f) Prior to acceptance 25 percent of the completed andinstalled joints, subject to a minimum of one joint, shall besubjected to water tightness test. Water shall becontinuously ponded along the entire length for a minimumperiod of 4 hours for a depth of 25 mm above the highestpoint of deck. The width of ponding shall be at least 50 mmbeyond the anchorage block of the joint on either side. Thedepth of water shall not fall below 25 mm anytime during


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the test. A close inspection of the underside of the jointshall not reveal any leakage.

g) As Modular strip / box seal type of joint is specialized innature, generally of the proprietary type, the manufacturershall be required to produce evidence of satisfactoryperformance of his product.


The materials shall be tested in accordance with thesespecifications and shall meet the prescribed criteria. Themanufacturer / supplier shall furnish the requisite certificatesfrom the recognized testing laboratory in India or abroad.


Clause 2609 MEASUREMENT FOR PAYMENT Insert the following as the second sentence of this clause:

“The expansion joint shall be measured along the width of thedeck slab from one end to the other, including length throughfootpaths and parapets.”

SECTION 2700 WEARING COAT AND APPURTENANCES

CLAUSE 2702 WEARING COAT

Clause 2702.1 Bituminous Wearing Coat

Clause 2702.1.1 This Clause shall read as follows:

“Wearing coat shall be constructed as shown in drawings.”

Clause 2702.1.2 This following shall be added under this sub-clause:

Measurement: The unit of measurement shall be squaremetres.

Unit Rate: The contract unit rate for wearing coat shallinclude the cost of prime coat, 15 mm thick mastic asphalt,overlaid with 50 mm thick BC and all labour, material, toolsand plants and other costs necessary for construction of thework as per specifications.

CLAUSE 2703 RAILINGS AND PARAPETS

Clause 2703.3 Cast-in-Situ Concrete Railings.

The heading shall be read as follows:

“Cast-in-Situ Railings and parapets”


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Last sentence of the third paragraph shall be replaced by thefollowing.

“Location of construction joints shall be determined inadvance and approved by the Engineer”

Add new sub-clause as follows.

CLAUSE 2703.5 CONCRETE CRASH BARRIER BRIDGES

Clause 2703.5.1 General

This work shall consist of construction, provision andinstallation of concrete crash barrier on the bridge deck /approach slab / approaches locations and of dimensions asshown in the drawings or as directed by the Engineer.

Clause 2703.5.2 Materials

All materials shall conform to Section 1000, as applicable, andrelevant clauses in Section 1600 shall govern the steelreinforcement. The concrete barriers shall be constructedeither by the “cast-in-place with fixed forms” method or the“estrusion or slip form” method or a combination thereof withthe approval of the Engineer. Where “extrusion or slip form”method is adopted, full details of the method and literatureshall be furnished.

Grade of concrete for crash barrier shall be as per BOQ or asdirected by Engineer.

An expansion joint with Polysulphide Joint sealants andbituminous fibreboard shall be provided in the crash barriersat the location of expansion joints / gaps on the bridge,approaches etc.,

Clause 2703.5.3 Construction Operations

The location of crash barrier shall be strictly adhered to asshown in the drawing and as directed by the Engineer.Concrete crash barriers shall present a smooth, uniformappearance in their final position, conforming to the horizontaland vertical lines shown on the plans or as ordered by theEngineer and shall be free of lumps, sags or otherirregularities. The top and exposed faced of the barriers shallconform to the specified tolerances, as defined in Clause809.4, when tested with 3m straight edge, laid on the surface.

Clause 2703.5.4 Tolerance

The overall horizontal alignment of crash barrier and rails


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shall not depart from the road alignment by more than+30mm, nor deviate in any two successive lengths fromstraight by more than 6mm and the faces shall not vary morethan 12mm from the edge of a 3m straight edge. Barriersshall be at the specified height, as shown in the plans, abovethe edge of the nearest adjacent carriageway or shoulder,within a tolerance of +30mm.

Clause 2703.5.5 Measurements for Payment

All barriers will be measured in running metre. The sealing ofopening in crash barrier at expansion joints with polysulphiderubber sealant and bituminous fibreboard as per sub-clause2703.6 shall be incidental to work. The painting over crashbarrier shall not be measured / paid separately and isincidental to the work. The cost of GI pipe over crash barrier,MS plate and painting over GI pipe shall be incidental to thework.

Clause 2703.5.6 Rate

The Contract unit rate shall include full compensation forfurnishing all labour, materials, tools, equipment andincidental costs necessary for doing all the work involved inconstructing the concrete barrier complete in place in allrespects as per these Specifications.

Add new sub-clause as follows:

Clause 2703.6 Polysulphide Rubber Joint Sealant

Polysulphide Joint Sealants with bituminous fibreboard shallbe provided in the expansion joints / gaps in crash barriers.

Before Joint it shall be ensured that the top of the fiber boardand the concrete faces are dry, sound, free from dirt, greaseand other loose foreign matters. A thin coat of primer shall beapplied only on the concrete faces with a brush. The primershall be allowed to air dry before applying sealant. Thecomponents of the sealant i.e., base and hardener shall bemixed in the slow speed mechanical mixer till uniform clor isobtained. Placement of the mixed sealant shall be done witheither catridge of fully enclosed gun barrels within 30 minutesof mixing. Manufacture’s recommendation shall be followed.

The sealing compound shall be two packs, low modulus ofelasticity, polysulphide elastomer having no tar or bituminousingredients such as Cico T-680 or equivalent with followingproperties of the cured compound.

Tensile strength : 0.4 Mpa +10%Modulus of elasticity : At 100% elongation:


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.15 MpaElongation : Elongation at break

550%Hardness : Shore “A” hardness

22+3 @250C

Operating temperature : -200C to + 800CShrinkage : Less than 1%Permanent dynamic movement : + 25%Capability

Polysulphide material shall be approved by the Engineer priorto procurement and use.

Measurements for Payment

Cost for providing Polysulphide Joint sealants and bituminous,fibreboard in the Expansion Joints in Crash Barriers shall bedeemed to be included in the unit rate of Crash Barrier andshall not be measured separately.

Clause 2704 APPROACH SLAB

Replace first paragraph of this clause with the following:

“Provision of approach slab shall be in accordance with“Guide lines regarding approach slab for bridges” given inMOST circular no. RW/NH-34015/2/86-S&R dated 22 June1994.”

Delete second sentence of the last paragraph of this clause.

CLAUSE 2706 WEEP HOLES


“Weep holes shall be provided in solid plainconcrete/reinforced concrete, brick or stone masonryabutments, wing walls, return walls as shown on the drawingsor as directed by the Engineer to drive moisture from the backfilling. Weep holes shall be provided with 100 mm diameterA.C. pipe and shall extend through the full width of concretewith slope of about 1 vertical: 20 horizontal towards thedraining face.

The spacing of weep holes shall generally be 1 m in eitherdirection or as shown on the drawing with the lowest at about150 mm above the low water level or ground level whicheveris higher or as directed by the Engineer.”

CLAUSE 2709 RATE


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The Second paragraph shall read as follows:

“The contract unit rate of parapets and railings shall includethe cost of all labour, materials, tools and plants required forcompleting the unit in accordance with these specifications”.


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SECTION 2800 Repair of Structures

Clause 2809 DISMANTLING OF CONCRETE WEARING COAT

Read title as follows:

DISMANTLING OF EXISTING WEARING COAT,EXPANSION JOINTS AND DRAINAGE SPOUTS

Clause 2809.1 Commencement of Dismantling

Add the following as item (iv)

“(iv) The existing wearing coat, concrete as well as bituminousoverlay, shall be removed for the entire length includingapproach slab for all minor bridges with solid slabsuperstructure. Only damaged portion of wearing coat shall beremoved for major bridges and minor bridges with T-Beam andslab superstructure.”

Clause 2809.2 This Clause shall read as follows:

The removal operations shall be carried out mechanicallyusing pavement breakers and compressors. Removal shall bedone carefully to avoid damage to any part of the existingstructure. In delicate locations, for example around spouts,removal shall be done by manual methods. After removal, theconcrete deck surface shall be closely inspected for identifyingany distress such as cracks, pockets of loose or honeycombedconcrete etc. The deck surface shall be thoroughly cleanedwith special efforts to remove any loose material. Expansionjoints and spouts shall be removed carefully so that deckconcrete is not damaged.

Clause 2809.3 Precautions During Dismantling Work

Add the following at the end of this clause:

“Dismantled material shall not be stacked on the deck nor shallit be thrown below the bridge. It shall be neatly piled at pointsdesignated by the Engineer with all leads and lifts. Materials,which can be used or auctioned, shall be stored in neat piles atlocations designated by Engineer with all leads and lifts.”

New clauses 2811 to 2831 shall be added after Clause2810 as given below and existing clauses 2811, 2812 and2813 shall be renumbered as 2832, 2833 and 2834

Clause 2811 DISMANTLING OF EXISTING RAILINGS, KERBS,FOOTPATH SLABS, PART OR COMPLETE DECK SLABS,APPROACH SLABS AND DAMAGED CONCRETE IN WINGWALLS/RETURNS, PIERS AND ABUTMENTS, RCC/BRICKMASONRY, ENCLOSURES OF BEARINGS


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Railings, kerbs, footpath slabs, part or complete deck slabs,approach slabs and damaged concrete in wing walls/returns,piers and abutments, RCC/Brick Masonry, Enclosures ofBearings of the existing structures shall be dismantled asshown in drawing or as directed by the Engineer.

The work shall be executed in accordance with Section 200clause 202. All damaged concrete in wing walls, returns, piersand abutments shall be thoroughly inspected to identify theextent of dismantling. The decision of the Engineer regardingextent of dismantling shall be final. Care shall be taken toavoid damage to any part of the existing structure. Dismantlingwork for railings and kerbs shall be done carefully such thatthe existing reinforcement, which will project into the new work,is not damaged or lost. Reinforcement shall be cleanedthoroughly.

Dismantled material shall not be stacked on the deck nor shallit be thrown below the bridge. It shall be neatly piled at pointsdesignated by the Engineer with all leads and lifts. Materials,which can be used or auctioned, shall be stored in neat piles atlocations designated by Engineer with all leads and lifts..

Water shall be sprayed to reduce dust while dismantling workis in progress. Dismantling work shall not be carried out atnight, during storms or heavy rain.

Goggles and gas masks shall be worn at the time ofdismantling. Leather gloves shall be worn by the workers atthe time of dismantling. Screens made of G.I. sheets shall beplaced wherever necessary to prevent the flying pieces frominjuring the workers.

Damage caused to any component of the bridge structureduring removal operations shall be restored by the Contractorat his cost. The service lines, if any, shall bedisconnected/diverted before dismantling work commences.

Clause 2812 DISMANTLING OF EXISTING DAMAGED BRICK / COARSERUBBLE MASONRY IN WING WALLS/RETURNS,PARAPET ETC.

Damaged brick / coarse rubble masonry in wing walls / returnsand all brick / coarse rubble parapets shall be dismantled asshown in drawings or as directed by the Engineer.

The work shall be executed in accordance with Section 200clause 202. Damaged brick / coarse rubble masonry in wingwalls / returns shall be thoroughly inspected to identify theextent of dismantling. The decision of the Engineer shall befinal. Care shall be taken to avoid damage to any part of theexisting structure.


297

Dismantled material shall not be stacked on the deck nor shallit be thrown below the bridge. It shall be neatly piled at pointsdesignated by the Engineer with all leads and lifts. Materials,which can be used or auctioned, shall be stored in neat piles atlocations designated by Engineer with all leads and lifts.

Leather gloves shall be worn by the workers duringdismantling. Screens made of G.I. sheets shall be placed,wherever necessary, to prevent the flying pieces from injuringthe workers.

Damage caused to any component of the bridge structureduring removal operations shall be restored by the Contractorat his cost.

Clause 2813 DISMANTLING OF EXISTING WING WALL FORCONSTRUCTION OF ADJACENT 2 LANE BRIDGE – (a)BRICK / COARSE RUBBLE MASONRY (b) CONCRETE

Existing brick / coarse rubble masonry / concrete wing wallshall be dismantled for construction of adjacent 2 lane bridgeas shown in drawings or as directed by the Engineer.

The work shall be executed in accordance with Section 200clause 202. Only portions which interfere with the constructionof the wing wall/return/median wall of the adjacent 2-lanebridge shall be dismantled. The decision of the Engineerregarding extent of dismantling shall be final.

During dismantling all precaution shall be taken to preventfailure of the retained earth of the approaches.

Dismantled material shall not be stacked on the deck nor shallit be thrown below the bridge. It shall be neatly piled at pointsdesignated by the Engineer with all leads and lifts. Materials,which can be used or auctioned, shall be stored in neat piles atlocations designated by the Engineer with all leads and lifts.

Goggles and gas masks shall be worn at the time ofdismantling. Leather gloves shall be worn by the workers.Screens made of G.I. sheets shall be placed wherevernecessary to prevent flying pieces from injuring the workers.

Damage caused to any component of the bridge structureduring removal operations shall be restored by the Contractorat his cost.


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Clause 2814 FIXING DOWEL BARS IN DECK SLAB AND GROUTINGWITH NON-SHRINK FREE FLOW CEMENT GROUT

1 Scope

The work shall consist of fixing TMT bars in the existingconcrete deck slab/other concrete components to facilitatebonding of a structural component with an existing one.

At least 14 days before start of the work, the Contractor shallfurnish detailed methodology of construction includingsources of supply of material, tools, equipment andappliances be used on work, details of personnel andsupervision.

The Contractor's personnel shall be qualified and experiencedin repair and rehabilitation work of such nature.

2 Materials

TMT bars shall conform to Section 1000 and IS-1786.The grout material used for fixing TMT bars in drilled holes inconcrete shall be obtained from a reputed manufacturer andgrout mix shall be prepared in conformity with themanufacturer's recommendations. The material shall be eitherof the following: (a) Two/three component low viscosity epoxy resin system,

having required characteristics of bonding with concreteand resistance to moisture penetration (Resicrete 21 orResicrete 212 of MIS Structural Waterproofing Co. orSIKADUR BTP of MIS Sika Qualcrete or equivalent).

(b) Cement grout in powder form consisting of cement, goodquality sand and admixtures when mixed with requiredamount of water forms a pourable mix to be used forbonding TMT bars in concrete (EXCEM - E1manufactured by MIS Structural Water Proofing Companyor MIS SIKADUR or equivalent).

The epoxy resin system shall conform to Clause 2803.

The cement grout shall basically be shrinkage compensated,chloride free and of very high strength (50 MPa at 28 days).The mix should be capable of pumping or pouring and shallhave excellent bond strength with concrete and steel (bondstrength of 15 MPa with TMT bars at 28 days).

3 Construction Operations


299

The construction operation shall be in the following sequence,and shall be supervised by the Contractor's engineer wellexperienced in such works:

(i) Drill holes of required diameter and depth at desiredlocations as shown on Drawings.

(ii) Clean the hole with air blast through air nozzle of 6-mmdia connected to air compressor to remove the drilledpowder, which may remain inside the drilled hole.

(iii) Mix the required quantity of grout so that the work couldbe completed within the normal setting time as specifiedby the manufacturers.

(iv) Pour required quantity of mixed grout in the holes.

(v) Insert the dowel rod in the hole where grout has beenplaced. Move the rod up and down several times to driveout entrapped air, if any.

(vi) Allow the curing time as per manufacturer'sspecifications.

(vii) Inclined dowels shall be straightened to match theirintended profile only after the grout has finally set andrequired strength has been achieved

4 Measurements for Payment

Measurement for fixing TMT bars in concrete involving drillingin concrete and fixing TMT bar with suitable fixing agent shallbe measured in number of such TMT bars fixed in position.

5 Rate

The contract unit rate for fixing of TMT bars in existingconcrete slab/other components shall include cost of allmaterial, labor, tools and plants, drilling required diameterhole in concrete, placing in position, temporary works, testingand curing and other incidental expenses for the satisfactorycompletion of the work as per the specifications.

Clause 2815 RAILINGS/PARAPETS

Cast-in-situ railings/parapets shall be constructed inaccordance with the requirements of structural concreteSection 1700. The reinforcement shall conform to Section1600. The formwork shall conform to Section 1500. The workin general shall conform to Section 2700 clause 2703.


300

The reinforcement of the railings/parapets shall be welded withthe existing reinforcement of the deck slab and with the dowelbars as shown in the drawings or as directed by the Engineer.

In case there are no old dowel bars, fresh dowel bars shall befixed into deck slab as per clause 2814.

Clause 2816 REPAIR OF CORRODED REINFORCEMENT

Repair of corroded reinforcement (where corrosion hasreduced the diameter of the bar by more than 20%) shall bedone by providing new reinforcement, which is either weldedor firmly secured with the old reinforcement.

1 Material

Steel which is to be used as additional reinforcement wherethe diameter of existing main longitudinal reinforcement hasbeen reduced to 80% of the original, should satisfy therequirements of IS: 226-1975 or IS: 1786-1976. However, theBRC fabric or weld mesh, which are to replace/strengthen thecorroded stirrups, or tie bars, should be from reputedmanufacturers.

2 Repairing Procedure

The exposed reinforcement showing signs of deterioration bycorrosion shall be cleaned by grit blasting.

When corrosion products have been removed, the diameter ofthe reinforcement shall be measured. If the diameter of thereinforcement is found to be reduced to 80% of the original,then additional reinforcement of equivalent diameter free fromrust shall be firmly secured with the old reinforcement,preferably by welding, if existing reinforcement can be weldedor with a lap of at least 40 times the dia of the bar.

Clause 2817 PROVIDING AND FIXING DRAINAGE SPOUTS INCLUDINGSEALING WITH WATER PROOFING MATERIAL

For all existing bridge decks drainage spouts shall be replacedand new drainage spouts shall be provided as shown in thedrawings.

The waterproofing material shall be provided around the areaof drainage spout from the top of the deck.

The work shall be executed in accordance with Section 2700clause 2705 except to the extent modified below.

The work shall be carried out after the wearing coat isremoved. The existing spouts shall be removed carefully withminimum damage to surrounding concrete. The pocket formed


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shall be sufficiently large to ensure good flow and compactionof non-shrink cement grout around the new spout. In case theearlier spouts were provided in railing kerb, holes shall bedrilled in slab without excessively damaging surroundingconcrete.

Clause 2818 REPAIR TO LEACHED, HONEYCOMBED, SPALLEDCONCRETE

Leached, honeycombed, spalled concrete (area of damage <0.5 sq. m.) shall be repaired with 50mm thick (average) PMCmortar in two or more layers with a bond coat of PMC slurrybetween two successive layers.

All loose concrete shall be chipped off with a chipping machineso that loose layers of concrete are removed exposing thereinforcement. All loose concrete sticking with thereinforcement shall be removed. Where reinforcement barsare already exposed, the chipping shall continue so as toexpose half the diameter prior to further treatment. Theconcrete surface shall be thoroughly cleaned with wire brushand oil free air blast. Where the damaged area is large, sandblasting shall be done to clean the reinforcement andsurrounding concrete. If reinforcement is exposed, the sameshall also be cleaned thoroughly. The reinforcement shall becoated with PMC slurry within one hour of cleaning to preventrusting. The PMC slurry shall be brush applied on the cleanedreinforcement ensuring that full surface area is covered inaccordance with the manufacturer’s recommendation.

Before applying PMC repair mortar, the prepared concretesubstrata shall be thoroughly soaked with clean water. Freesurface water shall be removed before priming. The substratashall be primed with PMC slurry.

The specifications for polymer modified cementations (PMC)mortar / debonding slurry are as under:

The anti corrosive polymer latex, which is to be used shouldconsist of water based QA-Acrylic polymer incorporated withnon-alcoholic bipolar corrosion inhibitor. The polymer to beused shall be MONOBOND-2000 or equivalent.

Colour: Milky white liquid

Solid content: The polymer solid content shall be 36 1percent. The particles shall be of nearly spherical shape with adiameter of 0.35 0.05 micrometer. The manufacture shallcertify the above requirements about solid content & grainsize. In order to keep control over quality, the manufactureshall provide infrared absorption spectrum analysis for thematerial to be supplied by them.


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Mixing proportion: Anti-corrosive polymer modified mortar

Cement - 100 parts by weight Monobond 2000 - 40 parts by weight Mix no. 10 Silica Sand - 300 parts by weight

The sand, which is to be used for constituting the PMC repairmortar, should be silica sand as the basic material, which iscategorized in two groups.

a) Coarse Silica andb) Fine Silica

The grading of the above groups should follow the limitsprovided below.

Quartz sand mix No. 10

I.S. SieveNo.

Percentage passing byweight

10 mm 100 4.75 mm 1002.36 mm 100

1.18 mm 85 - 90600 microns 45 - 55300 microns 15 - 20150 microns 5 - 10 75 microns 0 - 3

In the event of using local sand, the sand to be used mustsatisfy the limits of deleterious materials & the requirements ofsoundness as given in Clause 3.2.1 & Clause 3.6 respectivelyof IS: 383. Confirmatory test shall be conducted by thecontractor and sample kept for comparison by the engineer.

Curing:

Anti-corrosive polymer modified mortar curing procedure applyto normal weather conditions. Under hot weather, precautionsshall be taken to avoid drying. PMC work should be carried outat a temperature below 40o C.

Under unusual condition weather conditions e.g. high humidityand / or high wind velocity or imposed constraints, specialcuring procedure shall be followed for which approval shall beobtained from the Engineer.

Air-drying shall be considered to have taken place only duringfavourable uninterrupted weather condition existing throughoutthe recommended drying period. Some judgments shall bemade in this respect and if conditions are deemedunfavourable for drying to occur, then drying must be


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prolonged for the recommended full period after the weatherclears.

