Technical Specifications 1

Section VI-B

Technical Specifications

Rehabilitation and Upgrading to 2 lane/2 lane with Paved Shoulders Configuration and Strengthening of NHIIP-1 Bankura - Purulia Section (Km 0 to 84) of NH-60A in the State of West Bengal (Package No. SP/B/6)

SECTION VI-B

TECHNICAL SPECIFICATIONS

INTRODUCTION

The Works shall be executed in accordance with these Specifications which comprises the following Sections:

Section A - General Specifications

Section B - Technical Specifications

Part 1 - General Technical Specifications

Part 2 - Particular Technical Specifications

Section VI-B-Technical Specifications Page 1 of 135

Rehabilitation and Upgrading to 2 lane/2 lane with Paved Shoulders Configuration and Strengthening of NHIIP-1Bankura - Purulia Section (Km 0 to 84) of NH-60A in the State of West Bengal (Package No. SP/B/6)

SPECIFICATIONS SECTION A

GENERAL SPECIFICATIONS

General

In the first 3 months from the date of signing of agreement, the contractor shall complete the following actions

1. Establish his office in complete manner including installing Telephone and Fax.

2. The contractor shall furnish, in advance, a detailed Work programme containing all activities upto the completion of Works. Supporting resources schedule shall also be submitted.

3. Complete construction, installation and commissioning of “Field Laboratory”.

4. Mobilize all required Key Staff, Technicians, Labourers,

5. Mobilize all required equipment/ machinery including commissioning and trial run of all the Plant/ Machinery. Some of the major plants/ equipment to be mobilized are listed below.

a) Wet Mix Plant

b) Aggregate Crushing Plant having secondary crusher of ‘Cone Type’

c) Sensor Pavers and other Paving finishers.

d) Vibratory Rollers and other compaction equipments.

e) Excavators, Bull Dozers and Graders

f) Tippers/ Dumpers and Water Bowsers (Tankers).

6. Complete Setting out activities as per MoRT&H Specifications.

7. Complete the identification of Quarries and quality of available material.

8. Complete the crushing of Aggregates required for the Section of work taken initially.

Page 2 of 135 Section VI-B-Technical Specifications


This Section Replaces Technical Specification Clause 111

A1. Protection of the Environment

[As stipulated under some of the major laws that are applicable, but not limited to, are as under:

1. The Water (Prevention and Control of Pollution) Act, 1974

2. The Air (Prevention and Control of Pollution) Act, 1981

3. The Environment (Protection) Act, 1986

4. The Public Liability Insurance Act, 1991]

a) General

The contractor shall take all necessary measures and precautions and otherwise ensure that the execution of the works and all associated operations on-site or of-site are carried out in conformity with statutory and regulatory environmental requirements including those prescribed elsewhere in this document.

The Contractor shall take all the measures and precautions to avoid any nuisance or disturbance arising from the execution of the works. This shall wherever possible be achieved by suppression of the nuisance at source rather than abatement of the nuisance once generated. The provisions of this sub-clause shall however, be disregarded in respect of emergency work required for saving life or the safety of the works.

In the event of any spoil or debris or silt from the sites being deposited on adjacent land, the Contractor shall immediately remove such spoils, debris or silt and restore the affected area to its original state to the satisfaction of the Supervisor Engineer. Surplus excavation materials and topsoil shall, wherever possible, be used to reinstate quarries or borrow pits or other areas as may be approved by the Supervisor Engineer. Such materials should be spread in such a manner as to limit subsequent erosion and shall be re-vegetated as existing ground cover dictates. Restoration of borrow pits and quarries will be undertaken in an appropriate time frame to avoid formation of cess pools and other environmental hazards.

b) Borrow-pits for Embankment Construction

Borrow-pits shall not be dug in the right of way of the road. The stipulations in Clause 305.2.2 of the technical specification shall govern.

c) Quarry Operations

The Contractor shall obtain materials from licensed and approved quarries only. The contractor will be the sole responsible for identifying the quarries, borrow areas etc should not be opened without the written permission of the Engineer. The contractor shall obtain materials from quarries only after the consent of Department of Mines and Geology or other concerned authorities is obtained. The quarry operation shall be undertaken within the purview of the rules and regulations in force.