As PMC work proceeds, precautions shall be taken to preventrapid drying of the PMC repair mortar. This is usuallyaccomplished by covering the filled surfaces with animpermeable sheet shortly after the work has been done. Thesheet shall be kept in place until further work is carried outover the mortar or in case where the mortar is likely to bedisturbed, the sheet shall be kept in place for 24 hours.

No foot traffic for further work shall be allowed over mortaruntil 12 hours from the time of the completion of work.

Curing compound may also be used as curing membrane.Care shall be taken to ensure complete covering particularlyaround the interface with the host concrete.

For the first day, the repaired concrete patch shall beprotected from harsh environment by laying a polythene sheetover it, lapping down the edges.

Mixing PMC:

Methods of Mortar mixing

To mix PMC, it is necessary to have the following items:

A suitable sized non-ferrous mixing container, preferablyplastic;A high-speed drill with mixing paddles; andPromark batching containers for measuring outcomponents to be mixed.

Pour all the liquid polymers latex into mixing container.

Shake the latex to disperse the solid uniformly throughout theliquid before use.

Begin mechanical mixing and while doing so, slowly add thedry components, i.e. cement & sand.

Mix for about 5 minutes until solids have been well dispersed.The resulting mix should look uniform, feel creamy and be freefrom lumps & grits.

Precautions shall be taken not to entrap an excessive amountof air into the mix during mixing.

Since the desired consistency depends on type & brand ofcement as well as weather conditions, start a trial mix with areduced amount of cement. Once all components are mixed,add cement if necessary to achieve the desired consistency.Record the amounts of cement required and use this for


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subsequent mixes. Do not reduce the quantity of cement notedin the Mix Proportions.

In case the slurry sets before application of mortar, a freshcoat of slurry shall be applied. Under no circumstances, watershall be added in PMC repairs mortar mix. Unused mortar ormortar which has partially set, shall not be re-mixed & used.

Mechanical Strength of Mortar:

Anti-corrosive polymer modified mortar shall have thefollowing:

7 days 28 daysCompressivestrength

18 N/mm2 38 N/mm2

Flexural strength(IS 5816 –1959)

- 10 N/mm2

Split tensilestrength(IS 5816 –1959)

- 6 N/mm2

For anti –corrosion polymer modified bonding slurry:

The anti-corrosive polymer modified bonding slurry shall beQA Acrylic base MONOBOND 2000 or equivalent.

The bonding slurry should remain in tacky state prior to placingof the freshly mixed concrete or mortar with mechanicalstrength of polymer modified bonding slurry.

Mixing proportions of Bonding Slurry shall be as follows:

Cement - 100 parts byweightMONOBOBD 2000 - 40 parts by weightFine Silica sand - 100 parts by weight

The fine silica sand, which is to be used for consistency inanti-corrosive polymer modified bonding slurry, should be withfine silica sand with following sieve sizes.

I.S. Sieve No. Percentage passing by weight10 mm 1004.75 mm 1002.36 mm 1001.18 mm 100600 icrons 90-100300 crons 40-60


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150 icrons 0-1075 microns 0-3

Mechanical Strength of Bonding Slurry

Bond Strength –

WET - 3-4 N/mm2 DRY - 7-8 N/mm2

Above bonding slurry should conform to the followingproperties:

ASTM-C1059-86 (Latex agents for bonding fresh to oldconcrete)

ASTM-C1042-86 (Bond strength of latex system withcement)

Pot life: 1 hour for 5 kg bonding slurry mix.

Clause 2819 REPAIR TO VOID IN ARCHES WITH PMC MORTAR

The voids created in the masonry arches by dislodged stonesshall be filled with PMC mortar.

The surface shall be thoroughly cleaned with wire brush andoil free air blast. Before applying PMC repair mortar theprepared substrata shall be thoroughly soaked with cleanwater. Free surface water shall be removed before priming.The substrata shall be primed with PMC slurry. Repair mortarshall be applied before primer has set i.e. within 20-30minutes. The mortar shall be applied with trowel and shall bewell worked inside and compacted. The surface shall besmooth finished to match the adjacent surface. Unused mortaror mortar which has partially set shall not be used. Mortar shallbe applied in layers to avoid sagging. Manufacturer’srecommendation shall be followed.

Clause 2820 SEALING OF CRACKS IN CONCRETE IN PIER /ABUTMENT CAPS, SLABS, GIRDERS, PEDESTAL WALLSETC. WITH EPOXY RESIN INJECTION

The work is to seal all cracks in concrete in pier/abutmentcaps, slabs. girders, pedestal walls etc.

The work shall be executed in accordance with Section 2800,clauses 2803 & 2804.

The cracks shall be sealed with epoxy mortar prior to injection.Epoxy for mortar shall be Resicrete 2115 or equivalent. Epoxyfor injection shall be Resicrete 21 or equivalent.


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The epoxy resin material shall be approved by the Engineerprior to procurement and use.

Clause 2821 INSPECTION & CLEANING OF BRIDGE BEARINGS ANDGREASING OF STEEL ROCKER-ROLLER / PLATEBEARINGS AND REMOVAL OF ALL DEBRIS AROUNDBEARINGS

The work shall consist of inspection of bearings to checkwhether the bearings are functioning properly and if any partsof the bearing or nuts and bolts are missing, to replace them.The work shall also include cleaning of bearings and oiling andgreasing of metallic bearings, wherever required. Realignment/ readjustment of bearings, and replacement of missing partsof metallic bearings, requiring jacking up of superstructure isexcluded from the scope of work. Replacement of existingbearings with new bearings is also excluded from the scope ofthe work.

The area around the bearings and their pedestals shall becleared of all debris, vegetation, dust etc. and cleaned forproper inspection.

When grease boxes are fixed around the metallic bearings, (a)the same shall be permanently removed along with old greaseand (b) bearings shall be cleaned for proper inspection.

In case of elastomeric bearings, these shall be inspected fortheir proper seating, rotation, bulging, cracking, splitting etc.and a record thereof shall be provided to the Engineer fornecessary instructions.

In respect of metallic bearings, fresh graphite grease asapproved by the Engineer shall be applied to the surfaces,which are sliding, rotating or moving due to movements inbearings. The materials, specially, graphite grease, requiredfor oiling and greasing of metallic bearings, wherever required,shall be as per approval of the Engineer. Grease used shall besuch that it retains its properties for long life and shall notaffect the bearing parts.

All other surfaces of the metallic bearings shall be cleaned ofall rusts, corrosion and a coat of anti corrosive oil paint appliedas per directions of the Engineer.

Missing parts of metallic bearings, nuts and bolts etc. shall bereplaced by the Contractor at no extra cost to the Employer.

Clause 2822 CONTROLLED JACKING UP OF SUPER STRUCTURE,RESETTING / REPLACEMENT OF ROCKER AND ROCKERCUM ROLLER BEARINGS, SEGMENTAL BEARINGS ANDELASTOMERIC BEARINGS


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The work shall be executed before laying of new wearing coatand expansion joint. The superstructure shall be jacked upnominally at abutment end for resetting of the bearings.Jacking up of superstructure is a specialised work. Contractorshall furnish a methodology statement with his proposal forresetting/repair of bearings. Lifting shall be done throughhydraulically operated jacks. The jacks shall be placed undercross diaphragm. Adequate distribution plates shall be placedat top and bottom of the jack to reduce the stress on concrete.If the soffit of the cross diaphragm is weak, the same shall befirst repaired with epoxy mortar and/or epoxy injection andlifting will commence only after such repair is fully cured. Inaddition to jacks, the span will also be supported on packingplates which shall be placed under the cross diaphragmbetween the jacks. The extent of lifting shall be decided by theEngineer.

Only proven type of jacks shall be used. These jacks shall beprovided with lock-nut system. The jacks shall be randomlytested for 1.5 times the capacity. In lifted condition the spanwill be supported on the lock-nut arrangement of the jacks withno pressure on the hydraulic circuit. The contact stress onconcrete shall not exceed 30 MPa. Suitable M.S. distributionplates have to be provided at top and bottom of the jack forthis purpose. All jacks shall be connected to a common pumpand it will be ensured that the deck is rifted equally upstream &downstream. For monitoring this, dial gauges shall beprovided. Only steel packing plates shall be used.Specifications for epoxy mortar/epoxy injection shall befollowed for repair to soffit of cross diaphragm.

The cross diaphragms shall be closely watched during liftingand also for the entire duration when the span is supported onjacks and packings. If development of cracks is observed, thelifting will be stopped and alternate arrangement for supportingthe superstructure shall be made subject to approval of theEngineer.

The cost of all operations under this clause including all toolsand plants. Materials, jacks, pumps, labour etc. shall beincidental to cost of resetting / replacement of bearings.

Clause 2823 APPLYING 1:3 CEMENT MORTAR TO EXPOSED SURFACEOF MASONRY OF EXISTING WING WALLS / RETURNS,ABUTMENT AND PIERS


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All exposed masonry surface of existing wing walls /returns,abutments, piers etc. shall be provided with 20mm thickplaster in two layers.

The work shall be in accordance with Section 1300.

Clause 2824 BUILDING UP OF EXISTING WING WALLS / RETURNSAND RETAINING WALL AT SIDES OF APPROACH SLABSWITH BRICK MASONRY AND FINISHING WITH 1:3CEMENT MORTAR 20mm THICK

Existing wing walls and returns wherever deficient shall bebuilt up and retaining walls shall be constructed at sides of theapproach slabs as shown in the drawings or as directed by theEngineer.

The work shall be done in accordance with Section 1300.Masonry for construction of short retaining walls at sides ofapproach slab shall be laid over a 100mm thick M 15 PCCleveling course.

Clause 2825 SEALING OF WIDE GAPS AT JUNCTION OF WING WALLAND ABUTMENT WITH BRICK BATS AND FINISHING WITH1:3 CEMENT MORTAR INCLUDING PROVIDINGBITUMINOUS DEBONDING LAYER

Due to settlement of wing wall, the gap created at the junctionof the wing wall and the abutment, shall be sealed by fillingwith brickbats and finishing with plaster.

The abutment face of the gap shall be coated with one layer ofbituminous compound. The gap shall be filled with bricks batsand rammed. The vertical exposed surface of the gap shall beplastered. Thereafter cement slurry shall be poured from thetop under gravity till refusal. The top surface of the gap shallthen be plastered and finally finished.

Clause 2826 EARTH FILLING BELOW APPROACH SLAB

This should include:

(a) Excavating the embankment, sub-grade etc. to therequired depth

(b) Refilling with suitable sub-grade fill, pavement base or subbase to specifications


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The work shall be executed in accordance with StandardSpecifications Section 300 Clause 305. The cavities formedbelow the approach slabs shall be filled with approved back fillmaterial. The filling shall be done in layers not exceeding150mm. The masonry retaining wall shall also be built up incompanion layers of 150mm. The compaction shall be donewith the help of suitable equipment after necessary watering

Measurement for Payment

Measurement for payment shall be as per clause 305.8 ofstandard Specification Section 300.

Rate

Rate shall be as per clause 305.9 of standard SpecificationSection 300.

Clause 2827 CASTING OF APPROACH SLAB

The grade of concrete shall be as indicated in drawings / Bill ofQuantities / as directed by the Engineer.

Approach slabs which are cracked, missing or otherwisedamaged shall be recast.

The work shall be executed in accordance with Section 2700clause 2704. The approach slab shall be laid over leanconcrete as per drawing. The base shall be consolidated toproctor density 98%.


The measurement shall be in cubic metre.

Rate

The contract unit rate for approach slab shall include the costof all reinforcement, labour, material, tools and plant andother cost necessary for completion of the work as per theseSpecifications. The rate for base shall include cost of allreinforcement, labour, material, tools and plant required,including preparation of surface and consolidation complete inall respects

Clause 2828 STONE PITCHING ON SLOPES, 300mm THICK, GROUTEDWITH 1:3 CEMENT MORTAR

Slope protection with stone pitching shall be provided atabutments.


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The work shall be executed in accordance with Section 2500.

Slope protection with stone pitching shall be provided atabutments of particular bridge wherever disturbed or required.This will include removing the disturbed slope pitching andrestoring the same and strengthening if required


The stone pitching shall be measured in cubic metre.

Rate

The contract unit rate shall be as per Clause 2510 ofstandard Specification Section 2500.

Clause 2829 PROVIDING AND PLACING IN POSITION MECHANICALLYFABRICATED GABION WALL AROUND ABUTMENT ANDPIERS INCLUDING EXCAVATION AND BACKFILLING

The work shall be executed in accordance with Section 2500clause 2503. Excavation and back filling shall be done inaccordance with Section 300.

Gabions shall consist of a double twisted Zinc & PVC coatedwire mesh container of variable sizes, uniformly partitioned intointernal cells. interconnected with other similar units, and filledwith stone at the site to form flexible, permeable, monolithicstructures. Mechanically fabricated double twisted hexagonalmesh type gabion such as Maccaferri or equivalent conformingto ASTM/ BS specifications shall be used.

Mechanically fabricated double twisted hexagonal mesh shallbe approved by the Engineer prior to procurement and use.

Clause 2830 COMPRESSIBLE PRE-MOULDED ASPHALT FILLERBOARD IN LONGITUDINAL JOINTS

The work shall be done in longitudinal joint between existingand new bridge.

2 mm dia. wire shall be sewn on one face of the filler board asshown in the drawings. The wire shall be at least 300 mm inlength and shall be tied to reinforcement wherever possible.The other face shall be glued to the central verge concrete ofthe existing bridge with approved adhesive. The filler boardshall be positioned vertically 25 mm below the top of the verge.

Premoulded filler board shall be 50mm thick with a toleranceof 1.5mm and of a firm compressible material and complyingwith the requirements of IS : 1838 or BS Specification clauseNo. 2630.


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Filler board material shall be approved by the Engineer prior toprocurement and use.

Clause 2831 POLY-SULPHIDE RUBBER JOINT SEALANT

The work shall be done in longitudinal joint between existingand new bridge.

Before application it shall be ensured that the top of the fiberboard and the concrete faces are dry, sound, free from dirt,grease and other loose foreign matters. A thin coat of primershall be applied only on the concrete faces with a brush. Theprimer shall be allowed to air dry before applying sealant. Thecomponents of the sealant i.e. base and hardener shall bemixed in a slow speed mechanical mixer till uniform color isobtained. Placement of the mixed sealant shall be done witheither cartridge of fully enclosed gun barrels within 30 minutesof mixing. Manufacturer's recommendation shall be followed.

The sealing compound shall be two packs, low modulus ofelasticity, polysulphide elastomer having no tar or bituminousingredients such as Cico T -680 or equivalent with followingproperties of the cured compound.

Tensile strength - 0.4 Mpa 10% Modulus of elasticity - At 100% elongation: 0.15

Mpa Elongation - Elongation at break 550%

Hardness - Shore' A' hardness 22 3@ 25°C

Operating temperature - -20°C to +80°C. Shrinkage - Less than 1%. Permanent dynamic movement - 25 % capability

Polysulphide material shall be approved by the Engineer priorto procurement and use.

Clause 2832 The existing clause 2811 of the Specifications shall berenumbered as 2832.

Clause 2833 The existing clause 2812 of the Specifications shall berenumbered as 2833.

Add the following as items (i) to (dd) i) Dismantling of existing railings, kerbs, footpaths,

approach slabs etc. shall be measured in cubic meterof concrete dismantled;

j) M-35 Concrete parapet with/ without footpath and steelhandrail shall be measured in linear meters;


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k) Dismantling of existing damaged brick masonry shallbe measured in cubic metres of brick masonrydismantled;

I) Dismantling of wing walls shall be measured in cubicmetres;

m) Provision of dowel bars shall be measured in numbers; n) Repair of corroded reinforcement shall be measured in

terms of weight of steel/reinforcement used, in tonne; o) Drainage spouts shall be measured in numbers; p) Repairs to concrete with PMC mortar shall be

measured in square metres with average thickness of20 mm of mortar applied;

q) Sealing of cracks in masonry by cement grouting shallbe measured in terms of weight of cementconsumption in kg;

r) Building up of existing wing walls/return walls/returningwalls shall be measured in cubic metre;

s) Repair of voids in arches shall be measured in cubicmetre of mortar applied;

t) Sealing of cracks in piers, slabs etc. shall be measuredin kgs. of epoxy actually consumed for mortar andinjection;

u) Sealing of gaps between abutment and wing walls shallbe measured in square metres of surface area inelevation i.e. height x width of gap;

v) Earth fill below approach slabs shall be measured incubic metre;

w) Concrete M-30 in approach slab shall be measured incubic metre;

x) Premoulded filler boards shall be measured in squaremetre;

y) Polysulphide joint sealants shall be measured in linearmetres;

z) Cleaning and greasing of bearings shall be measuredin numbers;

aa) Jacking up superstructure will be measured as a lumpsum;

bb) Applying cement mortar to exposed surface of masonryshall be measured in square metres;

cc) Stone pitching shall be measured in cubic metre; dd) Gabion walls shall be measured in cubic metre.

Clause 2834 Existing Clause 2813 shall be renumbered as 2834.

Add the following at the end of the Clause.

i) The contract unit rate for dismantling of existing railingshall include the cost of all materials, labour, tools,plants, disposal of dismantled materials, safetymeasures and all other incidental expenses necessaryfor completion of work as per specifications.

ii) The contract unit rate for dismantling of existing wingwalls shall include the cost of all materials, labour,tools, plants, disposal of dismantled materials, safety


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measures and all other incidental expenses necessaryfor completion of work as per specifications.

iii) The contract unit rate for dismantling of existing railing,kerbs, footpath slabs, approach slabs and damagedconcrete in wing walls/returns, piers and abutmentsshall include all labour, tools, plants, disposal ofdismantled materials, safety measures and all otherincidental expenses necessary for completion of workas per specification.

iv) The contract unit rate for dismantling of existingdamaged brick masonry in wing walls/returns,parapets, etc. shall include all labour, tools, plants,disposal of dismantled materials, safety measures andall other incidental expenses necessary for completionof work as per specification.

v) The contract unit rate for dismantling of existing wingwall for construction of adjacent 2-lane bridge a) Brickmasonry b) Concrete shall include all labour, tools,plants, disposal of dismantled materials, safetymeasures and all other incidental expenses necessaryfor completion of work as per specification.

vi) The contract unit rate for dowel bars shall include thecost of all materials excluding steel reinforcement bars,labour, tools and plant, placing dowel bars in position,wastage, sampling, testing and all other incidentalexpenses necessary for completion of work as perspecifications.

vii) The contract unit rate for providing drainage spoutsshall include the cost of all materials, labour, tools,plants, disposal of dismantled materials, safetymeasures and all other incidental expenses necessaryfor the completion of work as per specification. Thecost of PMC brush topping shall not be paid separately.

viii) The contract unit rate for Repair of corrodedreinforcement shall include the cost of all materials,labour, tools, plants, disposal of dismantled materials,safety measures and all other incidental expensesnecessary for the completion of work as perspecification.

ix) The contract unit rate for repair to leached,honeycombed, spalled concrete shall include the costof all materials, labour, tools, plants, disposal ofdismantled materials, safety measures and all otherincidental expenses necessary for the completion ofwork as per specifications. The cost of PMC brushtopping shall not be paid separately.

x) The contract unit rate for applying cement mortar toexposed masonry surfaces shall include the cost of allmaterials, labour, tools, plants, scaffolding, sampling,testing, curing and all other incidental expensesnecessary for completion of work as per specifications.

xi) The contract unit rate for building up of existing wingwalls / returns and retaining walls at sides of approach


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slabs with brick masonry and finishing with 1:3 cementmortar, 20 mm thick, shall include the cost of allmaterials, labour, tools, plants, scaffolding, sampling,testing, curing and all other incidental expensesnecessary for completion of work as per specifications.

xii) The contract unit rate for sealing of gaps with cementmortar shall include the cost of all materials, labourtools, plants, scaffolding, sampling, testing, curing andall other incidental expenses necessary for completionof work as per specifications.

xiii) The contract unit rate for earth filling below approachslabs shall include the cost of all materials, labour,tools, plants, and all other incidental expensesnecessary for completion of work as per specifications.

xiv) The contract unit rate for approach slabs shall includethe cost of all materials, labour, tools, plants, and allother incidental expenses necessary for completion ofwork as per specifications.

xv) The contract unit rate for providing compressiblepremoulded asphalt filler board shall include the cost ofall materials, labour, tools, plants, safety measures andall incidental expenses necessary for completion ofwork as per specifications.

xvi) The contract unit rate for providing polysulphide jointsealant shall include the cost of all materials, labour,tools, plants, and all other incidental expensesnecessary for completion of work as per specifications.

xvii) The contract unit rate for cleaning of bearing shallinclude the cost of all materials, labour, operations,tools, plants, and all incidental expenses necessary forcompletion of work as per specifications.

xviii) The contract unit rate for controlled jacking up of bridgesuperstructure shall include the cost of all materials,Iabour, operations, tools, plants, safety measures andall other incidental expenses necessary for completionof work as per specifications,

xix) The contract unit rate for stone pitching shall includethe cost of all materials, labour, tools, plants, and allother incidental expenses necessary for completion ofwork as per specifications.

xx) The contract unit rate for gabion walls shall include thecost of all materials, labour, tools, plants, and all otherincidental expenses necessary for completion of workas per specifications.

SECTION 2900 PIPE CULVERTS

Clause 2904 Bedding for Pipe

Delete the word “rammed” in line 6 of paragraph (i) andsubstitute it with “by Roller/or plate vibrator.”