d) Soil Erosion and Sedimentation Control

The Contractor shall carry out the works in such a manner that soil erosion is fully controlled, and sedimentation and pollution of natural water courses, ponds, tanks and reservoirs is avoided. The stipulations in clause 306 of the technical specification shall govern.



e) Substances Hazardous to Health

The Contractor shall not use or generate any materials in the works, which are hazardous to the health of persons, animal or vegetation. Where it is necessary to use some substances, which can cause injury to the health of workers, the Contractor shall provide protective clothing or appliances to his workers.

f) Use of Nuclear Gauges

Nuclear gauges shall be used only where permitted by the Engineer. The Contractor shall provide the Engineer with a copy of the regulations governing the safe use of nuclear gauges he intends to employ and shall abide by such regulations.

g) Fuel and Chemical Storage

All fuel and chemical storage shall be sited on an impervious base within an embanked area and secured by fencing. The storage area shall be located away from any watercourse or wetland. The base and walls of the embankment shall be impermeable and of sufficient capacity to contain 110% of the volume of tanks.

Filling and refueling shall be strictly controlled and subjected to formal procedures. All valves and trigger guns shall be resistant to unauthorised interference and vandalism and be turned off and securely locked when not in use. The contents of any tank or drum shall be clearly marked. Measures shall be taken to ensure that no contamination happens or discharges enter any drain or watercourses.

h) Water Quality

The contractor shall prevent any interference with the supply to or abstraction from polluted water sources (including underground percolating water) as a result of execution of the works. Areas where water is regularly or repetitively used for dust suppression purposes shall be laid to fall to specially constructed settlement tanks to permit sedimentation of particulate matter. After resettlement, the water may be re-used for dust suppression.

All water and liquid waste products arising on the sites shall be collected and disposed off at location onsite or off site and in a manner that shall not cause nuisance or pollution.

The Contractor shall not discharge or deposit any matter arising from the execution of the works into any place except with the permission of the Supervisor Engineer and the regulatory authorities concerned.

The Contractor shall protect all water-courses, water ways, ditches, canals, drains, lakes and the like from pollution, silting, flooding or erosion as a result of the execution of the works.

The Contractor shall submit the details of his temporary drainage work system (including all surface channels, sediment traps, washing basins and discharge-pits) to the Supervisor Engineer for approval prior to commencing work on its construction.

i) Air Quality

The Contractor shall devise and arrange methods of working to minimise dust, gaseous or other air borne emissions and carry out the works in such a manner as to minimise adverse impacts on air quality.



Bituminous hot –mix plants and concrete batching plants shall be located sufficiently away from habitation, agricultural operations or industrial establishments. The plants shall have inbuilt pollution control unit and location of the plants commissioning site should be in consent with the Pollution Control Department.

The Contractor shall utilise effective water sprays during the crushing, delivery, handling and mixing of materials when dust is generated and dampen stored material during dry weather.

Stockpiles of materials should be sited in sheltered areas or within hoarding, away from sensitive areas. Stockpiles of flyable materials shall be covered with clean tarpaulins with application of sprayed water during dry and windy weather. Stockpiles of debris shall be dampened prior to their movement, except where this is contrary to the specifications.

Any vehicle with an open load carrying area used for transport of potentially dust producing materials shall have properly fitting side and tailboards. Materials having potential to produce dust shall not be loaded to a level higher than the side and tail boards and shall be covered with clean tarpaulin in good condition. The tarpaulin should be properly secured and extended to at least 300 mm over the edges of the sideboard and tailboard.

During high wind, no dust generating operations shall be permitted within 200m of residential areas having regard to the prevailing direction of the wind.

Construction vehicles and machinery shall be kept in good working order and engines turned off when not in use. Appropriate measures shall be taken to limit exhaust emissions from construction vehicles, machinery and plant and the contractor shall include details of such proposed measures in the mitigation and monitoring plan to be submitted to the Supervisor.

In residential areas or other sensitive areas, such as nursery, schools, hospitals, etc., advance warning shall be given to potentially affected persons so that some measures can be taken by them before commencement of the works.

j) Noise

The Contractor shall consider noise as an environmental concern in his planning and during execution of the works.

The Contractor shall use plant and equipment conforming to international standards and directives on noise, vibrations and emissions shall include the details of measures for abating noise at source in the mitigation and the monitoring plan to be submitted to the supervisor Engineer.

The Contractor shall take all necessary measures to ensure that operation of all mechanical equipment and construction processes on and off the site shall not cause any unnecessary or excessive noise, taking into account all applicable environmental requirements. The Contractor shall use all necessary measures and shall maintain all plant and silencing equipment in good condition so as to minimise the noise emissions during construction works.

When operating close to sensitive areas such as residential, nursery, school or medical facilities, the Contractor’s hours of working shall be limited to 8 A.M. to 6 P.M.



k) Transmission of Diseases

The Contractor shall take all necessary measures to prevent transmission of diseases between the local inhabitants and the labourers engaged for the works, especially with regard to sexually transmitted diseases. The Contractor shall install the necessary medical facilities for this purpose.

The Contractor shall verify that check up for detecting the occurrence of sexually transmitted diseases amongst the labourers engaged for the works are actually being carried out and submit a certificate to that effect to the Supervisor Construction Engineer.

l) Preservation of Archaeological Assets and Antiquities

The Contractor shall take all necessary measures to protect any archaeological finds or antiquities as required.

Where antiquities are shown on the drawing or otherwise identified during the course of the works, these shall be protected by means of suitable fencing and barriers to the satisfaction of the Supervisor Engineer. The Contractor shall provide and maintain access at all times for persons wishing to stop and pay their respects.

m) Environment Enhancement

All existing highways and roads used by vehicles of the Contractor or suppliers of materials or plant, and similarly any new roads which are part of the works and which are being used by traffic, shall be kept clean and clear of all dust/mud or other extraneous materials dropped by the said vehicles or their tyres. Similarly, all dust/mud or other extraneous materials from the works spreading on these highways shall be immediately cleared by the Contractor.

Clearance shall be effected immediately by manual sweeping and removal of debris, or, if so directed by the Engineer, by mechanical sweeping and clearing equipment, and all dust, mud and other debris shall be removed entirely from the road surface. Additionally, if so directed by the Supervisory Engineer, the road surface shall be hosed or watered using suitable equipment.

Any structural damage caused to the existing roads by the contractor’s construction equipment shall be made good without any extra cost. On completion of the works, the Contractor shall reinstate all areas with natural vegetation to the satisfaction of the Supervisor Engineer.

The Contractor shall remove all old tyres and internal tubes from within the limits of site and subject to the agreement of adjacent landowners, from an additional area of 75 m either side of the road centre line. The Contractor shall dispose of all materials in a manner approved by the Supervisor Engineer.

Where directed by the Supervisor Engineer, the Contractor shall improve and reinstate the land on which informal roadside service area have been established by removing all debris and contaminated soils, re-grading to natural ground levels and re-establishing the natural vegetation where appropriate. All debris and contaminated materials shall be disposed off site as approved by the Supervisor Engineer.

The provision specified in the Environment Management Plan (EMP) report, as Annex C of Section VIII: Particular Conditions of the Contract, Part B: Specific Provisions shall also be followed as guidelines.



SPECIFICATIONS SECTION B

TECHNICAL SPECIFICATIONS

Part 1- General Technical Specifications

B1.1 Introduction

B1.1.1 Part-1 General Technical Specifications shall comprise the “Specifications for Road and Bridge Works (Fourth Revision 2001) published by the Indian Roads Congress on behalf of the Government of India, Ministry of Road Transport and Highways (the “MoRT&H specifications”).

B1.1.2 Certain provisions of the MoRT&H Specifications are amended by Section B Part 2 – Particular Technical Specifications of this Specifications. In the event of conflict or discrepancies between the MoRT&H Specifications and the Particular Technical Specifications, the provisions of the Particular Technical Specifications shall prevail.