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Clause 2906 JOINTING

Delete the first and second sentences of Para 1 of this Clauseand Substitute.“The pipes shall be jointed by collar. The collars shall be ofRCC 150 to 200mm wide and having the same strength asthe pipes to be jointed”.

Clause 2907 Backfilling

The Second sentence of this clause shall be replaced asbelow:

“The backfill shall be with selected granular material ofapproved quality.”

Clause 2910 Measurement for payment

The first line of second para of this Sub Clause shall be readas:“Selected granular material for pipe bedding shall beconsidered incidental to work and cement concrete beddingshall be measured separately.”

Clause 2911 Rate

The first paragraph under this Sub Clause shall be read as:The Contract unit rate for the pipes shall include the cost ofpipes including loading, unloading, hauling, storing, laying inposition, jointing and cement concrete bedding below the pipecomplete and all incidental costs to complete the work as perthese specifications.

SECTION 3000 MAINTENANCE OF ROAD

Clause 3001 General


"The Specifications shall apply to all items of roadmaintenance works as required to be carried out under theContract or as directed by the 'Engineer'. The works shall becarried out in conformity with the relevant Specifications to therequired level, grade and lines using approved materials. Theworks shall be carried out using light duty machinery ormanual means provided the quality of the end product doesnot suffer. In execution of maintenance works, a reference ismade to the IRC publications: "Manual for Maintenance ofRoads" and "Code of Practice for Maintenance for BituminousSurfaces of Highways, IRC 82 - 1982" for guidance andcompliance wherever applicable. Wherever the Specificationis not clear, good engineering practice shall be adopted in the


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construction to the satisfaction of the Engineer."

Clause 3005 THIS CLAUSE SHALL BE DELETED.

SECTION 3100 REINFORCED SOIL EARTH STRUCTURES

Section 3100 This Clause shall be substituted by Additional Specification.

Add new section 3200

SECTION 3200 UTILITY DUCTS

Clause 3201 Scope

The work shall consist of laying and jointing of RCC pipe NP-4utility ducts in accordance with the requirements of Section2900.

Clause 3202 Laying of Pipes

Laying of Pipes shall be carried out in accordance with clause2905.

Clause 3203 Jointing

The provisions of clause 2906 of the specifications shall befollowed to the extent applicable. The Engineer's decision shallbe final and binding.

Clause 3204 Backfilling

Back filling, where directed by the Engineer, shall be carriedout in accordance with clause 2907 of the specifications.

Clause 3205 Closing of ends

The ends of pipes shall be closed with plastic covers toprevent ingress of foreign materials after the construction.

Clause 3206 Measurement for Payments

The utility ducts shall be measured from end to end in linearmetres.

Clause 3207 Rate

The contract rate for ducts shall include the cost of pipesincluding collars and covers, handling and storing of pipes,laying in positions and jointing complete and all incidentalworks necessary for completion. Excavation including back


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filling, where necessary, shall not be measured and paidseparately and shall be included in the rate for Utility ducts.

ADDITIONAL TECHNICAL SPECIFICATIONS

Clause A-1 DIVERSION OF EXISTING WATER COURSES

Clause A-1.1 Scope

The work shall consist of excavation of new channels fordiverting watercourses existing along the road way alignmentor at cross drainage structures and depositing the excavatedmaterials for closing the existing channels. The location andthe extent of work to be carried out shall be shown on theDrawings or as directed by the Engineer.


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Clause A-1.2 Construction Operations

Excavation of new channels and deposition of excavatedmaterial shall be carried out in accordance with Clause 301.The excavation shall be carried out to such widths and depthsand at such locations as shown on Drawings or as directed bythe Engineer. Deposition of the excavated material on theexisting channels shall be carried out in such a manner thatthe latter gets closed and becomes non-operational. Anysurplus material, if found suitable shall be made use of inembankment construction or sent to spoil as directed by theEngineer.

Clause A-1.3 Measurement of Payment

The excavation of new channels shall be measured in cum. asroad way and drain excavation in accordance with Clause301.

CLAUSE A-2 PLANTATION OF LOW HEIGHT SHRUBS

Clause A-2.1 Scope

The work shall consist of:

a) Planting of saplings in median.b) Planting of low height shrubs with in median area.

Clause A-2.2 Sapling for Low Height Shrubs

The saplings (not less than 300mm in height) shall be ofdraught resistant variety normally grown for hedges in thearea, approved by the Engineer.

Clause A-2.3 Planting of Low Height Shrubs

The low height shrubs saplings shall be planted in two rows,one each along each edge of the median. Bed for the saplingsshall be prepared with necessary manuring, and the livesaplings shall be planted in lines parallel to the median edge tothe directions of the Engineer. Spacing between saplings in arow shall be such that a thick shrub can be grown, and thisshall generally be not farther away than 3m. The planting shallbe completed soon after completion of the medians.

Clause A-2.4 Maintenance


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The saplings of low height shrubs planted shall be wateredand maintained by the Contractor till issue of final taking overcertificate. Maintenance shall also include watering, weedingout of undesirable plants, and replacement of dead plant,manuring and trimming of the hedges.

Clause A-2.5 Measurement for Payment

Planting of low height shrubs along median edges includingmaintenance shall be measured in numbers.

Clause A-2.6 Rates

The contract unit rate for planting of shrubs shall include thecost of all labour and material involved in all the operationsdescribed above including cost of saplings and maintenanceas mentioned above, the cost of supplying and stacking therequisite quantity of manure and other incidentals.

CLAUSE A-3 INTER LOCKING CONCRETE BLOCKS

Clause A-3.1 Scope

The scope of work involves laying of interlocking concreteblocks laid on 30 mm thick prepared sand bed conforming toIRC: SP: 63 – 2004 and laid as shown in the drawings and asdirected by Engineer. The shape of blocks, the source ofsupply, the methodology for laying of blocks shall be gotapproved from Engineer.

Clause A-3.2 Unit of measurement

The unit of measurement shall be the area of the finished itemof work of interlocking blocks measured in plan in sq m.

Clause A-3.3 Rate

The unit cost includes full compensation for laying the sandbed and laying the interlocking tiles including the cost of sandand tiles.

Clause A-4 RAIN WATER HARVESTING STRUCTURE

1. Scope

This work shall consist of construction of Rain WaterHarvesting Structures along roadside drains and otherlocations intended for ground water recharging, as shown inthe drawings or as ordered by the Engineer and inaccordance with the requirements of these Specifications.

2. Materials


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All materials shall meet commercial grade standards andshall be approved by the Engineer before being used in thework.

3. Construction Operations

General

Prior to the start of the relevant construction, the Contractorshall submit to the Engineer for approval his schedules forcarrying out construction of Road Side Drains and RainWater Harvesting Structures. He shall also submit forapproval of his proposed method of construction.

Trench Excavation

Trench for rainwater harvesting structure shall be excavatedto the specified lines, grades and dimensions shown in thedrawings. Where unsuitable material is met with at the trenchbed, the same shall be removed to such depth as directed bythe Engineer and backfilled with approved material whichshall be thoroughly compacted to the specified degree.

Filter Material for Trench

Filter material shall be provided to the dimensions as shownin the drawing and directions of the Engineer. The grading offilter material shall be as per the table given below.

Table 1: Grading for 6 mm to 12 mm material

Sieve Size Percent Passing by weight

13.2

11.2

9.5

5.6

100

90 – 100

70 – 100

0

Table 2: Grading for 12 mm to 20 mm material

Sieve Size Percent Passing by weight

26.5

13.2

100

40


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Sand shall be of coarse graded type with silt content notmore than 8 %.

3.1 Trench Slope Protection

The sloping sides of water courses along the trench shall,where shown on the Drawings, be protected against theaction of water by rubble paving to form flat or curved surfaceas indicated. The protection shall consist of rough dressedsquare stones of size not less than 250 mm in depth nor lessthan 0.02 cum in volume and no rounded boulders shall beused.

4 Measurements For Payment

The work for rainwater harvesting trenches as stated aboveshall be measured in terms of unit specified in Bill ofQuantities.

5 Rate

The Contract unit rate for rainwater harvesting structure shallbe payment in full for carrying out all the required operationsincluding full compensation for all materials, labour, tools andincidentals.

Clause A-5 REINFORCED CONCRETE RETAINING WALLS

1 Description

This work shall consist of stone masonry and reinforcedconcrete retaining walls of the sizes and dimensions shownon the drawings or as approved by the Engineer, installed atthe locations shown on the drawings or as directed by theEngineer in accordance with these Specifications.

2 Materials

2.1 Concrete

Plain cement concrete shall be of grade M15 below thefoundation of the retaining wall as per Clause 1704 ofMOSRTH Specifications.

Structural concrete shall be of grade M30 as per Clause1704 of MOSRTH Specifications.

2.2 Steel Reinforcement

The reinforcement for concrete structure shall be as shownon the drawings or as directed by the Engineer and inaccordance with Clause 1009 of MOSRTH Specifications.


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Formwork material shall conform to Clause 1500 ofMOSRTH Specifications.

2.4 Stone Masonry

Materials for stone masonry work shall conform to theClause 1004 of MOSRTH Specifications.

2.5 Mortar Materials

Portland cement shall conform to the requirements ofClauses 1006 and 1304 of MOSRTH Specifications.

3 Construction

3.1 Excavation and Backfill

Excavation shall be performed in accordance with therequirements of Clauses 304 of MOSRTH Specifications.

Backfill shall be performed in accordance with therequirements of Clauses 305.4.4 of MOSRTH Specifications.

3.2 Formwork

Formwork shall be supplied and fixed in the position requiredfor the concrete to be cast as shown on the drawings or asrequired by the Engineer and shall be supplied, erected andremoved as specified in Clause 1500 of MOSRTHSpecifications.

3.3 Steel Reinforcement

Steel reinforcement shall be furnished, bent and fixed whereshown on the drawings or where required by the Engineerand its furnishing, bending and fixing shall be done inaccordance with Clause 1601 of MOSRTH Specifications.

3.4 Structural Concrete

Structural Concrete grade M30 and Plain cement concretegrade M15 shall be supplied, placed, finished and cured asspecified in Clause 1700 of MOSRTH Specifications.

4. Measurement and Payment

The excavation shall be measured in cubic metres and paidas per Bill of Quantities. .

Backfilling the trenches with excavated materials and


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selected materials shall be measured in cubic metres andpaid as per Bill of Quantities

The quantity of Plain cement concrete shall be measured incubic metres and paid as per Bill of Quantities

The structural concrete shall be measured in cubic metresand paid as per Bill of Quantities.

The steel required shall be measured in tonnes and paid asper Bill of Quantities.

The payment shall be in full compensation for furnishing andplacing all materials including mortar, formwork and for alllabour, tools, equipment and incidentals necessary tocomplete the work prescribed in this section.

Clause A-6 REINFORCED SOIL/ EARTH STRUCTURES

1.0 SCOPE

1.1 All elements comprising the reinforced soil/ earth structuresuch as the facia units, the reinforcement withaccessories/fittings and the select backfill material shall all belaid in conformity with the specifications and in compliancewith the lines, grades, design and dimensions as per theapproved drawings.

1.2 The reinforced soil/ earth structures shall be designed for aservice life of 100 years. The guarantee period for all types ofReinforced Soil/ Earth Structures shall be ten (10) years fromthe date of completion of flyover, underpass, overpass,interchange, bridge works irrespective of defect liability periodspecified elsewhere in the tender document. The contractor(s)shall furnish the guarantee bond as directed by theEngineer-in-Charge.

1.3 The work shall be done in conformity with the MORT&HSpecifications for Road and Bridge works, Reprint 2002. Thedesign shall ensure internal and external stability of thereinforced soil/ earth wall, meeting the requirements of B.S.8006-1995. For external and internal stability analysis underseismic loading French Standard NF 94-220 and AASHTO/ USFederal Highway Administration (FHWA) design guidelines(FHWA-NHI-00-043) shall be followed.

Traffic live loads, traffic impact loads on vehicle safety barriersystem shall be taken in accordance with the designrequirements and earthquake loads as per IS: 1893-2002.

1.4 The Contractor shall submit within one month from the date ofcommencement to the Engineer, the complete design,


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computation and working drawing, and also the methodologyproposed to be adopted for the works.

The submission shall include the following:

i. Existing ground levels including cross-sections thathave been verified by the contractor for each locationinvolving the construction wholly or partially in the originalground.ii. Layout of walls, detailed design calculations anddrawings, material specifications and constructionmethodology including quality control and quality assuranceof different components.iii. Earthwork requirements, specifications for materialsand compaction of fill.iv. Details of drainage systems and any other facilities.v. Test results of soil reinforcing structural element frommanufacturers/ suppliers.vi. Test results of various materials from a reputedindependent laboratory in India or abroad.vii. Detail sub-soil investigation report including field andlaboratory test results in complete.viii. Any other information required in the plans or specialprovisions or requested by the Engineer.

2. Eligibility Conditions

Reinforced soil/ earth structure being a specialized technology,the contractor shall furnish design for approval by the engineerand make his own arrangements to secure the supplies andservices needed. The past experiences and credentials indetails of the specialized agency executing the reinforced wallconstruction shall be submitted well in advance for theapproval of the Engineer.

The reinforced soil/ earth structure technology shall have aproven adoption with regard to durability. The approved agencyshall furnish documentary proof of satisfactory performance oftheir proposed methodology for at least 10 years. Theapproved executing agency shall have successfully completedat least one project of construction of reinforced soil structuresof height not less than 8.0 m. and a total minimum 30,000sq.m. of reinforced soil structures in India. He should provideauthenticated details of licensing and collaborationarrangement, where relevant for prior approval.

3.0 REINFORCED SOIL/EARTH BACKFILL

3.1 The reinforced earth backfill shall be a select granular fillhaving high frictional resistance, low compressibility and freedraining. Coarse-grained soils with limited fines adequatelysatisfy these requirements. Thus, the select granular fill maycontain fines content (passing 75 micron sieve) not exceeding15%. Co-efficient of uniformity (Cu) of the backfill shall be


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greater 2 and the peak angle of internal friction should begreater than or equal to 320. The plasticity index shall notexceed 5%.

The backfill shall also be free from organic or otherwisedeleterious materials so as not to cause corrosion of the soilreinforcement and the facia panels. It shall conform to thefollowing physicochemical requirements.

2 Where metal reinforcement is proposed to be used, the backfillmaterial shall have a resistivity of 5000 ohm-cm or moredetermined based on standard test as directed by Engineerand materials with resistivity less than 1000 ohm-cm areinadequate and shall not be used.

Materials with resistivity between 5000 & 1000 ohm-cm areacceptable provided that in water extracted from soil-water mix,the content of chlorides does not exceed 200 ppm, the contentof Sulphate does not exceed 1000 ppm, and the Ph value is inthe range of >5<10.

The foundation soil’s electrochemical requirements should alsomeet the above criteria. If not, special consideration will begiven to the design of reinforcing element and facing material.

The above criteria applicable only for metal strip reinforcement.

3.3 The select backfill shall be compacted to ensure achievingpeak angle of friction not lower than 32° as established fromtest as per Annexure C, BS 8006 – 1995. For design, effectivecohesion of backfill shall be taken as zero.

3.4 The compacted layer should not be more than 200mm thick.The compaction of backfill material shall be 98% of maximumlaboratory density obtained from modified proctor compactiontest performed as per IS 2720 (Part-8).

3.5 Where metal reinforcement is proposed to be used, water usedfor compaction of the select fill should have minimum resistivityexceeding 700 ohm-cm.

3.6 Quality Control

For every 3000 cum of reinforced earth backfill material orwhenever the approved source is changed, one sieve analysis,one measurement of resistivity, angle of internal friction andmodified Proctor density shall be carried out. Any further testson soil to confirm its suitability as “reinforced earth backfill” canbe decided based on the results of these tests. However,organic and deleterious content, Ph, sulphate and chloridecontent shall be carried out as decided by Engineer.

4.0 REINFORCING ELEMENTS


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1 Either of the reinforcing materials such as high adherence hotdip galvanized steel or polymeric geosynthetics may be usedfor reinforcing the select fill. The reinforcement may be in theform of steel strips, for steel reinforcement and geogrids incase of polymeric geosynthetic reinforcement. The selection ofsuitable reinforcing element shall be as per specificationsgiven in the document and shall be approved by the Engineer.

1 Hot Dip Galvanised Soil Reinforcing Strips & Tie Strips

All metallic components buried in soil shall be made ofelectrolytically compatible materials. Where this is notpossible, effective electrical insulation of durability equal to theservice life of the structure shall be provided between differentmaterials. Shapes and dimensions of these elements shall beas shown on the approved drawings. The minimum width ofthe individual steel strip must be 40mm and minimumthickness must be 5 mm. Tie strips and High AdherenceReinforcing (HAR) steel strips shall be hot rolled. Theirphysical and mechanical properties shall conform to Europeannorms BSEN 10025 or equivalent IS 2062.

Tie strips shall be fabricated from the plain strips of 40 x 4mmwith same specification as of reinforcing strips.

Reinforcing and tie strips shall be cut to the lengths andtolerances shown on approved drawings. Holes for bolts shallbe punched in the locations shown. They shall be carefullyinspected to ensure they are true to size and free from defectsthat may impair their strength or durability.

Bolts and nuts shall be hexagonal in shape and high strengthscrew conforming to European norm E25100 Class 10.9 orequivalent IS. They shall be 12mm in diameter 40mm in lengthwith shank, hot dip galvanized conforming to BS 729 or ASTMA153 or equivalent IS.

The manufacturer shall provide the test results of all physicaland mechanical properties of metallic reinforcement for eachlot or as required by Engineer.

2 Geosynthetics

The maximum allowable design load of the geogrid type shallbe higher than the required tensile load defined by thestability analysis in the Design of the wall structure. Themanufacturers of geosynthetic materials must be able tosupply creep test data/ results for the period of minimum 10years over a temperature of 40o C minimum (Facingtemperature attained in most tropical Indian climates/locations where geosynthetics is connected to the modularblock or facia panel). The post construction strains ingeosynthetics must be restricted below 1.0% for approach


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highway retaining walls and 0.5% for abutments (mixed orpure type) to meet serviceability state requirements.

All quantity control strength of geosynthetics must representminimum average roll values (MARV) only corresponding to95% confidence limit. Testing of geosynthetic for tensilestrength shall be performed in accordance with ASTM D 4595for every 5000 m2 and test data for each lot of material shallaccompany shipments.

1 Geogrid Reinforcement

The geogrid shall be made from high molecular weight andhigh tenacity polyester (PET) yarn or high-densitypolyethylene (HDPE). Materials should be confirming to BIS,ISO 9002, BBA or FHWA. The PET geogrids should satisfythe following electrochemical conditions:

Minimum molecular weight no. > 25000Maximum carboxyl end group no. (CEG) < 30Minimum mass per unit area (ASTM D 5261) > 250 g/

sqm

Polyester geogrids shall be quoted with a protective PVCcoating to maximize the resistance to hydrolysis and enhancedurability during construction and in service.

High-density polyethylene geogrids shall be manufactured byextruded, drawn sheets and by punched and orientationprocess in one direction so that the resulting ribs shall have ahigh degree of molecular orientation, which is continuedthrough the integral transverse bar. It shall contain adequatestabilisers to enhance stability to environmental stresscracking (ESC), photo oxidation (UV exposure) and thermaloxidation. Materials should be confirming to ISO 9002, BBA,and FHWA etc. HDPE geogrids must possess 100% junctionefficiency of QC strength (in accordance to GR1-GG2-87 testrequirements) between longitudinal ribs and transverse barsfor efficient load transfer mechanism. Minimum mass per unitarea (ASTM D 5261) of HDPE geogrids shall be 500 gsm.The roll width shall be minimum 5m.

2 Partial Factors

Partial factors as specified in BS 8006: 1995 shall be used tocalculate the long term design strength of geosyntheticmaterials of any type proposed to be used as reinforcement.Minimum partial FOS forcalculation of 100 years longterm design strength (LTDS) inaccordance with BS 8006:1995requirement

HDPEbasedGeogrids

PET BasedGeogrids

1. Partial FOS for creepdeformation (Tu/Tcs)

2.6 – 5.0 1.6 – 2.5


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2. Partial FOS for variations inmanufacture from controlspecimens (fm 11)

1.0 (useonly MARV)

1.00 (useonly MARV)

3. Partial FOS for extrapolationof creep test data (fm 12)

1.10 (10years creeptest results

at 40°C)

1.10 (10years creeptest results

at 40°C)4. Partial FOS for construction/

installation damage(susceptibility to damage)(fm 21)

1.18 1.22

5. Partial FOS for potentialchemical (at 40°C) andbiological degradation(environment) (fm 22)

1.10 1.15

In all cases, the long term design strength (LTDS) shall becalculated by using the values of material partial factor ofsafety based on 100 years service design life. All partialfactors for any type of geosynthetic material proposed in thereinforced soil/ earth systems shall be provided by themanufacturer and these shall be certified by a competentindependent certifying agency such as British Board ofAgreement (BBA). The specialist agency supplying geogridsshall provide such certificate, before approval for the materialis accorded by the Engineer.

In the absence of values of partial factors as per BS8006-1995, as specified above, the minimum partial factorsas given in table shall be used in the design, as defaultvalues.

5 FACIA UNITS

The fascia units, which help maintain a vertical face of thereinforced soil/ earth structure, control erosion of the fill andprovide aesthetic appearance to the reinforced soil/ earthstructure, shall be of the pre-cast reinforced concreteslabs/panels or pre-cast cement concrete blocks or any otherproprietary material that may be approved by the engineerand/ or as indicated in the drawings. The type and shape ofthe facia units to be finally adopted shall be subject toapproval by the Engineer.

1 Pre-cast Reinforced Concrete Panels/ Slabs

The pre-cast concrete facing units will be a discrete panelhaving maximum longitudinal, transversal and rotationalflexibility to cater high static and dynamic loads, and groundmovements.

Pre-cast concrete facing elements shall conform to the detailsand dimensions shown on the approved drawing. Concreteshall be of grade shown on the drawings and shall conform to


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the requirements as specified in section 1700 “StructuralConcrete” of MORT&H Specifications.

The nominal thickness of the panel shall be 18 cm includingfacing textures and design. The grade of concrete shall beminimum M-35.

Reinforcement in panels shall be designed for theconnections with soil reinforcing structural elements and shallbe placed as shown on the drawing and shall conform to therequirements specified in Section 1600 of the MORT&HSpecifications.

1 Casting

The elements shall be cast on a flat area. Tie-stripsconnecting pins, PVC pipes and lifting anchors shall be set inplate to the dimensions and tolerances shown on the drawingand reinforcing elements guides shall be set on the rear face,prior to casting. The concrete in each unit shall be placedwithout interruption and shall be compacted by the use of anapproved vibrator supplemented by such hand-tamping asmay be necessary to ensure that the concrete reaches intothe corners of the forms and prevent formation of stonepockets or cleavage plans. Clear form oil of the samemanufacturer shall be used throughout the castingoperations.

2 Curing

The precast elements shall be cured for a sufficient length oftime as approved by Engineer so that the concrete developsthe required compressive strength. Only fresh potable watershall be used for curing.

3 Removal of Forms

The forms shall remain in place until they can be removedwithout damaging the elements. The scheme of removal offormwork shall be as per relevant MORT&H Secifications.

4 Scribing

The date of manufacture, batch number and paneldesignation shall be clearly scribed on the rear face of eachunit.

5 Concrete Finish

The front (exposed) face of the elements shall have the finishapproved by the Engineer and painted with cement basedwaterproof paint or as decided by the Engineer. The rear faceshall have the finish of unformed surface and shall be roughlyscreened to eliminate open pockets of aggregates.


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6 Tolerances

All elements shall be manufactured within the followingtolerances:- All dimensions within: ± 5mm- Evenness of the front face: 5 mm over 1500mm- Difference between lengths of two diagonals: maximum5mm.- Thickness: 2 mm

7 Handling Storage and Transporting

All elements shall be handled, stored and transported in suchmanner as to eliminate the danger of chipping, cracks,fracture and excessive bending stresses. Elements in storageshall be supported on firm blocks to be located adjacent tothe reinforcing elements to avoid bending.

8 Acceptability

Acceptability of the precast elements shall be determined onthe basis of compression tests, as per MORT&HSpecifications.

9 Rejection

Elements shall be subject to rejection in case of failure tomeet any of the requirements specified above. In addition,defects, which indicate imperfect molding, or defectsindicating honeycombed or open textured concrete, shall besufficient cause for rejection.

10 Pre-cast Cement Concrete Blocks

The facia material of geosynthetic reinforced soil retainingwall shall be modular concrete block units, as alternate todiscrete slab/ panel facing.Pre-cast Cement Concrete blocks shall conform to the detailsand dimensions shown on the approved drawings. In case ofhollow blocks, the outer side of the block have a minimumthickness of 95mm and inner side 50mm. The hollow areashall not exceed 40% of the cross sectional area(perpendicular to the wall) of the block. The grade ofConcrete shall be minimum M-35 as per IRC guidelines andthe minimum depth (perpendicular to wall) of these units shallbe 300mm.

1 Casting

Modular concrete facing units will be manufactured by drycasting process by block making machine to ensure


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consistent quality of concrete, dimensional tolerance, goodfinish and aesthetic appearance.

2 Curing

The pre-cast blocks shall be cured for a sufficient length oftime as approved by Engineer so that the concrete developsthe required compressive strength. Only fresh potable watershall be used for curing. Steam curing is desirable.

3 Scribing

The date of manufacture and batch number shall be clearlyscribed on the rear face of each unit.

4 Concrete Finish

All units shall be sound and free of cracks or other defectsthat would interfere with the proper placing of the unit orsignificantly impair the strength of permanence of theconstruction. Any block units with cracks or chips observedduring construction shall be rejected from use.

5 Tolerance

Modular concrete block units dimension shall not differ morethan 2.5mm except height, which shall not differ more than 1.5mm.

Modular concrete block units shall match the colour, surfacefinish and dimension for height, width, depth and batterbetween 1.50 to 50 to vertical.

6 Handling, Storage and Transporting

All elements shall be handled, stored and transported in suchmanner as to eliminate the danger of chipping, cracks,fracture and excessive breaking stresses. Elements instorage shall be supported on firm blocking.

7 Acceptability

Acceptability of the pre-cast element shall be determined onthe basis of compression tests, as per MORT&HSpecifications.

6 Drainage

The drainage provision shall be strictly followed as per theapproved working drawing and Technical SpecificationClause 305. Drainage outlets at the bottom level joints ofpanels with provision of non-woven geotextile as perIRC-SP-59 and backing shall be provided as per approved


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design and drawing along the fascia for drainage redundancy.The retained fill shall have the drainage way, 600 mm widewith well – graded crushed aggregate (materials of 19.5mmto 9.1mm size as per IS: 383) to allow free drainage of thereinforced fill along with the retained fill. The panel jointsabove 300 mm of existing ground level shall be filled with jointfiller as per clause 7.5 of these specifications.

7. Construction Requirements

The construction of Reinforced Soil/ Earth Structures shall becarried out in accordance with the specifications and inconformity with the lines, grades, design and dimensionsshown on the approved drawings.

1 Excavation

The Plan area of the of Reinforced Soil/ Earth Structures shallbe excavated in accordance with the requirements of Generaland Special Specifications and in reasonably close conformityto the limits and to the lines and grades during constructionstages as shown on the approved drawings. The contractorshall take precautions to minimise over- excavation.Excavation support, if required shall be designed by theContractor.

2 Foundation Preparation

The foundation for Reinforced Soil/ Earth Structures shall begraded level for width equal to or exceeding the length ofreinforcing geosynthetics. Prior to wall construction, ifrequired by the Engineer, the foundation shall be compactedwith a smooth wheeled roller. The depth of foundation belowthe finished ground level shall not be less than as specified inBS 8006-1995 or 600mm, whichever is greater.

1 Ground Improvement

Where foundation soil is found to be unsuitable, eitherremoval and replacement technique or ground improvementis required to be carried out, as required by the Engineer. Theneed for ground improvement, design and groundimprovement methodology shall be verified and approved bythe Engineer prior to construction.

Suitable ground improvement technique shall be identifiedbased on the results of subsoil exploration. Foundationpreparatory works and foundation treatment/ improvementshall be treated as integral part of the reinforced soil structureand accordingly Contractor shall arrange for detailed sub-soilinvestigation works and employ his resources to design andconstruct the foundation/ ground improvement treatment,wherever necessary to satisfy the requirements of reinforcedsoil structure. The design check and validation for foundation


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treatment/ ground improvement and the methodology shall beverified and approved by the Engineer prior to construction.

7.3 Leveling Concrete

A leveling concrete pad shall be provided under the walls andseat beams (for – bridge abutments). Concrete shall have aminimum grade M-15 (150 kg/cm2). Maximum size ofaggregates shall be 20mm and the pad shall be cured for atleast 48 hours before placement of panels.

In case of facia panel, the foundation may be made troughshaped, so that the first panel is placed in the trough. Afterplacing the panels, the gap in the trough, may be filled withmixture of sand and bitumen.

1 Batter

The reinforced earth/ soil wall face may be provided with aninitial inward batter specified by the system supplier or asgiven in the drawings. Initial inward batter is required tocounter the outerward tilt that will occur as the wall height isbuilt up and also due to construction process. As a guidelinethe initial batter is generally in the range of 40 to 60.

4 Erection

7.4.1 All reinforcements shall be installed at the proper elevationand orientation as shown in the wall details of approveddrawings or as directed by the Engineer. The reinforcementstrips shall be placed normal to the face of the wall unlessotherwise shown on the drawings.

2 Pre-cast Concrete Facia Panels/ Slabs

Pre-cast concrete slabs/ panels shall be placed vertically withthe aid of a light crane. For erection, panels are handled bymeans of lifting devices set into the upper edge of the panels.Panels shall be placed in successive horizontal lifts in thesequence shown on the drawings as backfill placementproceeds. As fill materials is placed behind a panel, thepanels shall be maintained in vertical positions by means oftemporary wooden wedges placed in the joint at the junctionof the two adjacent top rows of panels during construction. Asconstruction proceeds, and a fourth row is erected, the lowestrow of wedges can be removed and so on.

External bracing may also be needed for the initial lift.However, bracings shall be placed in an area not more than1.5m wide beyond the outer face of panels.


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Vertical tolerances (plumbness) and horizontal alignmenttolerance shall not exceed 25mm when measured along a 3m straight edge. The maximum allowable offset in any paneljoint shall be 25mm.

3 Cement Concrete Hollow Block units

These units will be dry stacked (without mortar) one over theother in a running bond configuration, vertically. Adjacentunits shall be connected by dowels, shear keys or shear pinsto ensure positive connection with the reinforcinggeosynthetic.

Tongue and groove type connections are not acceptable.Hollow area in the blocks shall be filled with aggregate of 10to 18mm nominal size during constructions.

Dowels or pins used by the retaining wall supplier tointerconnect block units shall consist of a non-degradingpolymer or galvanized steel and be made for the use with theblock unit supplied.

All materials shall be installed at the proper elevation andorientation as shown in the wall details on the constructionplans or as directed by the Engineer. The drawings shallgovern in any conflict between the two requirements.

Broken chipped, stained or otherwise damaged units shall notbe placed in the wall unless they are repaired and the repairmethod and results are approved by the Engineer.

The spacing between primary reinforcing geosynthetic shallnot be more than 600mm or two block units, whichever isgreater.

Overlap of the geogrid in the design strength direction shallnot be permitted. The design strength direction is that lengthof geogrid reinforcement perpendicular to the wall face andshall consist of one continuous piece of material. Adjacentsections of geogrid shall be placed in a manner to assure thatthe horizontal coverage shown on the plans is provided.

Geogrid reinforcement should be installed under tension. Anominal tension shall be applied to the reinforcement andmaintained by staples, stakes or hand tensioning until thereinforcement has been covered by at least 200mm of soil fill.

7.5 Joint Fillers

Fillers of vertical joints between panels shall be flexible open /close cell polyurethane foam strips or non-woven fabric strips(the latter used as joint cover instead of filter) as approved by


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Engineer. Bearing pads for horizontal joints between panelsshall be made of elastomer with vulcanised EPDM.

7.6 Reinforced Earth Backfill Placement

The reinforcing elements shall be laid free from all kinks,damage and displacement during deposition, spreading,leveling and compaction of the fill. The programme of fillingshall be such that no construction plant runs directly on thereinforcement. It shall be ensured that the exposure of soilreinforcement to ultraviolet rays is minimal and should becovered with earth within one day of placement.

All construction plant having a mass exceeding 1000 kg shallbe kept at least 1.5m away from the face of slope or wall. Inthis area (upto 1.5m from the face of slope or wall), thefollowing compaction plant shall be used.

i) Vibratory roller having a weight per meter width of rollnot exceeding 1300 kg with total weight not exceeding1000 kg.

ii) Vibratory plate compactor of maximum weight 1000 kg.iii) Vibro tamper having a weight not exceeding 75 kg.

During construction of reinforced backfill, the retainedmaterial beyond the reinforcement at the rear of the structureshall be maintained at the same level as reinforced fill. Theentire works related to compaction should be carried outgenerally in a direction parallel to the facing. Fill placementmethods near the facing shall ensure that no voids existbelow the reinforcing elements.

Temporary formwork shall be used to support theconstruction as per specified details given in the drawing. Theforms, scaffolding and props shall be sufficient in numbers toallow taking up of a sectoral construction schedule asspecified in the design.

At the end of each day’s operations, the contractor shallshape the last level of backfill as to permit run-off rainwateraway from the wall face.

7 Drainage Fill Placement

Drainage fill shall be placed to the minimum finishedthickness and widths shown on the construction plans or asmodified by the Engineer. During placement and compactionof drainage material, care must be taken to ensure that thereis no contamination with undesirable materials. Vertical layersof drainage layer material shall be brought up at the samerate as the adjoining fill material.

Drainage collection pipes shall be installed to maintain gravityflow of water outside of the reinforced soil zone. The drainage


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collection pipe should discharge into a storm sewer, manholeor along a slope at an elevation lower than the lowest point ofthe pipe within the aggregate drain.

The main collection drainpipe just behind the precast facing, ifused, shall be a minimum of 150mm in diameter. Thesecondary collection drain pipes should be sloped a minimumof two percent to provide gravity flow into the main collectiondrainpipe. Drainage laterals shall be spaced at a maximum 15meters spacing along the wall face. The drainage collectionpipe shall be a perforated or slotted, PVC or corrugatedHDPE pipe. The pipe and drainage aggregate shall bewrapped with a geotextile that will function as a filter.

More efficient drainage system, if possible, may be suggestedby the proprietary Supplier/ Contractor for the review andapproval of Engineer.

8 Cap Block Placement

The cap block and or top concrete block unit shall be bondedto the modular concrete block units below using capadhesive.

8.0 Design, Working Drawing, Detailing and Supervision

The scope of work will also cover the supply of detaileddesign, engineering submission of working drawings by thespecialized agency for reinforced soil/ earth works. Thedesigns and drawings shall be got approved from theEngineer and/or its representative before execution of work.

9.0 Inspection

Engineer and/or the representative shall verify the materialssupplied by the contractor to ensure that all the requirementsof the specifications are satisfactorily met with. This includesall submittals and proper installation of the system.

The reinforced soil/ earth structure system supplier shallprovide one qualified and experienced representative at siteon full time basis during the entire working phase to ensurethat the quality of the works performed by the Contractor is inaccordance with the specifications and to assist theContractor regarding proper wall installation.

The Contractor’s field construction supervisor shall havedemonstrated experience and should be qualified to direct allwork at the site. All expenses relating to this presence on siteshall be deemed to have been included in the rate and noextra claim on this account shall be admissible.

10. Testing of Materials


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Testing shall be done as stated elsewhere in this specificationon all materials required for reinforced soil/ earth structureconstruction. The tests shall be done from a reputedindependent agency as approved by Engineer as and whenrequired. Tests on materials and during construction shall notbe limited to the following types.

i) Testing of soils for evaluating their index andengineering properties. Soil report may be consultedwith regard to this requirement.

ii) Testing of friction angle between the reinforcement andsoil using direct shear test.

iii) Testing of Reinforcements

(a) For design of reinforced soil/ earth structure, tensilestrength, yield stress, elongation and modulus ofelasticity of the reinforcement material are required.Both these properties for the steel reinforcement canbe obtained from standard tensile test.

(b) For connection strength between geogrid /metallicreinforcement and facing where connection strengthshould have appropriate factor of safety against theconnection load calculated as per BS 8006: 1995.

(c) The geosynthetic properties can be determined usingstandards as summarized below:

Tensilestrengthtest

ASTM 1682,1975BS 2576IS 1969-1985

A 50mm x 300mm sample clamped togive a gauge length of 200mm andstretched at constant rate of 200mm perminute till breakage. Breaking load andextension at breakage are recorded.

Grabtensiletest

ASTM 1682,1975

200mm wide sample with gauge lengthof 100mm is tensioned at constant rateuntil failure.

Widewidthtensiletest

ASTM D-4596 A sample of 200mm or 500mmx200mmclamped across width to give a gaugelength of 100mm, which is tensioned at200mm per minute breaking load andextension at breakage recorded.

TearTests

ASTMD4533-85

Fabric’s resistance to propagating atear is given by this test.

Muller’sBurst test

ASTMD3786-77 & BS4768

Burst resistance is the resistance of thefabric to withstand the localizedpressure.

Ball bursttest

ASTMD3787-77

-DO-

CBRpush

ASTM STP952 P.57-68

-DO-


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throughtest

Note: Although some of the above tests are applicable togeo-textiles, the use of geo-textiles is envisaged as onlyfilter fabric.

11. Measurement for Payments

11.1 The measurement for Reinforced Earth Structures, Reinforcedsoil, Mechanically Stabilized Earth or similar soil reinforcingsystem of Reinforced Soil Retaining wall shall be measured asfollows:

a) Measurement for facia material (Panel or Blocks) shallbe in vertical Sq. meters. This shall be measured oneach face of the ramp and closing wall from top of thelevelling concrete to bottom of the crash barrier.b) Measurement of backfill placement and compacting forthe reinforced soil/ earth wall shall be in cubic meters forcompacted soil. This shall be measured separately by takingcross sections at intervals in the original position before thework starts and after its completion.

11.2 The payment for excavation, foundation concrete, reinforcingelement, fasteners, filter media, drainage layer, drainpipe,coping beam and other accessories shall not be measuredseparately. It is deemed to have been included in the faciamaterial rates for the project.

11.3 The measurement for crash barrier and friction slab atreinforced soil/ earth structure location includingreinforcement shall be measured in running meter in relevantitem of BoQ.

12. Rate

12.1 The overall rate for reinforced earth shall include detailedengineering including designs, drawings, all specified qualitycontrol tests, approval from Engineer, furnishing, fabricatingand providing all materials for the walls including fasciapanels, reinforcing elements and all its accessories,excavation and foundation construction; setting out anderection of wall materials including fascia panels with all jointfillers/ materials, reinforcement etc., supplying and placing ofdrainage works, filter medium and filter fabric, foundation padincluding any supplementary arrangement to receive the firstpanel and capping beam, any foundation treatment/ groundimprovement as deemed necessary and approved by theEngineer etc. Cost involved for any field investigation andsub-soil exploration as directed by the Engineer to determinethe extent of ground improvement shall be borne by theContractor. The rate shall include the cost of labour, plant/


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machinery, material storage and handling expenses, asrequired for all the above activities for completing the works.The rate shall also cover the cost of all materials, castings,curing, and quality control tests, stacking, transporting andplacing of facia. Cost of joints, all necessary temporaryformwork, scaffolding and all lifts and leads complete as perapproved design/ drawing of the specialised firm shall also beincluded.

The rate shall also include material cost, all transportationcosts and storage of the same as per special provisions forreinforcement element. The rate shall also include cost ofquality control tests, laying of the reinforcing elementsincluding all overlaps, jointing or stitching, heat bonding orextension and jointing them with reinforcing elements ofconcrete discrete panels along with all accessories.

The rate also shall include all items of excavation, concrete,reinforcing steel, formwork, curing etc for foundation andcapping beam.

The rate shall also cover providing, placing and compactingdrainage aggregate, filter medium including drainagecollection pipe, filter fabric and conducting quality control testsetc for drainage.

The rate shall also include patentee charges (if any) andsupervision by the specialised supplier (manufacturer /agency).

2 The rate for soil fill shall include selection, supply, placing,compaction, and quality control tests etc. for approved earthfill. The rate shall also include the cost of labour, plant/machinery, transportation for all leads and lifts etc. asrequired for the completion of the works, dressing andlevelling of slopes, including special measures for edgereinforcement in accordance with the drawings.

3 The rate for crash barrier and friction slab shall include thecost of all materials, labour, plant/ machinery, transportationfor all leads and lifts etc. as required for completing the work.

CLAUSE A-7 REFLECTIVE PAVEMENT MARKERS (ROAD STUDS)

1 GENERAL

Reflective pavement marker (RPM) or road stud is a devicewhich is bonded to or anchored within the road surface forlane marking and delineation for night-time visibility. Itreflects incident light in directions close to the directionsfrom which it came

2 DEFINITION

2.1 DESCRIPTION OF TERMS SPECIFIC TO THIS


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STANDARD

2.1.1 Coefficient of luminous intensity (CIL) or specific intensity –the ratio of luminous intensity of the retro-reflector in thedirection of observation to illuminace at the retro-reflector ona place perpendicular to the direction of the incident lightexpressed in terms of millicandelas per incident lux (mcd/lx).

2.1.2 Horizontal entrance angle – the angle in the horizontal planebetween the direction of incident light and the normal to theleading edge of the marker.

2.1.3 Observation angle – the angle at the reflector between theillumination axis and observation axis.

2.1.4 Retro-reflection – reflection in which the radiation is returnedin direction close to the directions from which it came. Thisproperty being maintained over wide variations of thedirections of incident radiation.

2.1.5 Head – that part of a road stud which is above the roadsurface when the road stud is fixed in position in the road.

2.1.6 Upper surface – that part of the external surface of roadstud which is visible when the road stud is fixed in positionin the road.

2.1.7 Anchorage – that part of a road stud which is below the roadsurface when the road stud is fixed in position in the road.

3 MATERIAL

3.1 Plastic body of RPM / road stud shall be moulded from ASA(Acrylic Strene Acrylonitrite) or HIPS (Hi-impactPolystyrene) or ABS or any other suitable material approvedby the Engineer-in-Charge. The markers shall support aload of 13635 kg tested in accordance with ASTM D4280.

3.2 Reflective panels shall consist of number of lensescontaining single or dual prismatic cubes capable ofproviding total internal reflection of the light entering the lensface. Lenses shall be moulded of methyl methecrylateconforming to ASTMD 788 or equivalent.

4 DESIGN

4.1 The slope or retro-reflecting surface shall preferably be 35 +5 degree to base.

4.2 The area of each retro-reflecting surface shall not be lessthan 13.0 sqcm.

5.0 Optical Performance


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5.1. Unidirectional and bi-directional studs

5.1.1 Each reflector or combination of reflectors on each face ofthe stud shall have a C.I.L. not less than that given in Table1.