B1.1.3 Words like ‘ Contract’, ‘Contractor’, ‘Drawings’, ‘Works’, ‘Site’, and ‘Provisional Sum’ used in the MoRT&H Specification shall have and shall be deemed to have the same meaning as understood from the definition of these terms in and as included in the Conditions of Contract.

B1.1.4 Words like ‘Specifications’, ‘Technical Specifications’, ‘General Technical Specifications’, ‘Particular Technical Specifications’ and ‘Additional Technical Specifications’ shall have and shall be deemed to have the same meaning as per Specifications Section B Part1 and Part 2.

B1.1.5 Copies of the MoRT&H Specifications may be obtained from:

The Secretary GeneralIndian Roads CongressSector 6, (Near RBI Quarters)RK Puram, New Delhi -110022Ph: 26776778, 26183669Email: [email protected]



SPECIFICATIONS SECTION B

Part 2 – Particular Technical Specifications

B.2.1 Introduction

B.2.1.1 This Part 2 – Particular Technical Specifications of Section B of the Specifications revises certain clauses of Part 1 – General Technical Specifications.

B2.1.2 All the amendments issued to the MoRT&H’s “Specifications for Road and Bridge Works – Fourth Revision”, shall apply to the relevant Clauses, otherwise as specified in this section.

B2.1.3 These revisions comprise substitutions, modifications or additions to clauses of the MoRT&H Specifications referred to in Part 1 - General Technical Specifications and accordingly the said specifications so amended shall form part of the Contract.

B2.1.4 In the absence of any definite provisions on any particular issue in the aforesaid specifications, reference may be made to the latest IRC Codes of Practice, IS Specifications along with their amendments or Indian Railway Codes in that order, failing which the construction and completion of works shall conform to sound engineering practice. In the event of ambiguities or inconsistencies arising out of the interpretation of the above, the decision of the Engineer shall be final and binding.

B2.1.5 The following list shows the Clauses of the MoRT&H Specifications, which are modified or added by this Particular Technical Specifications:

Section 100: 105, 106, 107, 108, 109, 110,111 (Replaced as Specifications Section A), 112, 114, 115, 116, 121, 124, 126, 127 and128

Section 200: 201 and 202Section 300: 301, 304, 305 and 314Section 400: 401 and 406Section 500: 501, 502, 503, 504, 505, 507, 508, 509, 512 and 521Section 800: 801, 803, 804, 805, 809, 810, 812,813 and 814Section 900: 902Section 1000: 1006, 1007, 1008, 1009, 1010, 1012 and 1014Section 1400: 1402Section 1500: 1501, 1502, 1503 and 1506Section 1600: 1604, 1605, 1606 and 1607Section 1700: 1701, 1703, 1704, 1705, 1706, 1708, 1709, 1710, 1712, 1713, 1714,

1716 and 1718Section 1800: 1807 and 1809Section 2000: 2001, 2005, 2006, 2100 and 2011Section 2200: 2204 and 2210Section 2300: 2304Section 2600: 2602Section 2700: 2702 and 2706Section 2800: 2802Section 2900: 2902, 2910 and 2912Section 3000: 3001, 3003 and 3004



B2.2 SECTION 100 GENERAL.

B2.2.1 CLAUSE 105 SCOPE OF WORK

B2.2.1.1 Sub Clause 105.3

Add the following to the Sub Clause 105.3

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

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

The QA-programme shall as a minimum cover subjects listed below:

Organization and Management Responsibility Document and data control Construction programme Method statements Process control Working, inspection, testing and documentation procedures Safety and emergency procedures Control and documentation of purchasing and handling of materials Product realization Non-conformity and corrective / preventive action Measurement, analysis and improvement Internal quality audits Servicing Education and training of staff Site Environmental Plan Competence / skill requirement for Human resources Customer communication

The QA-programme giving the general procedures shall be submitted to the Engineer not later than twenty-eight days after the date of receipt of letter of acceptance. Detailed procedures with respect to specific items of work shall be submitted successively prior to the commencement of such activity.

B2.2.1.2 Sub Clause 105.5

Add the following as Sub Clause 105.5

Contractor shall take steps to minimize the negative impact of construction operations on environment.