Table 1- Minimum C.I.L. Values for category ‘ A’ Studs

Entrance angle Observationangle

C.I.L. in mcd/1xWhite Amber Red

00U 50 L&R 0.30 220 110 44

00U 100 L&R 0.50 120 60 24

Note: The entrance angle of 00U corresponds to the normal aspect of the reflectorswhen the reflecting road stud is installed in horizontal road surface.

5.1.2 A stud or pavement marker that incorporates one or morecorner cube reflectors shall be considered to be included incategory ‘A’. A stud that incorporates one more bi-convexreflectors shall be considered to be included in category ‘B’.

5.1.3 OMNI-DIRECTIONAL STUDS

Each omni-directional stud shall have a minimum C.I.L. ofnot less than 2 mcd/1x.

5.2 TESTS

5.2.1 Coefficient of luminance intensity can be measured byprocedure described in ASTM E 809 “Practice for MeasuringPhotometric Characteristics” or as recommended in BS :873 – Part 4: 1973.

5.2.2 Under test conditions, a stud shall not be considered to failthe photometric requirements if the measured C.I.L. at anyone position of measurement is less than the valuesspecified in Table 1 provided that

(i) the value is not less than 80% of the specifiedminimum, and

(ii) average of the left and right measurements for thespecific angle is greater than the specified minimum.

6. FIXING OF REFLECTIVE MARKERS

6.1 Requirements

6.1.1 The enveloping profile of the head of the stud shall be


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smooth and the studs shall not present any sharp edges totraffic.

6.1.2 The reflecting portions of the studs shall be free fromcrevice or ledges where dirt might accumulate.

6.1.3 All road studs shall be legibly marked with the name,trademark or other means of identification of themanufacturer.

6.1.4 Marker height shall not exceed 20 mm.

6.1.5 Marker width shall not exceed 130 mm.

6.1.6 The base of the marker shall be flat within 1.3 mm. If thebottom of the marker is configurated, the outermost faces ofthe configurations shall not deviate more than 1.3 mm froma flat surface.

6.2 Placement

1. The reflective marker shall be fixed to the road surfaceusing the adhesives and the procedure recommended bythe manufacturer. No nails shall be used to affix the markeras nails are hazardous for the roads.

2. Regardless of the type of adhesive used, the markers shallnot be fixed if the pavement is not surface dry and on newasphalt concrete surfacing until the surfacing has beenopened to traffic for a period of not less than 14 hours.

3. The portions of the highway surface, to which the marker isto be bonded by the adhesive, shall be free of dirt, curingcompound, grease, oil, moisture, loose or unsound layers,paint and any other material which would adversely affectthe bond of the adhesive.

4. Use a wire brush, if necessary to loosen and remove dirt,then brush or blow clean.

5. The adhesive shall be placed uniformly on the cleanedpavement surface or on the bottom of the marker in aquantity sufficient to result in complete coverage of the areaof contact of the market with no voids present and with aslight excess after the market has been lightly pressed inplace.

6. For epoxy installations, excess adhesive around the edge ofthe marker, excess adhesive on the pavement and adhesiveon the exposed surfaces of the markers shall beimmediately removed. Soft rags moistened with mineralspirits or kerosene may be used, if necessary to removeadhesive from exposed faces of pavement markers.


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7. Warranty and durability

The contractor shall obtain from the manufacturer atwo-year warranty for satisfactory field performanceincluding stipulated retro-reflectance of the reflecting paneland submit the same to the Engineer. In addition, atwo-year warranty for satisfactory infield performance of thefinished road marker shall also be given by the contractorwho carries out the work of fixing of reflective road markers. In case the markers are displaced, damaged, get worn outor lose their reflectivity compared to stipulated standards,the contractor would be required to replace all such markerswithin 15 days of the intimation from the Engineer at his owncost and with no extra cost to be paid for such works.

8. Measurement for Payment

The measurement of reflective road markers shall be innumbers of different types of markers supplied and fixed.

9. Rate

The contract unit rate for reflective road markers shall bepayment in full compensation for furnishing all labour,material, tools, equipment including incidental costsnecessary for carrying out the work at site conforming to thespecifications complete as per approved drawings or asdirected by the Engineer.

CLAUSE A-8 RUMBLE STRIPS

1. Scope

The scope of work involves provision of 15 numbers ofrumble strips across minor roads meeting the Outer RingRoad with DBM material and providing thermoplasticmarkings on either side of the rumble strips as shown in thedrawing and as directed by Engineer.

2. Unit of measurement

The unit of measurement is per linear meter of the roadacross which speed breaker and markings are provided.

3. Rate

The unit rate for includes full compensation for providingspeed breaker and providing thermoplastic pavementmarkings as shown in the drawings and as directed byEngineer.


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CLAUSE A-9 SPEED BREAKERS

1. Scope

The scope of work involves provision of speed breakeracross minor roads meeting the Outer Ring Road with DBMmaterial and providing thermoplastic markings on either sideof the speed breaker as shown in the drawing and asdirected by Engineer.

2. Unit of measurement

The unit of measurement is per linear meter of the roadacross which speed breaker and markings are provided.

3. Rate

The unit rate for includes full compensation for laying, to therequired shape and compacting speed breaker as shown inthe drawings and as directed by Engineer and providingthermoplastic pavement markings on either end.

CLAUSE A-10 CHUTE DRAIN FOR HIGH EMBANKMENT SECTIONS

1. SCOPE

This work shall consist of construction of chute drain on theslope of the road embankment including erosion protectionworks at the locations and to dimensions shown on theDrawings or as directed by Engineer. Schedule of worksshall be so arranged that the drains are completed in propersequence with roadway to ensure that no damage is causeddue to lack of drainage.

2. MATERIALS

The drains shall be of half round pipe of 300mm dia. formedby joining half RCC pipe of NP2 type as shown in thedrawings. The RCC work shall conform to the relevantclauses of these specifications.

The toe wall below ground level shall be of Plain cementconcrete of M15 grade conforming to clause 1700, asshown in the drawings.

Dumped riprap for erosion protection at ground level, it shallbe constructed as shown in the drawing with hard,unweathered and durable rubble stone of size 150 to 250mm.

3. CONSTRUCTION OPERATIONS


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At the locations where the chute drains are to be installed, arectangular cut on the side slope of the embankment alongthe line of the chute drain shall be made. The Concrete bedwith PCC M15 shall be laid with semi circle in the middle.The laying & jointing of pipe shall be done with CementMortar 1:3, when concrete in bed is still green. The slopingbed of the drain shall be to a regular line and suitablycompacted to provide a firm bed.

The water collection arrangement shall be constructed withcement concrete of grades as shown in drawings atshoulder edge between two chutes for guiding the surfacewater into the chute.

The Toe wall shall be constructed with PCC M15 as shownin drawings. The Rip-Rap/ Stone pitching 300mm thick shallbe constructed upto 1m. on either sides of the drain and atground level as shown in the drawings.

4. Measurements for PaymentThe Chute drain shall be measured and paid in runningmetre. The contract unit rates specified for chute drain shallbe inclusive of all leads and lifts for excavations, concretingof pipe bed, placing and jointing of pipes with cementMortar, Construction of PCC toe wall, rip-rap/stone pitchingfor erosion protection and drainage arrangement betweentwo chutes at shoulder edge, etc. for completing the chuteconstruction.

CLAUSE A-11 GRATING ACROSS DRAIN

1 ScopeThe scope of work includes provision of mild steel gratingsacross drain provided near petrol pumps, service stations andother locations as directed by Engineer.

The material used for grating and welding procedure shouldconform to Clause 1900 and the dimensions of the steel flatsused in the gratings should conform to the drawings or asdirected by Engineer. Suitable anti theft mechanism asapproved by Engineer has to be provided for the gratings.

2 Unit of measurement

The unit of measurement shall be area of the finished gratingmeasured in Sq. m.

3 Rate

The unit of payment shall be full compensation for the cost ofmaterial, fabrication, welding, and transportation to site andinstallation including the cost of anti theft mechanism.


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CLAUSE A-12 TRAFFIC MANAGEMENT AND SAFETY DURINGCONSTRUCTION OPERATIONS

CLAUSE A-12.1 TRAFFIC MANAGEMENT AND SAFETY

Any construction activity on the project will pose a hazardoussituation to the road users. For least disturbance to safepassage of public traffic appropriate traffic management andsafety measures should be adopted throughout theconstruction period. In this regard, the construction zone inwhich conflict from safety angle may arise between the roadusers on one hand and the construction activities on the othershall be divided into 4 sub zones, and safety measures asappropriate for each sub- zone shall be ensured. Thesub-zones and the safety measures to be adopted thereforeshall be as described hereunder:

a. Advance Warning Zone

This warning sub-zone is meant to inform, alert and preparethe approaching driver well in advance by providing informationregarding the distance and extent/type of hazard ahead so thathe is able to reduce the speed and be in readiness to carry outthe necessary manoeuvres as he meets with the changedsituation. For the operating speeds on the project road, lengthof this sub-zone shall be 100mtr. And 500m, in plain and hillyterrain respectively. Information in this sub-zone will beconveyed through a series of traffic signs, which will include“Men at Work” and the speed reduction signs at the start andmiddle of this sub-zone.

b. Transition Sub-Zone

This sub-zone is the area in which the traffic is steered andguided into and out of the diverted path around the worksub-zone. This is the most crucial sub zone from safety angleas vehicles have to be guided on to the diverted path, andmost of the movements will be of turning type. The elementsfor designing this sub-zone are speed of the vehicles, extent oflateral shift and elevation difference between the normal andthe diverted paths. The essential safety measures shall includedelineation of the travel path and prevention of waywardmovements of vehicles by means of barricades, channelizers,red cones, red lamps during hours of darkness etc., asappropriate.

In the design of this sub-zone adequate attention shall be paidfor providing necessary turning radius of the curves, grade topermit for safe passage of animal driven vehicles, drainageand dust-proofing. Where necessary traffic control shall beeffected through manual flagging and by battery operatedtraffic lights during hours of darkness. Where vehicles have towait, the waiting area shall be demarcated by stop lines.Length of the sub-zone will generally be between 50 and


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100m.

c. Work Sub-Zone

This is the area where construction activity takes place, andthe main concern relates to safety of workers as alsoprevention of public traffic from entering the work area. In thissub-zone, path of traffic shall be clearly delineated to avoidintrusion of public traffic moving on to the work area orconstruction equipment moving on to the public traffic. It shallbe ensured that adequate distance is available between 2consecutive work zones (2 km. on urban section and 5-10km. in rural sections) so that vehicles get sufficient breatherspace for overtaking slow vehicles, lane adjustment etc. Trafficacross this sub-zone shall be guided through with the help ofvarious traffic control devices, such as signs, delineation oftravel path by cones/drums, barricades, luminous tapes etc. asappropriate.

d. Termination Sub-zones

The sub-zone is intended to inform the road users of the endof the construction zone. This shall be effected throughsuitable informatory sign boards.

CLAUSE A-12.2 TRAFFIC CONTROL DEVICES

Traffic control devices in the construction zones perform thecrucial task of warning, informing and alerting drivers apartfrom guiding the vehicle movements so that the drivers of thevehicles as well as the workers on site are not faced withsituations posing surprise/hazard, and safe passage to trafficis effected.

The primary traffic control devices used in work sub-zones aresigns, delineators, barricades, cones, pylons, pavementmarking, flashing lights etc. They shall be such that they areeasily understood without any confusion, are clearly visibleduring day and night, conform to the prevailing speeds inimmediate vicinity, stable against sudden adverse weatherconditions and are easy in installation, renewal andmaintenance. Broad details of the different devices arehereunder:

a) Signs

The construction signs fall into 3 major categories namely,regulatory signs, warning signs and guide or informatory signas defined and detailed in IRC:67 -1977, Code of Practice forRoad Signs. These signs shall be placed on the left hand sideof the travel path.

The common Regulatory signs used in the construction zonesare “No Entry”, “Road Closed”, “Speed Limit” etc. These shall


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be used in consultation with the local police and / orauthorities.

The warning signs to alert the drivers of the possible dangerahead in the construction zones are “Lane Closed”, “Diversionto other carriageway”, “Divided carriageway Starts”, “Dividedcarriageway Ends”, ‘Two way Traffic” etc. It will be advisable toexplain the signs with the help of a rectangular definition plateof size of appropriate to the size of warning triangle and placed0.15m. below, from the bottom of the triangle.

Guide signs in construction zones shall have differentbackground colour than the normal informatory signs ofIRC:67-1977, These signs shall have black messages andarrows on yellow (Traffic Yellow of IS: 5-1978) background.The guide signs to be commonly used are “Diversion”, “RoadAhead Closed”, “Sharp Deviation of Route” etc.

The commonly used temporary signs during construction aredepicted in the Drawings. These should preferably be ofreflectorised type to be visible during hours of darkness.

b) Delineators

Delineators are channelising devices such as cones, trafficcylinders, tapes, drums etc. which are placed in or adjacent tothe roadway to guide the driver along a safe path and tocontrol the flow of traffic. These shall normally beretro-refelectorised for night visibility. IRC:79-1981(Recommended Practice for Road Delineators) gives details ofsome of the delineators. The other types of delineatorscommonly used are traffic cones, drums and barricades.

c) Traffic Cones

Traffic cones shall normally be 0.5m to 0.75m high and 0.3mto 0.4m diameter or in square shape at the base. These shallbe made of plastic or rubber with retro reflectorised red andwhite band and have suitable anchoring so that they are noteasily blown over or displaced. The cones shall be placedclose enough together (spacing 3-9m) to give an impression ofthe continuity. Larger size cones shall be used for high speedsor where more conspicuous guidance is required.

d) Empty Bitumen Drums

Empty bitumen drums can be used as channelising devicesince they are highly visible, give the appearance of beingformidable objects, thereby commanding the respect of thedrivers. These drums can also be of plastic which are lighter,easy to transport and store. As delineators, these drums shallbe painted in circumferential strips 0.10m to 0.15m wide,alternatively in black and white colours.


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e) Barricades

When ever the traffic has to be restricted from entering thework areas such as excavations or material storage sites sothat harzardous locations are barred for public and protectionto workers is provided, or there is need for separating the twoway traffic, barricades shall be used. The barricades may be ofportable or fixed type and can be made of wooden planks,metal or other suitable material. The horizontal componentfacing the traffic shall be made of 0.30m wide wooden planksjoined together and painted in alternate yellow and white stripsof 0.15m width and sloping down at an angle of 45° in thedirection of traffic. Suitable support or ballasting shall beprovided so that they do not over turn or are not blown away instrong winds. In case of fixed type barricades, a gate ormoveable section shall be separately provided to allow themovement of the construction/supervision vehicles.

Sketches of typical portable and fixed barricades are providedin drawings document.

f) Flagmen

In large construction sites, flagmen with flags and sign paddlesshall be effectively used to guide the safe movements. Theflags for andaling shall be 0.60m x 0.60m size, made of goodred cloth and securely fastened to a staff of approximately 1meter in length. The sign paddles shall conform toIRC:67-1977 and provided with a rigid handle. For one-wayoperation at a time during hours of darkness, battery operatedred/green lights shall be used at either end of the affectedsection.

g) Solar BlinkersThe following technical specifications shall be adopted. TheNumber of blinkers shall be installed as per the approveddrawings and as directed by the Engineer.

Solar Module

High efficiency Mono/Multi-crystalline 40Wp Solar Module

Battery

Maintenance free VRLA BatteriesProvides 2 days autonomy

LAMP

Cluster of High intensity Ultra bright LEDs


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Visibility greater than 500 mts.Size of the light source – 200mm/300mm diameter(Typical)Red or Amber Option availableFlashing duty cycle upto 50%

Electronics Regulator

Rating – 5A Charging 5A Load.Nominal system voltage 12V DC.Automatic over charge & deep discharge protection forbattery.Discharge of battery through array during night time.

Aspect

Weather proof construction with hinged doorPowder coated sheet metal body

Pole & Structure

Galvanised pipe with corrosion resistant paint.Designed to meet 145kmph wind load.

Operating temperature 0o to 50o CHumidity: 95% rh ( N.C.)

Solar Powered Flasher – 24 Hours of single aspect &double aspect.

h) Solar Stud

Supply and installation of solar studs of size 125 mm x 125 mmx 90 mm or any suitable dimensions comprises of ultra brightLEDs with micro controller, all electronics and reflector striphoused in the cast. The stud should be unidirectional with threeLEDs. The system shall be water proof and withstand theweight of fully loaded tuck-trailer and provide 35-40 per minutewith two years warranty. The system shall work in weathercondition in temperature range of -4oC to +55oC necessarystructure to be provided for mounting the stud on the road. Thesystem shall comply with the technical specification provided inthe contract agreement.

Automatic dusk to dawn operation required.The stud should be of unidirectional with three LEDs.Ultra bright LEDs are required to give the clear vision.Colours shall be RED/ AMBER in colour as required.Controller shall be of micro controller based.Visibility shall be minimum 800 mtrs at test condition.It Shall withstand all weather conditions with aluminium diecast.All electronic and LEDs shall house in the case with reflector


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strips in addition with to LEDs.The system shall be completely waterproof.It shall withstand the weight of fully loaded truck- trailer.Flashing rate shall be 35 to 40 flashes per minute.The working temperature shall be of – 4oC to + 55oC.Each unit shall be independent unit.Each stud shall have anti-twist ribs for firm grip.Size shall be 125mm x 125mm x 90mm or any suitabledimensions.Battery voltage shall be 2 volts.Solar Panel voltage shall be 2 volts.Warranty two years.

CLAUSE A-12.3 SAFETY AND MANAGEMENT PRACTICES

Measures for providing safe movement of traffic in some ofthe most commonly occurring work-zones on highways shallbe as follows:

a) Detour on Temporary Diversion

In certain situations during the project construction period itmay become necessary to pass the traffic on temporarydiversion constructed parallel to highway.

A temporary diversion road shall basically satisfy thefollowing requirements

It shall have smooth horizontal and vertical profile foreasy negotiation by vehicles.

It shall not get overtopped by flood or drainage dischargeunder any circumstances.

It shall have adequate capacity to

cater for the diverted traffic.

It shall be dust free and shall ensure clear visibility at alltimes of the day and night.

Pavement and riding surface for the diversion will dependon the duration over which the diversion will be used, andshall be as directed by the Engineer. The commonly usedspecifications are SDBC surfacing over 150-200mm thickWMM constructed on completed sub-grade.

It shall be provided with the required safety standardsand the warning for the construction ahead shall beprovided by the sign “Men at Work” about 1 km. inadvance of the work zone. In addition a supplementaryplate indicating “Diversion 1 km. Ahead” and a sign “Road


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closed Ahead” shall be placed. It shall be followed by“Compulsory Turn right / Left Sign”. The “Detour” and“Sharp Deviation” sign shall be used to guide the trafficon to the diversion. Hazard markers shall be placedwhere the railings for the cross drainage structures on thediversion start.

b) Partial Closure of Existing Two Lane Carriageway

Such an eventuality will arise only in a special situation wherethe existing 2 lanes in use for the main traffic needemergency repairs and the new lanes under construction arenot available for diversion of the traffic. It will becomenecessary to carryout special repairs through partial closureof the existing 2 lane facility. In such a situation care shall betaken that the traffic is guided away from the closed lane intothe operating lane without conflicting with the traffic fromopposite direction. The warning sign for “Men At Work” shallbe the first sign to be seen by the drivers of the approachingvehicles. This sign shall have supplementary plate alsoshowing the distance of work zone. The next warning signshall be for the “Road Narrowing” (depending upon the laneclosure). Compulsory “Keep Right” or “Keep Left” signdepending upon the situation shall be provided at thebeginning of the transition zone and taper. The point wheretraffic is to deviate from its normal path, the channel for thetraffic shall be clearly marked with the aid of painted drumsof traffic cones. “The traffic lane or carriageway closed” signshall also be provided at the barricades along with the “KeepRight / Left” sign.

c) Switch over of traffic from widened to unwidenedsection and vice-versa

In the course of construction, widening of the carriagewaywill have to be taken up in stretches with intervening spacebetween two such stretches. This will bring about thesituations in which the traffic passing through the widenedroad would have to pass on and merge with the un-widenedsection and vice-versa.

For such cases, apart from “Men At Work” signs withdistance plate in the advance warning zone, the signsindicating “Road Narrowing” or “Road widening” asappropriate shall be installed.

The arrangement to be made while the service roads areunder construction in urban stretches is shown in theDrawings.

d) Switch over of traffic when the New Highway crossesthe National Highway or State Highway or Cart track

In Certain situations during the project construction period,


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when the ORR crosses the existing National Highway/ StateHighway/ Car track, it may be necessary to construct atemporary diversion for the existing highway to allow thetraffic on the existing roads with out any disruption to thetraffic.

Where the New Highway crosses /Joins with an existingNational Highway or State highway or cart track, the highwayroad or cart track shall be kept open at all times dulyproviding and maintaining the diversion roads.

It shall be provided with the required safety standards andthe warning for the construction ahead shall be provided bythe sign “Men at Work” about 1 km. in advance of the workzone. In addition a supplementary plate indicating “Diversion1 km. Ahead” and a sign “Road closed Ahead” shall beplaced. It shall be followed by “Compulsory Turn right / LeftSign”. The “Detour” and “Sharp Deviation” sign shall be usedto guide the traffic on to the diversion. Hazard markers shallbe placed where the railings for the cross drainage structureson the diversion start.

After completion of the main carriageway of the projecthighway according to plans, the existing road shall bebrought back to the original standards and the main trafficfrom the cross roads shall be restored on them.