Hot Mix Plants should be located at least 1-2 Km away from the nearest habitation unless otherwise required by statutory requirements. Vehicles and machinery used for road construction are to be regularly maintained to conform to SPCB (State Pollution Control Board) norms. Blasting as per Indian Explosive Act will be adopted. People living near such blasting site should have prior information of operation hours. Workers at blasting site will



be provided with earplugs. Vehicle transporting earth materials will be covered. Water shall be spread to control the dust.

The Contractor will make arrangement to clean up the spoil as soon as the work finishes in a stretch. If such sites are located outside the ROW, restoration of the site to a level acceptable to the landowner will be done with in time period agreed between landowner and the Contractor. Spilling of oil and bituminous products during construction phase will be avoided to reduce the chances of contamination of surface as well as ground water. The construction camps shall be situated at places involving least risks of the nature considering the factors like ground slopes, underground water table and shall confirm to local building regulations, as applicable.

Construction camps shall be properly located to avoid contamination of water through wastewater drainage into river and canals. Seasonal pollution issues may arise when flow of river is slow. To prevent such contamination, wastewater generated at campsite will be discharged in soak pits. For human excreta, proper disposal facilities shall be available through Septic Tanks.

B2.2.2 CLAUSE 106 CONSTRUCTION EQUIPMENT

B2.2.2.1 Add the following sub Para (g) and (h) after sub Para (f):

g) Adequate standby equipment including spare parts shall be available.

h) All measuring devices and gauges shall be in good working condition. Measuring devices that can affect product quality shall be calibrated prior to use and at prescribed intervals against certified equipment. Calibration procedures shall be established, maintained and documented and corrective actions taken when results are unsatisfactory. Calibration of all measuring devices and gauges etc., which the Contractor intends to use in the contract, shall be calibrated from a competent/reputed authority/agency and the frequency of the calibration shall be as directed by the Engineer. Accuracy and fitness of measuring devices shall be ensured by proper maintenance.

B2.2.3 CLAUSE 107 CONTRACT DRAWINGS

B2.2.3.1 Replace the Sub-clause 107.3 as follows:

“Two copies of good for construction drawings, on the basis of which actual execution of the work to be proceeded, shall be given to the Contractor by the Engineer progressively according to the work programme submitted by the Contractor and accepted by the Engineer. Drawings of particular activity shall be issued to the Contractor at least 30 days in advance of the scheduled date of the start of the activity.

After careful study of the drawings issued by the Engineer, the Contractor shall prepare 3 sets of detailed construction drawings / working drawings with necessary field/construction information and shall submit the same to the Engineer for approval along with a construction methodology at least 21 days in advance of the scheduled date of the start of the activity.

After reviewing the construction drawings, the Engineer shall issue back 2 sets drawings to the Contractor duly stamped “Good for Construction” along with



Drawing Number, Revision Number and date at least 7 days in advance of the scheduled date of the start of the activity.

The above issued drawings shall be kept at the Contractor’s site office, one set for daily use and the second set with the document control section. These sets of drawings shall be available for inspection at any time. All superseded/cancelled drawings shall be clearly marked “superseded” or “cancelled”. The Contractor’s document control procedure as per the QA-programme shall be applicable to the drawings.

Any drawings and sketches the Contractor prepares as part of his written correspondence with the Engineer and the Employer shall be considered incidental to works and to be prepared at his cost.

B2.2.4 CLAUSE 108 SITE INFORMATION

B2.2.4.1 Replace Sub-clause 108.4 as follows:

Identification of quarry sites, borrow areas and other sources of material is the responsibility of the Contractor. Material to be procured from quarry sites and borrow areas identified by the Contractor and to be used in the works shall be as per specifications for particular items of work. He shall satisfy himself that the required materials are available in adequate quantities and complying with the requirements of specifications. No claims shall be entertained on account of non-availability of materials, and increase in leads, etc.

As far as possible natural sand shall be used for sand/fine aggregates. If natural sand is not available within 100Km or Government has stopped sand mining, the Contractor shall obtain suitable alternative viz. crushed stone, crushed sand, etc. to substitute the natural sand. All alternative sand shall confirm to IS: 383 and tests for conformity shall be carried out as per IS: 2386 (Parts I to VIII). No separate payment will be made on account of non-availability of natural sand, arranging crusher sand and increase in leads, etc. It is the sole responsibility of the Contractor to arrange the quarries, borrow areas etc., on license / lease basis or otherwise, and study in detail before tendering, the scope of taking the quarry on lease. Advance information must be collected by the Contractor regarding the procedure laid down and the consequent delay in arranging the quarries on lease and must make alternative arrangement to procure the quarry products from lease holders. No separate payment will be made for arranging such quarries, borrow areas, etc.”

B2.2.5 CLAUSE 109 SETTING OUT

B2.2.5.1 Sub Clause 109.6 the Last Sentence of the paragraph shall be replaced with following sentences

The Contractor, in connection with the staking out of the centreline, shall survey the terrain along the road and cross sections at intervals 10m and 5m in Straight and Curve portions respectively as per the following guidelines.

1. Work request shall be given for joint inspection/survey for taking of “Original ground levels of road cross-sections” 7 days in advance before starting of site clearance.

2. Preliminary site clearance such as removal of shrubs and bushes has to be done without disturbing the original ground surface.



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

4. Engineer shall furnish Copy of the approved records of Centre line co-ordinates & OGL field books to the Employer for record.

5. The cost of these surveys, processing of survey data and preparation of cross-section drawings shall be deemed to be included in the rates and prices of items quoted by the Contractor in the Bill of Quantities.

B2.2.5.2 Sub Clause 109.7 Replace the 1st sentence of the paragraph with the following

After obtaining approval of the Engineer, work on site clearance can commence and the profile and cross sectional OGLs shall form the basis for measurements and payment.

B2.2.5.3 Sub Clause 109.9 Add the following paragraph in Sub Clause 109.9 Surveying Equipment and Personnel

The Contractor shall provide the necessary surveying equipment, accessories, surveyors and labourers required for setting out and related measurements, including making available these to the Engineer and his representatives at different stages of the work. The surveying equipment shall be of high standard of manufacture as approved by the Engineer, in good working condition with adequate numbers and shall include inter alia the following:

i. Precision automatic level with micrometer attachment with tripod and levelling staff reading to 5 mm accuracy by direct observation and to 1 mm accuracy by estimation or better

ii. Theodolite with tripod – Electronically operated with computerized output attachment reading to 20 seconds 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 recorder, 6 data packs and all necessary software for operation.

iv. Precision staffs 4m & 5m type

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

vi. Field umbrellas

vii. Ranging rods 50 mm diameter 3 m long straight with a conical metallic shoe at one end and painted alternatively black and white at 300 mm C / C along the length.

viii. Camber templates 2 lane fitted with handles.

ix. Steel tape graduated in metres, centimetres and millimetres

1. 10 m long

2. 20m long

3. 50m long

x. Reference markers and pegs

xi. Safety Jackets (Reflective)

xii. Bump Integrator (Wheel mounted)

xiii. Nails, chalk piece, paints, brushes etc,



The Contractor shall maintain the surveying equipment in good condition during the full duration of works and replace the ones, which get worn out or otherwise become unworkable.

The surveying equipment and related resources shall be provided under the general obligations of the Contractor requiring no separate payment

B2.2.6 CLAUSE 110 PUBLIC UTILITIES

B2.2.6.1 Sub Clause 110.1 Delete sub-clause 110.1 and add the following

110.1 The information provided in the bid documents about public utilities like water/oil/gas pipelines, sewers, cables etc. may not be exhaustive, and it shall be the responsibility of the Contractor to ascertain the utilities that are likely to be affected by the works through site investigations and collection of information from the concerned utility owners:

B2.2.6.2 Sub Clause 110.3 Delete sub-clause 110.3 and add the following

110.3 Any utility likely to be affected by the Contractor’s work shall be brought to the notice of the Engineer and such work shall be undertaken only after getting written clearance from the Engineer

B2.2.7 CLAUSE 111 PRECAUTIONS FOR SAFEGUARDING THE ENVIRONMENT

Delete Entire Clause and Sub-Clauses of 111 and replace with the following:

B2.2.7.1 Sub Clause 111.1 Delete sub-clause 111.1 General and add the following sub-clause:

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

NOISE:

The Contractor shall mitigate against any sustained increase in base line ambient Noise levels at sensitive receptors during construction of work.