CLAUSE A-12.4 PRECAUTIONS FOR SAFETY

The following general precautions shall apply to all the worksites.

a) General Measures

(i) All the signs and delineators shall be maintained ina clean and brightly painted conditions at all times.

(ii) Adequate lighting arrangements shall be made forproper visibility during night travel through the workarea.

(iii) Adequate arrangements for frequent sprinkling ofwater shall be made to keep the area dust free.

b) For Safety of Workmen

(i) Workmen shall be trained in use of tools and plant.(ii) Bitumen handling labour shall be given gum boots,

spectacles etc.(iii) First –aids kits shall be provided.(iv) Workers required on site during night hours shall be

provided with fluorescent jackets with reflectivetapes.


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c) For Safety of Road User

(i) As far as possible ,the material, equipment andmachinery shall be installed parked in placessufficient away from the berms in the available roadland. Only in avoidable cases the same be allowednear the edge of berms.

(ii) Machinery shall be parked at appropriate placesaway from the path of public traffic, and shall beprovided with red flags and red lights.

(iii) Only minimum quantity of material required for theconstruction operations shall be collected at sitenear the public travelled way.

CLAUSE A-12.5 SAFETY AUDIT

Safety audit shall be conducted periodically on the safetymeasures adopted during the constructions operations. Themain aspects to be covered shall include:

Manpower and their safetyMachineryTemporary worksEquipment &VehiclesMaterial storage and handlingConstruction proceduresEnvironmentSite safety guidelinesMiscellaneous services

The Contractor shall constitute special teams from his stafffor the above audit, and shall take appropriate correctivemeasures to the directions of the Engineer.

CLAUSE A-12.6 MEASUREMENTS FOR PAYMENT

Construction of service roads shall be measured for theinvolved work items such as earth work, sub –base, WMMbase, SDBC surfacing etc. according to respectivespecifications

Traffic management and safety during the construction shallbe measured as per the items provided in the Bill ofQuantities. For items which are not covered in the BOQ aredeemed to be included under other items of work providedin the Bill of Quantities.

CLAUSE A-12.7 RATES

The rate for traffic management and safety duringconstruction will be in full compensation for providing all thenecessary arrangements as described in these


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specifications or as ordered by the Engineer, includingprovision and installation of signs, pavement markings,delineators, barricades, flagmen, red lamps/ blinking lightsetc. The rate will also include for removal of the aboveinstallation after completion of the construction work in aparticular stretch.

Payment for traffic management and safety duringconstruction shall be regulated in 2 stages as follows:

Stage 1: Number and type of safety devices shall be as perthe requirement shown in the drawings or asdirected by the engineer during construction andmaintenance of the same for the entire period ofparticular construction zone.

Stage 2: Continuous maintenance of the above, with allbarricades, traffic cones, reflective tapes, signs,flagmen, lamps/blinkers etc., as per the drawingsor as directed by the engineer. Measurement shallbe made on the basis of respective units shown inthe BOQ for the periods the safety equipment aremaintained in a condition deemed satisfactory bythe Engineer. In the event of removal of requiredsigns or other safety fixtures, or not replacing thedamaged safety fixtures with the new ones duringthe construction, proportionate payment shall bededucted from the contractor’s bill or otherwise,Engineer himself may arrange to install those signsor safety fixtures by deploying any other agencyand the cost incurred thereof shall be deductedfrom the contractor’s bill for not maintainingproperly.

CLAUSE A-12.8 SOLAR POWERED BLINKER SIGNAL

Scope of work

Supplying and installation of Solar Powered Blinker Signalswith LED Signal Array of ultra bright silicon based LED signalwith amber in colour, the dia of the signal shall be 300mm forclear vision with the distance of visibility not less than 800 m,life of LED signal greater than 10 years, system shall be withcomplete automatic mechanism including provision foron-site modification, complying with Electronic Specificationsthat the system shall operate for 24 hours, designed for48 Volts, temperature range of working is -4°C to +55°C ,frequency of blinking shall be 24 to 30 cycles per minute forclear vision with open circuit protection, with Solar PhotoVoltaic Modules with panel capacity of 48 V, each moduleshall contain manufacturer’s name, trade mark, model name,model number, serial number, date of manufacture, etc., themodel shall either crystalline or amorphous based, warranty


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on life of panel shall be 10 years with Sealed MaintenanceFree (SMF) storage Battery of capacity 48 V, single packand the LED signal module shall be protected against dustand moisture intrusion as per the requirements of NEMAStandard 250 -1991. Material used for the lens and signalmodule shall conform to ASTM specification for thematerials. Pole should be 5 m height for distant vision witharrangement for the panel to rotate for the appropriatedirection and the structure shall be vapo cured finish toprotect against rust with provision for mounting the battery atthe bottom of the pole with vandal proof structure. Blinkershall comply with specifications and drawings provided in theContract Agreement.

TECHNICAL SPECIFICATIONS SOLAR POWEREDBLINKER SIGNAL

L.E.D SIGNAL ARRAY

LED signal should be ultra bright silicon based LEDsignal with amber in colour.The diameter of the signal should be 300mm for clearvisionThe distance of the visibility should be greater than 800 mLife of LED signal should be greater than 10 yearsSystem should operate completely with automaticoperationProvision should be given for on-site modification.The signal array should contain manufacture’s name,trade mark, model number, serial number, date ofmanufacture.

Electronic Specifications

The system should operate for 24 hours.The system should be designed for 48 Volts.Charge controller should be 24 / 36 V, 18 Amps.The inbuilt charge controlling should be provided forbetter life of battery. The battery high, battery low shouldbe provided with the charge controller.The temperature compensation should be designed suchthat -6Mv / °C raise in temperature.No load current of the system should not exceed 5m AmpTemperature range of working is -4°C + 55°CEnough time to be given for LEDs to cool down fornormal temperature by giving 50% on cycle.Frequency of blinking should be 24 to 30 cycles perminute for clear vision.

Protection

Open circuit protection, short circuit, over load protection


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requiredProtection for reverse polarity of battery is requiredProtection for reverse polarity of panel is required

Solar Photo Voltaic Module Specification

Panel capacity should be 48 V, 80 Watt.Each module should contain manufacturer’s name, trademark, model name, model number, serial number, date ofmanufacture, etc.The model should either crystalline or amorphous based.Warranty on life of panel should be 10 yearsPeak power, peak current, open circuit voltage should bementioned on panel

Storage Battery

Battery should be either Sealed Maintenance Free (SMF)or Lead Acid Type with aqua turf vent plug with indicationof electrolyte.Capacity of battery should be 48 V.The battery should be of low discharge type are C/20typeTerminal voltage should be of 48 V only in a single pack.Autonomy of battery should be two / three days.Maximum depth of discharge less than 80%.

Environmental Requirement

The LED signal module shall be rated for use in theoperating temperature range of -4°C to +55°C. Themodules shall meet all specifications throughout thisrange.The LED signal module shall be protected against dustand moisture intrusion as per the requirements of NEMAStandard 250 -1991 for Type 4 enclosures to protect allinternal components

Standard specification for Enclosure

Enclosure / Housing NEMA 12/ IP 66 StandardMaterial Glass Fiber reinforced polyester

/ MS steel boxImpact Resistance > 7 NmFlammability Self extinguishingProtective insulation Fully insulatedSeal -40 C + 100 CDry electric strength > 10 Kv per mmWater absorption maximum 0.7%Surface resistance > 1012 ohmColour Traffic amber

Construction


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The LED signal module shall be a single, self contained,inside the module. The circuit board and power supplyshall be contained inside the module.

The assembly and manufacturing process for the LEDsignal assembly shall be designed to assure all internalcomponents are adequately supported to withstandmechanical shock and vibration from high winds andother sources.

Materials

Material used for the lens and signal module constructionshall conform to ASTM specification for the materials.

Enclosure containing either the power supply or electroniccomponents of the signal module shall be made ofUL94VO flame retardant materials. The lens of the signalmodule is excluded from this requirement.

Mounting structures

Pole should be 5 mtr height for distant visionProvision should be provided for mounting the panel andto rotate for the appropriate direction.Structure should be vapour cured finish to protect againstrust.Provision should be provided for grouting the pole.Provision should be provided mounting the battery at thebottom of the pole with vandal proof structure.

Measurement for Payments:

Unit: The unit of measurement shall be in “ Numbers”

Rate: The unit cost of Solar Powered Blinker Signal isinclusive supply and erection with all the equipmentand full compensation for labour and material, cost offoundation, fabrication, welding and transportation tosite and installation, testing including cost of anti-theftmechanism and all incidental charges necessary forcarrying out the work at site confirming to thespecifications complete including meeting the warrantyrequirements. 75% of cost is payable after trial runof 1 week and the balance 25% after 6 months.


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CLAUSE A-13 UTILITY DUCTS AND CROSSING

1 Utility Ducts

Utility ducts should be laid below the footpath, shall compriseof a set of 8 nos. of 110mm. dia. HDPE pipes (5.3 mm thick)of approved quality for carrying the utility cables on one sideand 160 mm dia HDPE pipes (7.7 mm thick) shall be laid onthe other side of the service road for carrying the electricalcables separately, which shall be laid in appropriately shapedgranular bed and compacted, as shown in the drawing or asdirected by the Engineer.

Specifications of the Permanently lubricated HDPE telecomducts shall conform to the generic requirements no.G/CDS-08/01.DEC 99 specified by the Telecommunicationengineering centre, Delhi.

The installation of the ducts along the highways shall alsorequire supply and installation of RCC utility chambers asshown in the drawings. The contractor shall make theprovision of providing 1 No. of utility chamber at every 1 Km.for each ducts as shown in the drawings. Specifications of theRCC Utility chambers shall conform to the section 1700 of theMOST specification.

Utility ducts of 160mm diameter HDPE pipes (7.7 mm thick)shall be laid in the median and 110mm diameter HDPE pipes(5.3 mm thick) in both the earthen shoulders of the maincarriageway, on compacted and appropriately shaped granularbed as shown in the drawing or as directed by the Engineer.Care should be taken to compact the fill material above andaround the duct pipe with power rammer.

2 Utility Crossing

For cross connection, two (2) numbers of utility ducts shall beprovided at an interval of 500m for cross connection. Aprovision shall be made with 0.6m diameter pipe of NP-4grade, for facilitating crossing of utilities from one side to theother. Location, size and design of the cross pipes for utilitiesshall be finalized at the detailed design stage in consultationwith the Independent Consultant and HGCL and shall confirmto IS: 458-2000 and MoRTH specification Clause 2100.

At all junctions, provision shall be made for 0.6m diameterNP-4 pipe for facilitating crossing of utilities from one side tothe other. Location, size and design of the cross pipes forutilities shall be finalized at the detailed design stage inconsultation with the Independent Consultant and HGCL andshall confirm to IS: 458-2000 and MoRTH specification Clause2100.


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3 Utility Protective Work

The contractor shall carry out the protective work for theunderground utilities to be retained as decided by theengineer. The work shall be taken up with the expressapproval of the Engineer and under strict supervision ofrespective line agencies. The work shall comprise diggingtrenches around the underground cables to the size and depthrequired to accommodate the RCC half pipes (arches). Thegrade and size of the arches shall be as directed by theEngineer and should confirm to the specifications of full RCCpipe of NP-4 grade. The foundation and bedding concreteshall confirm to IS: 458-2000 and MoRTH specification Clause2100.

CLAUSE A-14 RE-CONSTRUCTION OF TEMPLES OR RELIGIOUSPLACES

1.1. For the Temples or Religious places of worship falling in theproject alignment a new structure shall be constructed at anew location within a distance of 1000 meters. The Engineershall finalize the new location after consultation with the localrepresentatives of the area.

1.2. The contractor shall take photographs of existing religiousstructures and maintain a record of specification of existingstructure before dismantling.

1.3. The construction of the new structure shall be carried out asper drawing and Specifications for Building works of CentralPublic Works Department.

1.4. The following items of work are included to be executed:

a) The plinth height of the structure shall be 1.5 metersabove G.L. The walls shall be constructed in R.R. Stonemasonry in C.M. 1:4.

b) Flooring shall be of marble stone topping laid overcement concrete base of 1:2:4.

c) Plaster shall be in cement mortar 1:4 with andal coat.d) Shikar shall be constructed as per drawing.e) The idol (Murti) of God shall be shifted from the original

Temple/Religious structure to the new location with fullreligious rites.

f) Steel grill / wooden gates shall be provided.g) Electric fittings shall be provided inside the structure.h) Polished stone pavement shall be provided all around the

pedestal in a width of about 3 meters.

5. Mode of Payment


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The mode of payment shall be the outer plan plinthmeasurements of the structure in sq meters. The completework shall be executed as per drawing and direction of theEngineer. The rate should include the works specified inpara-4 including cost material, labour, equipment andincidentals.

CLAUSE A-15 CURING USING LIQUID MEMBRANE FORMING COMPOUND

1 General

Liquid membrane forming compound are sometimes permittedto be used by the engineer for curing concrete for part orwhole of the total curing period as specified in sections dealingwith concrete construction. These membranes reduce the lossof water from concrete during early hardening period andsome type of compounds also help in reducing thetemperature-rise of concrete exposed to the radiation from thesun. These specifications cover the type and use of suchcompounds. However, the use of the same will need specificpermission from the engineer, who may require a number oftests to be carried out for establishing the conformity of theproduct to these specifications and to establish that the curingcompound and its method of use does not have anyunacceptable effect on the quality of concrete. The cost of theinitial acceptance testing and the quality control testing will beborne by the owner, if the method has been specified as arequirement by the engineer. If on the other hand, it issuggested by the contractor as an alternative to wet-curing,the full cost of testing will be borne by him and deemed to beincluded in his rates for concreting. The cost of curing in anycase will be deemed to be part of the concrete rates and willnot be paid extra.

All equipment, material etc., needed for curing and protectionof concrete shall be at hand and ready for installing beforeactual concreting beings. Detailed plans, methods andprocedures shall be firmly established, shall be settled and gotapproved in writing from the Engineer-in-charge sufficiently inadvance of the actual concreting.

The equipment and method proposed to be utilised shallprovide for adequate control and avoid interruption or damageto the work of other agencies.

1 Curing Compound

The curing compound shall be conforming to ASTM-C-309-81,Type-2, white pigmented compound. The solids dissolved invehicle shall be either A (no restrictions) or Class B (resin asdefined in ASTM D-883) as approved by the engineer.White pigmented compound (Type-2) shall consist of finelydivided white pigments and vehicle solids, ready mixed for


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immediate use without alteration. The compound shall presenta uniform white appearance when applied uniformly to a freshconcrete surface at a specified rate of application. It shall be ofsuch consistency that it can be readily applied by spraying toprovide uniform coating at temperatures above 4 C. If twocoats are to be applied then it should be applied at an intervalof approximately one hour. They shall adhere to freshly placedconcrete that has stiffened or sufficient resist marking duringthe application and to damp hardened concrete and shall forma continuous film when applied at a rate of 5 m²/litre. Whendry, the covering shall be continuous flexible and withoutvisible breaks or pin holes and shall remain as unbroken filmat least 28 days after application. It shall not reactdeleteriously with the concrete.The compound shall meet with the requirement of waterretention test as per ASTM designation C-156-80. The loss ofwater in this test shall be restricted to not more than 0.55kg/m² of exposed surface in 72 hours.The white pigmented compound (Type 2) when rested asspecified in accordance with method E-79 of ASTM shallexhibit a day light reflectance of not less than 60% of that ofmagnesium oxide.It shall fulfil the requirement of drying time when tested inaccordance with ASTM-C-309-81. The compound applied shallbe dry to touch in not more than 4 hours. After 12 hours it shallnot be tacky or tack off (peel off) concrete when walked uponnor it shall impart a slippery surface.

The liquid compound should be of a sprayable consistency.

2 Supply and Testing

Acceptance Testing

Prior to the approval of the bran/trade name of compound andthe source of supply and manufacturer acceptance testingshall be carried out to demonstrate the conformance of thecompound to Clause 5502. In addition, testing shall beperformed to demonstrate that on adverse/undesirable changein quality of concrete or concrete surface takes place as aresult/by-product of the use of the compound. These testsshould be designed to check properties such as loss ofstrength at 28 days of surface layer, or of concrete cube,change in surface texture, change in adhesion to subsequentlyapplied layers like plaster, flooring, tiling etc. The type andnumber of tests are to be as specified by the engineer.

3 Routine Testing

1. The liquid membrane forming curing compound should bebrought in the manufacturer’s original clear containers. Eachcontainer shall be legibly marked with the name of themanufacture, the trade name of the compound, the type ofcompound and class of vehicle/solids, the nominal percentage


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of volatile material and batch or lot number. The lot numberswill be assigned to the quantity of compound mixed, sampledand tested as single product. The manufacturer shall exercisethe care in filling the container so that all are equallyrepresentative of the compound produced. 2. Curing compound to be used on site shall be got tested atleast 14 days in advance so that the result of water retentiontests, reflectance test, drying etc, are available before it canbee permitted for use. All of the filled containers representedby the approved sample shall then be sealed to preventleakage, substitution or dilution. The engineer-in-charge orauthorised representative should mark each containerrepresented by the samples with a suitable identification markfor later identification and correlation and shall be kept in storewith double lock arrangements. One key shall be kept with theContractor and the other with Engineer. Random samples shallbe collected from every batch of the compound. Frequency ofrandom sampling shall be done as directed by the Engineer.The contractor shall provide samples and labour for collectingsamples free of cost. Testing shall be carried out by agencyapproved by the engineer and in presence of hisrepresentative.

4 Method of Application

The compound shall be sprayed using mechanical sprayer ofapproved design to ensure uniform and continuous membraneon the concrete surface. The coverage shall be at the ratespecified by the manufacturer or at the rate of 4m² per litre oras specified by the manufacturer and approved by theengineer. Field trials shall be conducted to decide effectivecoverage rate, which depends upon surface finish. Theengineer after verification of the field trails and based on theactual experience shall order the rate of application as neededfor achieving the proper curing. With a view to ensurethorough and complete coverage, approximately one half ofthe compound for a given area should be applied by movingthe spray gun back and forth in one direction and theremaining half at right angles to this direction. In case theapplication is still not found uniform, the contractor shall haveto apply the second coat as and when directed by theEngineer. If a second coat is to be applied, it should be appliedapproximately after an interval of one hour. The curingcompound shall generally be applied as soon as the bleedingwater or shine disappears, leaving dull appearance.

If surface treatment by roughing, hand brushing etc., isrequired (e.g. as in case of road pavements) the curingcompound should be applied immediately after the same.Equipment for spraying curing compound shall be of pressuretank type (5 to 7 kg/cm²) with provision of continuous agitation.A curing jumbo with multiple travelling spray fans shall be


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provided for effective spray. Spraying on concrete lining shallbe done in such a way that the green concrete is not disturbedor damaged or any foot impression left. Necessary schemes orspraying by mechanised means shall be got approved by theEngineer-in-charge. However, in emergency for very smallareas/ patches) it can be applied with wire or bristled brush.

CLAUSE A-16 VOID FORMER

Void formers are to be supplied with suitable end blockers toseal the void former ends.

Specialised form work shall be manufactured by use of formlining materials with ring stiffeners as per design requirements. The form lining may either be Marine Plywood, PVC/HDPEsheet or steel sheet of appropriate thickness and the ringstiffeners should preferably be of structural steel sections.Manufactured void formers shall be absolutely leak proof.

The contractor may use PVC/ HDPE pipes, Galvanisedcorrugated light metal tubes of required sizes from market orspecially manufactured for use as void formers. However, thespecifications & design for such pipes/ tubes shall besubmitted for approval of Engineer.The Void Formers shall be strong enough to withstand allpressure, ramming and vibration during placing of concreteand handling / erection stresses. The void formers shall beplaced and tied in position so that they are not displacedduring concreting.

All the steel surfaces shall be painted with Zinc Rich Paint inaccordance with Section 1900 of the Technical Specification,before use of Void Formers.

Standard R.C.C. Hume pipes are not to be used as voidformers.

The contractor shall furnish the design and drawing along withdetailed specifications of the proposed Void Formers forapproval of Engineer before taking up the work.The payment for void former shall not be made separately. Itis deemed to have been included in the concrete rates forvoided slab which shall include cost of supply of void formers,transport, fitting fixing in position and all other incidentalexpenditure complete.


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CLAUSE A-17 WATER PROOF CEMENT PAINTING

Water proof cement paint shall be mixed in such quantities ascan be used up within an hour of its mixing as otherwisemixture will set and thicken affecting flow and finish. Waterproof cement paint shall be mixed with water in two stages.The first stage shall comprise of two parts of water proofcement paint and one part of water stirred thoroughly andallowed to stand for 5 minutes. Care shall be taken to add thewater proof cement paint gradually to the water and not viceversa. The second stage shall comprise of adding further onepart of water to the mix and stirring thoroughly to obtain aliquid of workable and uniform consistency.

The surface shall be thoroughly cleaned of all mortardroppings, dirt, algae, grease and other foreign matter bybrushing and washing. The surface shall be thoroughly wettedwith clean water before the water proof cement paint isapplied.

The solution shall be applied on the clean and wetted surfacewith brushes or spraying machine. The solution shall be keptwell stirred during the period of application.

CLAUSE A-18 FILLING OF OPEN WELLS

Scope

The work shall consist of removal and disposal of all unsuitableand obstructing materials, demolition of well lining, placing ofselected materials in layers, and compaction in layers for fillingof open wells originally used as sources for potable water. Thework shall be carried out in accordance with the Specificationsand as directed by the Engineer.