All construction operations shall be performed in a manner to minimize noise and vibration. The parameters for noise are detailed 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 and it is determined by the Engineer that these levels are due to the equipment or plant being deployed by the Contractor, he shall undertake, at his own cost measures as approved by the Engineer, to bring these levels down to the specified levels. Blasting should be done as per Indian Explosive Act. People living near such blasting sites shall have prior information of operational 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.



B2.2.7.2 Sub Clause 111.2 Delete Sub-clause 111.2 Borrow pits for Embankment Construction and add the following sub-clause:

Borrow pits shall not be dug within the Right-of-Way of the road. Arable lands will not be used for earth borrowing. The Contractor will ensure that proper excavation techniques are used to improve stability and safety of the borrow area. The excavation shall be carried out in such a way that the area does not inundate during monsoons or generate cesspools of water to become mosquito-breeding sites. The stipulations in Clause – 305.2.2 shall govern.

B2.2.7.3 Sub Clause 111.3 Delete Sub-clause 111.3 Quarry Operations and add the following sub-clause:

The Contractor shall obtain material from licensed quarries only after the consent of the forest department or other concerned authorities. The quarry operation shall be undertaken within the purview of the rules and regulations in force. The Contractor shall ensure scheduling the movement of transport carrying material to and from the site during non-peak hours. The trucks carrying all the dusty material, red earth, moorum and fly ash/ pond, ash shall be covered with a tarpaulin and provided with adequate free board to prevent spillage. End boards shall be provided in loaders to prevent spillage.

Stockpiling of material shall be properly planned so as to ensure that no traffic jam takes place on the highway.

B2.2.7.4 Sub Clause 111.4 Delete Sub-clause 111.4 Control of Soil Erosion, Sedimentation and Water Pollution and add the following sub-clause:

The Contractor shall carry out the works in such a manner that soil erosion is fully controlled, and sedimentation and pollution of natural water courses, ponds, tanks and reservoirs is avoided. The stipulations in Clause 306 shall govern.

B2.2.7.5 Add new Sub Clause 111.5 Precautions against Dust

The Contractor shall take all reasonable steps to minimize dust nuisance during the construction of the works. All existing highways and roads used by vehicles of the Contractor or any of his sub-Contractors or suppliers of materials or plant, and similarly any new roads which are part of the works and which are being used by traffic shall be kept clean and clear of all dust / mud or other extraneous material dropped by the said vehicles or their tyres. Similarly, all dust / or mud or other extraneous material from the works spreading on these highways shall be immediately cleared by the Contractor. Clearance shall be effected immediately by manual sweeping and removal of debris, or, if so directed by the Engineer, by mechanical sweeping and clearing equipment, and all dust, mud and other debris shall be removed entirely from the road surface. Additionally, the road surface including haul road from Quarries and Plants shall be hosed or watered using suitable equipment to avoid dust pollution. Special care shall be taken to combat dust problem originating from use of fly ash/pond ash.

B2.2.7.6 Add new Sub 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, well maintained hot mix plant (batch type) so that any emission conforms to the CPCB norms and be fitted with a dust extraction unit to avoid prolonged engine powered



equipment illness. Hot Mix Plant, WMM plant, Batching Plant & Crusher shall be located more than 500 m from any community or residence. The Contractor has to obtain necessary consent/clearance from State Pollution Control Board to operate Hot Mix Plant, WMM plant, Batching Plant, DG Set & Crusher before commencement of works.

All vehicles, equipment and machinery needed for construction will be regularly maintained to ensure that pollution emission levels conform to CPCB norms. All vehicles should be fitted with silencers.

Construction vehicles, machinery & equipment will move or be stationed in designated areas to avoid compaction of soil to ensure the preservation of the top soil for agriculture.