These specifications would be applicable for open wells overwhich the road embankments would be built. These would notbe applicable for plugging of open wells, which are outside thelimits of embankments. These open wells would requireplugging using suitable materials so as to protect againstcontamination of water. These specifications would also not beapplicable for filling of ponds and water reservoirs.

Classification of Wells

The open wells shall be classified as under:UnlinedLinedThe casing/lining of wells may be of masonry, burnt clay,concrete rings or any other type.


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Materials

The fill materials shall be sand, gravel, selected soil and suchmaterials free from logs, stumps, roots, rubbish, compressiblematerials or any other ingredient likely to deteriorate, or affectthe filling and shall be free from any hazardous material suchas harmful chemicals, sewage etc., which could causecontamination of ground water. A mixture of sand and gravelwould be acceptable as filling material because little settlingwould occur afterwards.

The types of material to be used shall be as per Table-1 andas directed by the Engineer.

Table-1: Material for Filling of Open Wells

SL.No.

Description Material Type

1 Well withstandingwater

Mixture of sand and gravel upto 1.5mheight below natural ground level. Theselected granular soil with PlasticityIndex (PI) < 6 for the remaining depthof well. To achieve the desiredcompaction, the top 1.5m shall beexecuted by lowering the standingwater level by more than 1.5m belownatural ground level.

2 Dry well withdepth

Mixture of sand and gravel upto 1.5mheight below natural ground level. Theselected granular soil with PlasticityIndex (PI) < 6 for the remaining depthof well.

Note:(1) Materials for filling of wells of sizes less than 1m indiameter shall be mixture of natural sand and gravel.(2) The selected materials (soils and sand-gravel mixtures)shall have MDD (as per IS2720, Part-8) not less than 16.0 Kn/m3.The sand-gravel mix shall be as per sub clause 2504.

The size of the coarse material in soil shall not exceed 25 mm. Incase of sand-gravel mixtures, the maximum particle size shall notbe more than 75 mm. Sand-gravel mixtures with excessiveamounts of gravel (>30%) shall not be permitted


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These should be capped with 300 mm thick M-15 grade PCCslab on granular material.

1. Construction Operations

(a) Removal of Obstructing Materials

(i) All debris such as pump, metal wires and rods, pipes, anyother equipment, floating materials and logs, degradableand also not degradable materials that would causeincomplete filling of the voids shall be removed from thebed of wells so that the selected fill materials do not slumpor settle afterwards. The removal and disposal shall alsocover all plastic materials (e.g. used polythene bags, pipesetc.), sewage, dead animals, boulders etc. as directed bythe Engineer.

(ii) All debris such as pump, metal wires and rods, pipes, anyother equipment, floating materials and logs, degradableand also not degradable materials that would causeincomplete filling of the voids shall be removed from thebed of wells so that the selected fill materials do not slumpor settle afterwards. The removal and disposal shall alsocover all plastic materials (e.g. used polythene bags, pipesetc.), sewage, dead animals, boulders etc. as directed bythe Engineer.

(iii) In case of lined open wells, the lining shall be dismantledup to the level of natural ground level or one metre inheight, whichever is higher.

(b) Disinfect Standing Water in Open Wells

All open wells with standing water shall be disinfected to killmicro organisms. This can be accomplished using by addingchlorine bleach @ 5 litres of chlorine bleach for every 2,500litres of standing water and as directed by the Engineer.

(c) Removal of Well Lining

The upper 1m of well casing/lining shall be removed when thefill material reaches within 1m of the existing ground surface

(d) Placing and Compaction

(i) The placing and compaction operations would commenceafter completion of the preceding tasks, (a) and (b), to thesatisfaction of the Engineer.

(ii) The fill material as specified in Table-1 above shall beplaced in the well in layer of 500 mm using shovels and asdirected by the Engineer. Dumping of materials from dumptrucks and front-


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(iii) end loaders into the abandoned wells shall not be allowed.

(iv) Each layer of fill material shall be compacted with the helpof plate compactor or power hammer and as directed bythe Engineer.

(v) Before allowing the next layer, it shall be ensured that theearlier layer is at the desired compaction and as directedby the Engineer.

(vi) It shall be ensured that no further consolidation/settlementtakes place while in service after filling of open wells. Thesite over the filled open well shall be shaped as directedby the Engineer to stop ponding of water and also toabsorb any settling of filling material.

(vii) These should be capped with 300 mm thick M-15 gradePCC slab on granular material.

2. Measurements

Measurement of well filling shall be in cum for finish work forthe following items.

(b) Mixture of sand, gravel and selected granular soil.(b) PCC M –15 grade.

3. Rates

The contact unit rates for filling of open wells shall includeremoval of debris, dismantling of lining, cost of fill materials,machinery, labour, all compaction works, environmentalprotection works, if so directed by the Engineer, and disposalof unsuitable materials complete with all leads and lifts and asdirected by the Engineer.

CLAUSE A – 19 Levelling and Grading Road side Land

1 Description

The work shall consist of levelling and grading of roadside landfor purposes of chaining the land and as a landscapingmeasure in accordance with the requirements of thesespecifications or as directed by the Engineer.

2 Construction Operations

The construction operations shall follow the following sequence

(1) The roadside land from the toe of the road embankmentto the outer open drain shall be cleaned and grubbed inaccordance with Clause 201. Except for trees and


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large-sized plants designated to be retained, all shrubsand plants shall be removed.

(2) The land area shall be levelled by cutting high spots andfilling low spots, and sloped towards the outer drain bymeans of dozer/grader. The graded slope shall at leastbe 0.5% falling towards the ROW boundaries. Gradingshall be in such a manner that the rainwater from theroadway and roadside land gets drains into the outeropen drains. The graded area shall be rolled with atleast two passes of 8-10 ton roller, and the areasfinished clean and tidy.

(3) In case the land contours require construction of lateraldrains to drain out the water, the same shall beexcavated as excavation in ordinary soil to Clause 301.

3 Measurement for Payment

The work of levelling and grading the roadside land shall bemeasured as area over which the work is performed in sq.m.

Cleaning and grabbing the area shall be measured and paidfor under Clause 201.

4 Rates

The contract unit rate for levelling and grading roadside landshall be payment in full for all the operations including alllabour, equipment and incidentals required to complete thework to the requirements of the specification.

CLAUSE A – 20 CONTROLLED BLASTING

GENERAL

The specifications for excavation in rock are covered byMoRT&H “Specifications for Road & Bridge Works” (4threvision 2001), vide section 300. The following specificationsare additional and supplementary to the same.

CONTROLLED BLASTING

Whenever required by the Engineer, the rock blasting shall becontrolled so that vibration generated during the blasting donot cause damage to the building and installation around builtup areas. Similarly, the rock pieces should not fly off the pitsand thus damage the buildings and installation and life andlimb of people around. Apart from the general precautionsmentioned in the MoRT&H specifications, following protectivemeasures and limits for use of explosives are suggested asguidelines.PROTECTIVE MEASURES


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a) Short delay blasting with light charges shall be used.

b) The blast hole shall be covered with 0.6 to 1.0 sq.m. Mildsteel plate of minimum 6 mm thickness.

c) Reinforcement rod mesh not less than 20 mm dia at 150mm centers in both directions shall be placed over thesteel plates.

d) Steel plate and reinforcements shall be inspected afterevery blasting operation and all twists shall be removedbefore reuse to the satisfaction of the Engineer.

e) The thickness of the covering plate and the kind of deadweight is to be duly approved by the Engineer.

f) When blasting is necessary adjacent in partially ofcompletely built structures the contractor shall take allprecautions necessary to prevent flying rock from causingdamage to the structures.

BLASTING WITHIN CERTAIN LIMITS

No blasting shall be allowed for any of the excavation untilfreshly placed concrete of nearby structures has reached aminimum strength of 7 Mpa.

Normally, blasting shall be resorted to only after 7 days ofconcreting work in case of OPC (10 days in case of PPC) inadjacent structures.

In no case shall blasting be allowed closer than 15m to anystructure after concrete placing has started

When minor blasting is necessary after concrete placing hasstarted in any structure, the maximum size of charge fordistance from 100m and above shall be limited to the following:

Distance in

m

Safe particle velocity 10mm/sec. Charge in kgs per

delay

Safe particlevelocity 3 mm/sec.Charge in kgs per

delay.100 10.7 2.6150 24.2 5.8200 43.0 10.3250 67.3 16.7300 96.9 23.2350 131.9 31.6400 172.3 41.2450 218.2 52.2


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500 269.3 64.5

Any deviation in the above-recommended limits will be adoptedonly after the specific approval of the Engineer. The contractorshall submit the scheme with charges and delays he proposedto use for blasting, for approval of the Engineer.

It is generally recommended that where the blasting is to bedone, within 20 m of the nearest point of permanent building,the area shall be line drilled on periphery before blasting.

The Contractor shall be responsible for all damage caused byblasting whether to permanent or temporary structures andshall replace or repair the structures at his own cost.

PRECAUTIONS AFTER BLASTING

After the blast, the supervisor must carefully inspect the workand satisfy himself that all the charges have exploded. Afterthe blast takes place in underground works, the workmen shallnot be allowed to go to the face till toxic gases havedisappeared from the face.

If it is suspected that part of the blast has failed to fire or isdelayed, sufficient time shall be allowed to elapse beforeentering the danger zone. When fuse and blasting caps areused, a safe time should be allowed and then the supervisoralone shall leave the shelter to inspect the blasting zone.

None of the drillers are to work near the misfired hole until oneof the two following operations have been carried out by theSupervisor:

Either (i) the Supervisor should very carefully (when thetamping is of damp clay) extract the tamping with a woodenscraper or jet of water or compressed air (using a pipe of softmaterial) and withdraw the fuse with the primer and a freshdetonator with fuse should be placed in these holes and firedout, or (ii) the hole may be cleared of 30 cm of tamping and itsdirection then be ascertained by placing a stick in the hole.Another hole may then be drilled at least 60 centimeters awayand parallel to it and about 30 cm less in depth, this hole shallthem be charged and fired. The balance of the cartridges anddetonators found in the muck shall be removed.

Before leaving his work, the Supervisor of the concluding shiftshall inform the Supervisor of the relieving shift of any case ofmisfires and should point out the position with a red crossdenoting the same and also stating what action, if any, he hastaken in the matter.

The Supervisor should also at once report at the office of theContractor and the Engineer all cases of misfire, the cause of


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the same and what steps were taken in connection with these.

The names of the day and night shift Supervisors must benoted daily in the Contractor’s office.

If a misfire has been found to be due to a defective detonator ofdynamite the whole quantity or box from which the defectivearticle was taken, must be thoroughly inspected by theContractor.

Drilling in holes not completely exploded by blasting shall not bepermitted.

PERSONNEL

Excavation by blasting will be permitted only under the personalsupervision of competent and licensed blasters and trainedworkmen.

All supervisors and workmen in-charge of preparation, handling,storage and blasting work shall be adequately insured by theContractor.

Storage shall be in charge of a very reliable person approved bythe Engineer, who may, if necessary conduct police enquiriesas to his reliability, antecedents etc. The contractor shall haveto produce a security for the person in-charge of the explosives,if and when required by the Engineer, of the civil authorities ofthe district.

The Contractor shall make sure that his supervisors andworkmen are fully conversant with all the rules to be observedin storing, handling and use of the explosives. It shall beensured that the supervisors in charge are thoroughlyacquainted with the details of the handling of explosives andblasting operations.

Clause A-21 INSTALLATION, TESTING AND COMMISIONING OF HIGH MASTLIGHTING

1.0 Scope


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The work of Supply, Installation and commissioning of 20Meters High Mast complete with 12 Nos.2x400 Watts MetalHalide flood light luminaries, Electrical Connections andelectrical cables, foundations with foundation accessories, lampcarriage with pulley and stainless steel wire ropes,compensating disc, double drum winch, provision for attachingpower tool (with power tool), Lighting arrestor, aviation lightearthing, including foundations etc. shall be carried out as perIS-1944 and other relevant IS codes for the same and as perdrawings supplied by the Concessionaire and approved by theEngineer.

2.0 Materials

a) 20 Meters long, High Mast, in two sections made from specialsteel plates as per BSEN 10025/IS S986 with excellent ultimatetensile strength, yield stress and elongation and corrosionResistance properties and suitable weldability. Plates to be cutand folded to form a telescopic polygonal cross section (20sides) and welded longitudinally as per IS 9595/IS10178 andcontinuously tapered, and having no circumferential welds.

b) Hot Dip Galvanisation of both internal and external surface withminimum 86 Microns more than 600 gm/m2 as per ISspecification.

c) The thickness of sections shall be 6mm. for bottom section and5mm top section. With a bottom diameter than 480mm and topdiameter than 200mm.

d) The two sections should fit telescopically and the length ofoverlap shall be at least 1.5times the diameter.

e) The stress slip fit jointed without any welding at site and lengthof overlap should be at least 1.5 times the Diameter.

f) The high mast shall be designed as per IS 875 (Part -Ill) towithstand a wind pressure of 250 Km/Hr with maximum gustspeed time of 3 seconds.

g) The factor of safety for wind load shall be at least 1.25 and forother loads shall be 1.15

h) The base plate shall be made of hot-rolled MS. Plate as perIS:2062 and of minimum 700mm diameter and 30 mm. thickwith at least 8 Nos. foundation Bolts of high tensile steel of1200mm Length and M30 Category with Nuts for grouting inconcrete.


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i) The high mast shall be provided with lantern carriage of 1200mm diameter made out of 75mmx400mm MS Channel or60mmx60mm Square tube in 3 segments and having RubberPadded Guide ring as buffer between carriage and Mast with aload carrying capacity of 750 Kgs, raising and lowering typewith three wire suspension system with a double drum winch foroptimum balancing of the lantern carriage and self lubricatingwinch gear assembly made of phosphor bronze.

j) The Wires used shall be of Stainless steel, minimum diameterof 6mm and breaking load capacity of 2350 Kgs. per SS wires.

k) Three nos. of SS wires shall be used for lantern carriage and 2Nos. for Double Drum Winch.

l) The luminaries shall be mounted on the lantern carriage bymounting arm assembly to achieve desired lightingperformance.

m) The mast shall be provided with lighting arrestor with spikesand aviation obstruction light

n) The high mast shall also be provided with compensating discand safety wires for maximum safety and flexibility.

3.0 Earthing

Installation and fixing of 2 Nos. Standard earthing with 50mmdia G.l. pipe, Class B, Medium Quality, 3 meters long and thepipe shall have 12mm diameter holes at 15 Cms c/c up to aheight of 2.5 meters from the bottom and a clamp made out of40mmx5mm G.l. flat at the top for taking earth connectioncomplete with excavation of earth pit chamber of depth3000mm in all kind of soil including rock of all variety,installation of earth electrode and masonry work for earth pitchamber with brick cast iron cover of size300mmx300mmxl0mm thick for covering the earth pit chamber.The pit shall have alternate layer of 105mm of charcoal and50mm of salt up to a height of 465mm from the bottom of thepit and the rest shall be filled up with charcoal to a further depthof 2035mm. and the balance shall be filled up with earth. (Theearth pit chamber shall be erected after the earth has settledand has became firm. Otherwise the earth shall be watered andrammed to make it compact and then the masonry work shallbe done with 1:6 cement sand mortar and 1st Class bricks shallbe plastered with 1/2“ thick plaster of cement mortar bothinside and outside the chamber. Further the level of the Castiron Cover shall be same as adjacent ground / pavement levelincluding connection with the help of 40mmx5mm GI strip fromearth electrode to earth electrode and from earth electrode tothe high mast.


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4.0 Fixing and Installation

12 Nos. 2x400watts, Metal Halide Lamp, High efficiency lowglare asymmetrical floodlighting luminaries complete with 2x400watts, Metal Halide lamp, housing made of die-cast aluminiumwith black powder coated finish and the lamp compartmentconsisting of electro chemically brightened, high purity,pre-anodised aluminium reflector, heat resistant toughenedfront glass fixed to the housing with specially designed hingedmechanism for quick and easy lamp replacement, completewith external / internal control gear box consisting of energyefficient, low watt loss, open construction copper ballast, powerfactor improvement capacitor, ignitor etc., including power toolfor lowering and raising the lamp carriage the High mast withmovable packing and all tools and accessories complete.

5.0 Measurement and RatesThe payment shall be made on number of High Masts fixed inposition.All fitments such as High Mast, Luminaries, Accessories andCables etc shall be approved by the Engineer along with themanufaturer’s details. The Firm must submit the details of themanufacturers of fitments proposed to be used in the worksalong with the other supporting documents to the Engineer forapproval before execution.

The unit rate includes all necessary materials and otherfixtures, earthing, wires, lighting lamps, tools and plants,equipment required to complete the work. The requiredexcavation and fixing of High Mast and backfilling andconcreting etc., shall be considered incidental to work. No extrapayment shall be admissible.

CLAUSE A-22 LIGHTING ARRANGEMENTS

Scope :

The work of supplying, installing, testing and fixing properly inposition external light poles including clamps, fixtures, cablesearthing etc., shall be carried out as per relevant I.S. codes forthe same and as per detailed drawings supplied by theContractor and approved by the Engineer as indicated below.

1) Poles and Cross arms:

a) MS. Galvanised Octagonal Poles with base plate fabricated fromspecial steel plates as per BSEN 10025/IS 5986 with excellentultimate tensile strength, yield stress and elongation andcorrosion resistance properties and suitable weldability. Plates tobe cut and folded to form a octagonal cross section and weldedlongitudinally as per IS 9595/1S10178. The pole shall withstand


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wind pressure of 180 Km/Hr as per IS:875 and of 9.5 MetersLength in single section, continuously tapered profile for stabilityand aesthetics with face to face dimension being 190mm atbottom and 90mm at top and 4.5mm wall thickness withfoundation base plate made of Hot rolled M.S. Plate as perIS:2062 and 300mmx300mmx2Omm thick duly welded to thebase of the pole with foundation Bolts of 800mm Length andM24 Category with Nuts for grouting in concrete.

b) Hot Dip Galvanisation of both internal and external surface withminimum 86 Microns—more than 600 gm/m2 as per ISspecification.

c) 1500mm long (Galvanised as above) Cross arms made out of60mm outer diameter MS. G.l. tubular pipes of Class B andwelded with a cap to fit the top of the above pole and MS Platefor rigidity between cap and pipe with provision of passing theelectrical cable from the pole to the end of cross arm forconnection of the luminaries.

d) Electrical Termination box fixed at a height of 500mm from thebottom of pole, made out of weather resistant fibre glass havingarrangement for fixing the box on the pole with clamps, 4 way 25Amps / 400 Volts connector, 6/10 Amps / 230 Volts / 10 KA, SP,MCB, Cable gland at bottom of suitable size for entry & exit of 16Sq-mm, 4 Core, Armoured Aluminium Cable with 6/10 Amps

e) Excavation of Pole pit in all kind of soil including rock of allvariety of size 600mmx600mm and depth 1200mm with filling ofsand to a height of 300mm and then laying foundation ofReinforced cement concrete (1:2:4) of 600mm x 600mm x900mm high with granite metal of nominal size 20mm to 25mmincluding side shuttering and grouting of foundation bolts andsupply and erection of pole as specified above including wateringand ramming it as required including provision for passage ofCables and finishing the surface with 1:4 ratio cement plaster

2) Luminaries :

Supply, Installation and Commissioning of 250 Watts, MetalHalide/H.P.S.V. Street light luminaries including lamps asspecified below on the ends of cross arms mounted on the MStubular poles complete with connection from terminal box at thepole base to the luminaries with the help of 1.5 Sq-mm,650/1100 Volt grade, twin core, flexible copper wire, PVCinsulated and sheathed conforming to IS:694, complete withsupply of all materials such as luminaries with control gear,lamp, connecting wires and all accessories and sundries asrequired for the work and as per direction of Engineer asdetailed below.

a) The housing shall be made of single piece pressure die castLM6 aluminium / aluminium alloy with low copper content and


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epoxy powder coated finish from outside.

b) The lamp compartment shall consist of electrochemicallybrightened and anodized, high purity STEP Precision OpticsTech (POT) reflector.

c) The luminaries shall have a Heat-resistant toughened flat glasscover for the lamp compartment to ensure ingress protection ofIP66 for the lamp compartment and IP65 for control gearcompartment.

d) The luminaries shall be complete with control gear such asenergy efficient, low watt loss, open construction copper ballast,power factor improvement capacitor, ignitor etc.

3) Highmast lights:

Supply, Installation and commissioning of 20 Meters High Mastcomplete with 12 Nos.2x400 W Metal Halide flood lightluminaries, Electrical Connections and electrical cables,foundations with foundation accessories, lamp carriage withpulley and stainless steel wire ropes, compensating disc, doubledrum winch, provision for attaching power tool (without powertool), Lighting arrestor, aviation light earthing etc. as detailedbelow complete with all materials, accessories and sundries asrequired for the work and as per the direction of Engineer asdetailed below.

a) 20 Meters long, High Mast, in two sections made from specialsteel plates as per BSEN 10025/IS 5986 with excellent ultimatetensile strength, yield stress and elongation and corrosionResistance properties and suitable weldability. Plates to be cutand folded to form a telescopic polygonal cross section (20sides) and welded longitudinally as per IS 9595/IS10178 andcontinuously tapered, and having no circumferential welds.

b) Hot Dip Galvanisation of both internal and external surface withminimum 86 Microns-more than 600 gm/m2 as per ISspecification.

c) The thickness of sections shall be 6mm. for bottom section and5mm top section. With a bottom diameter not less than 480mmand top diameter not less than 200mm.

d) The two sections should fit telescopically and the length ofoverlap shall be at least 1.5times the diameter.

e) Stress slip fit jointed without any welding at site and length ofoverlap should be at least 1.5 times the Diameter.

f) Shall be designed as per IS 875 (Part -Ill) to withstand a windpressure of 250 Km/Hr with maximum gust speed time of 3seconds.


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g) The factor of safety for wind load shall be at least 1.25 and forother loads shall be 1.15

h) The base plate shall be made rolled MS. Plate as per IS:2062minimum 700mm diameter and 30mm. thick with at least 8 Nos.foundation Bolts of high tensile steel of 1200mm Length andM30 Category with Nuts for grouting in concrete.

i) Shall be provided with lantern carriage of 1200 mm diametermade out of 75mmx400mm MS Channel or 60mmx60mmSquare tube in 3 segments and having Rubber Padded Guidering as buffer between carriage and Mast with a load carryingcapacity of 750 Kgs, raising and lowering type with three wiresuspension system with a double drum winch for optimumbalancing of the lantern carriage and self lubricating winch gearassembly made of phosphor bronze.

j) The Wires used shall be of Stainless steel, minimum diameter of6mm and breaking load capacity of 2350 Kgs. per SS wires.

k) Three nos. of SS wires shall be used for lantern carriage and 2Nos. for Double Drum Winch.

l) The luminaries shall be mounted on the lantern carriage bymounting arm assembly to achieve desired lighting performance.

m) Shall be provided with lighting arrestor with spikes.

n) Shall be provided with aviation obstruction light.

o) Shall be provided with compensating disc and safety wires formaximum safety and flexibility.

p) Installation and fixing of 2 Nos. Standard earthing with 50mm diaG.l. pipe, Class B, Medium Quality, 3 meters long and the pipeshall have 12mm diameter holes at 15 Cms c/c up to a height of2.5 meters from the bottom and a clamp made out of40mmx5mm G.l. flat at the top for taking earth connectioncomplete with excavation of earth pit chamber of depth 3000mmin all kind of soil including rock of all variety, installation of earthelectrode and masonry work for earth pit chamber with brick castiron cover of size 300mmx300mmxl0mm thick for covering theearth pit chamber. The pit shall have alternate layer of 105mm ofcharcoal and 50mm of salt up to a height of 465mm from thebottom of the pit and the rest shall be filled up with charcoal to afurther depth of 2035mm and the balance shall be filled up withearth. (The earth pit chamber shall be erected after the earth hassettled and has became firm. Otherwise the earth shall bewatered and rammed to make it compact and then the masonrywork shall be done with 1:6 cement sand mortar and 1st Classbricks shall be plastered with 1/2“ thick plaster of cementmortar both inside and outside the chamber. Further the level ofthe Cast iron Cover shall be same as adjacent ground /


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pavement level including connection with the help of40mmx5mm GI strip from earth electrode to earth electrode andfrom earth electrode to the high mast.

q) 12 Nos. 2x400watts, Metal Halide Lamp, High efficiency lowglare asymmetrical floodlighting luminaries complete with 2x400watts, Metal Halide lamp, housing made of die-cast aluminiumwith black powder coated finish and the lamp compartmentconsisting of electro chemically brightened, high purity, preanodised aluminium reflector, heat resistant toughened frontglass fixed to the housing with specially designed hingedmechanism for quick and easy lamp replacement, complete withexternal / internal control gear box consisting of energy efficient,low watt loss, open construction copper ballast, power factorimprovement capacitor, ignitor etc.

4) Power Tool :

Supplying of Power tool for lowering or raising the lamp carriagethe High Mast as at Sl. No. 3 above, complete with movablepacking and all tools and accessories.

5) Multicore Cables :

Supplying and Laying of round multi core armoured cable ofAluminium / copper conductor as per lS:1554(Pt-l) of 1988 ofsizes as mentioned below in ground in cable trench of depth900mm and width 300 mm. (The bottom of the Gable trenchshall be filled with 150mm of sand then cable laid and then filledwith sand to further height of 300mm and then the balance withexcavated earth and in pre laid pipes for road crossings from theTransformer’s L.T. Panel to the Feeder panel and from feederpanel to the pole terminal box complete with all materials &connections, accessories and sundries as required for the workand as per the direction of Engineer.

a) Supplying and laying of 16 Sq-mm, 4 Core, Aluminium Armouredcable as above from transformer panel to feeder panel

b) Supplying and laying of 16 Sq-mm, 4 Core, Armoured cable ofAluminium as above from feeder panel to pole terminal box andloop cable from pole to pole.

6) End Terminations of Cables:

Crimpling / soldering and end socketing with proper sockets ofcable of various sizes and cores as mentioned below includingprovision of double compression brass glands

a) End termination of 16 Sq-mm, 4 core, AluminiumArmoured cable as above.

b) End termination of 16 Sq-mm, 4 core, Aluminiumarmoured cable as above.


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7) Transformer with D.P. Structures

Supply, Erection, Testing, Commissioning of 11KV/415V 100KVA, 50Hz Delta/Star connected outdoor Transformer with tapchanger on HV side and distribution panel. The transformershould be oil cooled with tappings + 5% to -5% in 4 steps of2.5% each, with HT bushings, LT gland cable box suitable for120 Sqmm x 4 core PVC insulated armoured aluminum cableand the transformer shall be designed and manufactured as perIS 2026 of 1977 and will be supplied with first filling oftransformer oil conforming to IS 335 of 1993 and as per thespecification given below

Rated KVA : 100 KVA

Service : OutdoorMounting DPWound : DoubleType : CoreCooling : ONANTemp raise : 500C of oil

550C of windingVector group : DYNIIPrimary connection : DeltaPrimary Volts : 11000 VPrimary frequency : 50 hzPrimary phases : 3Primary wires : 3Secondary connection : StarSecondary volts : 415Secondary phase : 3Secondary wires : 4Taps on primarywinding

: + or – 2.5 %

Terminal arrangement :H.V : Three bare terminal sturdy through

weather proof porcelain bushingsLV : Three terminology one separate

neutral terminal for earthing withcable terminal box and withrequired fittings and accessories ofthe Transformer.

The Guaranteed max losses of No Load condition are 195 wattsand Full Load condition is 1650 watts.

1) The LT bushings of the CSP Transformers shall be so locatedthat even under the hottest condition the level of theTransformer oil shall be below the opening meant for fixingthe LV bushing.

2) For 100 KVA the four walls of the tank shall be made of two


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‘L’ shaped sheets (without joints) and shall be fully weldedfrom inside and outside of tank withstand a pressure of 1kg/cm2 for 10 minutes.

a) Installation and Commissioning of 11/0.4 K.V., 100 KVA,Sub-Station for Power, supply to Street lighting on the stretch ofouter ring road including liaison for obtaining permission fromAPCPDCL and Office of the Electrical inspector for PowerSupply to the above and energising the Sub-Station

b) Installation and Commissioning of 11/0.4 K.V., 100 KVA,Sub-Station, D.P. Structure to be erected below the existing 11K.V. line, 2 Nos. H.T., G.l. Stay Sets for each sub-Station ifrequired, including cost for supplying all materials, labour, T&Pand Sundries, Storage, Transportation of material to site of workand all accessories as required for smooth completion of thework and as detailed below and including cost of 11/0.4 K.V.,160 KVA transformer and outdoor Electrical Panel

c) Supplying and fixing of 11 K.V. –“V” cross arm made out of75mmx40mm size MS. Channel as per R.E.C. ConstructionStandard A-6, Complete with supply and fixing of back clamp forcross arm with required numbers of nuts and bolts of size 16mmdiameter and of required length, all duly painted with two coatsof Aluminium paint over a coat of red-oxide paint (paints toconfirm to relevant ISS) with fixing of the same on 12.00 Meterslong MS. Pole top of DP Structure.

d) Supplying and fixing of 11 K.V. lines pole top bracket made outof 50mmx8mm MS. Flat as per R.E.C. Construction standardA-7, complete with all accessories duly painted with coats ofAluminium paint over a coat of red-oxide paint (paints to confirmto relevant ISS) with fixing of the same on 12.00 Meters longMS. Pole top of DP Structure.

e) Supplying and fixing of 11 K.V. Insulators and hardware fittingscomplete with all accessories, required for fixing of the insulatorof various types as specified below [as per R.E.C. Specification3/1971 (as amended upto date) for insulators and IS:2486(Pt-1/1993 and IS:2486 (Pt-ll)/1989 (as amended upto date)] on11 K.V. “V’ Cross arm/ Pole top bracket / D.P. Structure etc.

i) 11 K.V. Pin insulator complete with all hardware fitting andaccessories.

ii) 11 K.V. String / Disc insulator (T&C type) complete with allhardware fitting and accessories

f) Supplying, Fabrication and erection of Double Pole Structure for11/0.4 K.V., Sub-Station, complete with the following membersof R.S. joists, MS. Channels, MS. Angles, Nuts, Bolts andwashers etc. of various sizes and lengths including fabricationand erection as detailed below with all the members of the D.P.


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Structure duly painted with two coats of Aluminium paint over acoat of red-oxide paint (paints to confirm to relevant ISS)

g) Excavation of Pole pit in all kind of soil including rock of allvariety of size 600x900m and depth 1800mm with filling of sandto a height of 150mm and then laying base pad of cementconcrete (1:3:6) of 150mm thickness with granite metal ofnominal size 20mm to 40mm and supply and erection of 12.00Meters long (or as required at site) R.S. joists of size200mmx100mm for D.P. Structure in the pit above the base padand filling the rest of the pit with cement concrete of 1:3:6 ratiowith granite metal as specified above including watering andramming it as required—2 numbers, at a distance of 2800mm(approx.) from each other.

The work of fabrication & Erection of D.P. Structureinvolves:

i) MS. Channel of size 100mx50mm of length 3000mm(approx)–10 Numbers, fixed in pairs of two each on the D.P.Structure for fixing String Disc Insulator, Lighting Arrestor,transformer and A.B. Switch.

ii) MS. Channel of size 100mx50mm of length 250mm (approx.)-20numbers, fixed as supports to channels for mounting A.B. Switchand Lighting Arrestor.

iii) MS. Channel of size 75mmx40mm of length 1000mm(approx.)-2 Numbers, fixed on 11.00 Meters long R.S. Joist ascantilever projection for mounting HG. Fuse unit — 2 Numbers,one on each Joist.

iv) MS. Angle of size 50mmx50mmx6mm of length 1500mm(approx.)-2 Numbers fixed as bracing for supporting H.G. Fuseunit.

v) MS. Channel of size 75mmx40mm of length 3000mm (approx.)— 4 Numbers fixed on the Cantilever projection for mounting theH.G. Fuse unit and mounting the 100 KVA Transformer.

vi) MS. Angle of size of 50mmx50mmx6mm length 3000mm(approx.) - 2 Numbers to be fixed on R.S. Joists as clamping oftransformer.

vii) Clamp made out of 50mm x 6mm MS. Flat for fixing the MS.Angle to the joist (used as bracing for supporting the H.G. Fuseunit)-2 Numbers.

viii) Supplying and fixing of one number in each sub one-station 12K.V., 400 Amps. out door type, manually gang operated A.B.Switch, triple pole, 3 post pin type insulator per bar mounted inhorizontal position on existing MS. Channel of size 100mx50mmon D.P. Structure for 11/0.4 K.V. Sub-Station, complete withsupplying and fixing of adequate length of G.l. Pipe as operating


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handle erected on extended square shaft and supported byexternal bushy bearing with locking arrangement at a suitableheight from ground level and with all hardware fittings like Nuts,Bolts and washers etc. (The A.B. Switch shall generally confirmto R.E.C. Specification No.43/1987 and ISS:9920 (Pt.I to IV) asamended upto date).

ix) Supplying and fixing of 11 K.V., 200 Amps outdoor type HG.Fuse Set of 3 Nos. as per R.E.C. Construction Standard F-6 andF-7, mounted horizontally on existing MS. Channel of Size75mmx40mm and 2800mm long on D.P. Structure for 11/0.4K.V. Sub station, complete with all hardware fitting like nut, Boltand washer etc. and base channel of size 75mmx40mm for HG.Fuse.

x) Supplying and fixing of 12KV. Lighting Arrestor set of 3 Nos.confirming to IS:3070 /1974, mounted on D.P. Structure for11/0.4 K.V. Sub-Station complete with all hardware fitting likeNut, Bolt, Clamp etc.

xi) Supplying and Installation and fixing of Six Numbers (in eachsub-Station) Standard earthing device with 50mm dia G.l. pipe,Class-‘B’ Medium Quality, 3000mm long and the pipe shall have12mm dia. holes at 15 cms c/c upto a height of 2500mm fromthe bottom and with a clamp made out of 40mmx6mm G.l. flatwith G.l. Nuts, Bolts and Washers at the top for taking earthcontinuity connection complete with excavation of earth pitchamber 3000mm deep in all kind of soil including rock of allvariety & installation of earth electrode as above in the pit. Thepit shall have alternate layer of 105mm of charcoal and 50mm ofsalt upto a height of 465mm from the bottom of the pit and therest shall be filled up with charcoal to a further depth of 2035mm(measured from the bottom of the pit) and the balance shall befilled up with earth.

xii) Supplying and fixing of required length of 40mm x 6mm size G.l.Flat for earth connection between two earth electrode and fromearth electrode to D.P. Structure, Body of Transformer etc.complete with all connections with G.l. Nuts, Bolts and washersetc. with supply of G.l. Nuts, Bolts, Washers etc. complete withall other accessories.

xiii) Supplying and fixing of required length of No. 4 S.W.G. G.l. wireas earth connection from earth electrode/bus to the body of thetransformer, all lightning arrestor, all members of the D.P.structure including the joist from top to bottom, Neutral of thetransformer, L.T. Panel Box etc. All the terminals end of the G.l.wire shall be soldered to cable Sockets / lugs of Copper ofproper size and the connection made with proper size of Nut,Bolt and washer etc. complete with all other accessories andconnections.

xiv) Supply, Installation, testing and commissioning of 11/0.4 K.V.,100 K.V.A, transformer, Delta/Star, oil cooled type (NaturalCooled) with Copper winding on the DP Structure (as mentioned


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in this schedule elsewhere) with proper alignment and providingall connections on 11 K.V. side of the Sub-Station fromInsulators on the D.P. Structure to the H.T. (11 K.V.) bushing ofthe transformer through Lightning arrestor, A.B. Switch, HG.Fuse Set etc. with the help of A.A.C./A.C.S.R. Conductor forconnections as above

xv) Supply and fixing of 95 Sq.mm, 3-1/2 Core, Armoured cablefrom the L.T. Bushing of the Transformer to the M.C.C.B in theL.T. out-door Panel for transformer.

Installation of Out-Door type Electrical Panel consisting of 160Amps, 400 Volts, 50 KA, Four Pole MCCB for transformerprotection on the DP Structure:

xvi) Excavation of Foundation Trench along the boundary of theSub-Station Area and erection of 10” thick and 2” deep retainingwall all along the periphery of the Sub-Station, the top of suchwall shall be 300mm or 12” high than the surrounding groundlevel and Cleaning, Dressing and levelling of the Ground in the11/0.4 K.V. Sub-Station area and supplying and spreadingmachine broken Granite metal of 20mm to 40mm Nominal sizeon the ground to a thickness of 100mm within the boundaries ofthe Sub-Station.

xvii) Supply and erection of 11 KV HT Metering unit complete withenergy meter, metering CT’s and control cable.

8 Panels :

Supply, Installation, testing and commissioning of pole mountedpanel to be fixed on the DP consists of:

Supplying and Fabrication of Out door electrical Panel , Pole /Plinth Mounting type with slope roof and double door type madeout of 16 SWG Steel sheets, duly painted with one coat of redoxide paint and two coats of smoke grey enamel paint spraypainted after fabrication and due treatment of sheets with acid toremove any rust and dust. The Panel doors must have thumbscrews with bakelite knob and rubber gaskets so as to renderthe panel dust and vermin proof. The clearance between thevarious phases and the earth should be minimum 30mm andthat from the body of the panel should be at least 30mm. TheBus Bars shall be mounted on cast resin insulators of drum typeand should be properly insulated with insulating tape/sleeve ofproper colour i.e. Red, Yellow and Blue for Phases and Black forNeutral. The panel shall also have a base fabricated out of75mmx40mm MS. channel of light category (ISJC category).(Before fabrication the final drawings should be approved by theEngineer. Any fabrication done without the approval of drawingshall be at the risk of the panel manufacturer) The panel shallconsist of the following incoming and outgoing:

(i) : INCOMING:


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one number 160 Amps., 400 Volts, 50 KA Breaking Capacity,Four Pole MCCB for each transformer protection. The Incomingof the MCCB shall be from the top and the out going i.e.connection to the outgoing shall be from the bottom only.

(ii) : OUTGOING for each Transformer:

a) One number 160 Amps, 400 Volts Contactor with 1NO+1NCauxiliary contact after the MCCB

b) One number 24 Hours timer controlling the ON-OFF position ofthe contactor

c) One number 20 Amps, 400 Volts, 10 KA TP&N, MCB foroutgoing feeders of High Mast.

d) Six Numbers 63 Amps, 230 Volts, 10 KA, SP&N, MCB foroutgoing feeders.

9 Earthing of the Poles comprises of:

Supplying and fixing of Coil Earthing (as per REC ConstructionStandard J-1) with No.8 SWG G.l. wire closely wound in form ofhelical coil of 50mm diameter and having 115 Nos. turns withexcavation of earth pit at a distance of 0.5 meter from the pole inall kind of soil including rock of all variety of size 600mmx600mand upto a depth of 1500mm, installing the coil earth, filling of pitwith available excavated earth in the pit and connecting the coilto the earth nut of the street light pole complete with allaccessories and including cost of all material and labour withnecessary T&P and sundries etc. as required for the work.

10 HDPE Pipes:

(a) Supply, delivery and laying of 50mm internal diameter HDPEpipe inside road for road crossing of cable by Hydraulic DrillingDevice without opening of the road top surface laid at a depth ofat least 900mm below the road surface from the transformerfeeding point to the feeder pillar box in meridian including cost ofall accessories, masonry inspection chamber at both ends etc.complete with for road crossing for laying of cables as in itemNo.5 above for cable protection.

(b) Supply, delivery and laying of 50mm internal diameter HDPEpipe in median laid at a depth of at least 900mm below theground surface by excavation of earth and refilling the sameafter laying of pipe and cable from pole to pole for laying of cablein meridian including cost of all accessories, masonry inspectionchamber at both ends etc. complete with for road crossing for


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laying of cables as in item No. 5 above for cable protection.

11 Other Charges:

Liaison Charges and Statutory charges for Inspection by theElectrical Inspector and obtain necessary clearance certificate toenergise the Sub-Station, building and Liaison and statutorycharges for obtaining clearance for power supply fromAPCPDCL, excluding deposits to be paid to APCPDCL are allinclusive.

12 Notes:

1. The Highway Crossing by the Hydraulic Drilling Device Boringand the construction of manholes for all types of cable layingthrough HDPE Pipe, if any, would be incidental to the work andno extra charges will be borne by Hyderabad Growth CorridorLimited. It is to be noted that Open Digging is strictly prohibitedunder the road crust.

2. The streetlights, Transformers and High Masts shall be handedover directly to the Hyderabad growth corridor limited along withall warrantees obtained from the firms. Till the section is handedover all the maintenance including electricity charges shall beborne by the Contractor and is incidental to the work.

3. All fitments such as Poles, Luminaries, Accessories, High Masts,and Cables etc. shall be approved by the Engineer along withthe Manufacturers details. The firm must submit the details ofthe manufacturers of the fitments proposed to be used in thework along with the other supporting documents to the Engineerfor approval.

4. The agencies should take utmost care to protect thebeautification work in the median such as plantation, lawn etc.and should replace the damaged parts, if any within seven daysfrom the date of damage without claiming any extra cost fromHyderabad Growth Corridor Limited. to the satisfaction of theEngineer.

5 The staff of the contractor shall wear safety jackets, shoes,helmets, shock proof hand gloves etc.

13 Measurement of Payment

The various items of Street Lighting shall be measured asfollows:


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a) Poles with single cross arm and double cross arm shall be innumbers.

b) The Measurement for High Mast shall be in numbers.

c) The Measurement for power tool for lowering or raising the lampcarriage of the high mast shall be in numbers.

d) The Measurement for Metal Halide street light fittings with starterconnections bulbs shall be in numbers.

e) The Measurement for HPSV light fittings with starter connectionsbulbs shall be in numbers.

f) The Measurement for Street light control box with timer and allother accessories shall be as each number.

g) The Measurement for Armoured Aluminium Cables and PVCarmoured cables and other cables shall be in running meters.

h) The Measurement for Pipes shall be in running meters.

i) The Measurement for making of cable end terminations withnecessary glands, lugs shall be in numbers.

j) The Measurement for Transformers including all accessoriesshall be in numbers.


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k) The Measurement for DP structure including all accessoriesshall be in numbers.


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l) The Measurement for run of earth lead shall be in runningmeters.


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m) The Measurement for Copper Plate Earth station including brickpedestal meshed funnel, CI cover shall be in numbers.

14 RatesThe contract unit rate for items of street lighting shall be thepayment in full for carrying out required operations including allequipment, plant, tools, spares, labour, supervision, overheads,consumables, materials, erection, maintenance, testing of inputmaterial delivered, profit, taxes and duties together with allgeneral risks, patent charges (if any) and supervision by thespecialized supplier/manufacturer/agency, liabilities andobligations set out and implied in the Contract and otherincidentals to comply with the requirement of TechnicalSpecifications.

Volume-II

Documents

background

orrjbicpkg

vertical shaft

indian explosive

wheel bump

electronic

los angeles

mosquito breeding