B2.2.7.7 Add new Sub Clause 111.7 Road Safety

The Contractor shall provide adequate circuit for traffic flow around construction areas, control speed of construction vehicles through road safety and training of drivers, provide adequate signage, barriers and flag persons for traffic control. If there are traffic jams during construction, measures shall be taken to relieve the congestion with the assistance of local traffic police. Safety of workers undertaking various operations during construction will be ensured by providing helmets, masks, safety goggles, etc. One Qualified Safety Officer and one Safety Supervisor must be available in the Contractor’s working team for the entire construction period.

B2.2.7.8 Add new Sub Clause 111.8 Sanitation & Waste Disposal in Construction Camp

The Contractor shall ensure that construction camps are located at a distance of minimum 200m from water sources. Special attention shall be paid to the sanitary conditions of the camps. The Contractor shall ensure that sufficient measures are taken i.e. provision of garbage tanks and sanitation facilities. Waste in septic tanks shall be cleaned periodically. Garbage shall be collected in four empty drums at each construction site and disposed of daily. The Contractor shall provide adequate measures for the health care of workers and arrange their regular medical check-up to ensure that they do not suffer from any communicable disease. At every workplace, good & sufficient water supply will be maintained to avoid waterborne / water related diseases. If any pits are dug at construction / camp sites which are not filled and then may turn into mosquito breeding sites during monsoons shall be filled up properly so that no water accumulates.

B2.2.7.9 Add new Sub Clause 111.9 Substance Hazardous to Health

The Contractor shall not use or generate any material in the works, which is hazardous to the health of persons, animals or vegetation. Where it is necessary to use some such substance which can cause injury to the health of the workers, the Contractor shall provide suitable protective clothing or appliances to his workers, viz. earplugs, helmets or dust masks.

B2.2.7.10 Add new Sub Clause 111.10 Damage to Existing road/CD Structures

Any structural damage caused to the existing roads/structures by the Contractor’s construction equipment shall be made good without any extra cost.



B2.2.7.11 Add new Sub Clause 111.11 Use of Nuclear Gauges

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

B2.2.7.12 Add new Sub Clause 111.12 Environmental Monitoring

In order to carry out periodic checks, environmental monitoring will be carried out by the Engineer as per schedule and if any parameter is found above the acceptable standards, mitigation measures / control measures as decided by the Engineer shall be complied with by the Contractor.

B2.2.7.13 Add new Sub Clause 111.13 Protection of Existing Trees

Some of the existing trees within the right of way are likely to be cut down by the Employer prior to handing over of the site to the Contractor. The Contractor shall take all necessary measures to ensure safety and protection of the remaining trees from any action whatsoever relating to his construction operations in the adjoining areas.

Giant neighbourhood trees recognized locally as important shall be preserved and engineering designs modified to accommodate these wherever possible depending on Engineer’s directions.

B2.2.7.14 Add new Sub Clause 111.14 Disposal of Materials outside Work Site

Notwithstanding other relevant provisions in the contract, the excess material generated by dismantling, excavation, waste material and lubricants, used oil, gasoline and other such substance etc., shall be removed from site outside the right of way at regular intervals and site shall kept clean from all such disposable materials. Grease, cotton and other waste construction materials shall be disposed off in shallow pits and periodically burnt in a incinerator constructed at each construction site. Such intervals shall not exceed one month under any circumstances. The selection of the disposal site shall be the responsibility of the Contractor and he shall ensure that the selected site does not result in any claim for damages to the Employer or violation of any existing laws.

This section of Technical Specifications sets out instructions, recommended standards and technical specifications for the design and implementation of EMP mitigation works associated with construction of roads.

Environmental Management Plan has been prepared for the Project road, which needs to be followed during the implementation of the civil works. The key responsibility of the contractor/sub-contractor will be the successful implementation of the EMP. In addition, he will update MoRT&H on the progress of environmental protection and / or enhancement works as envisaged in the EMP. Execution of environmental mitigation measures meeting the requirement of Technical Specifications in conformity with applicable legislation will be the responsibility of the contractor. It shall also be accompanied with relevant documents (statements of compliance, certificates of compliance, test reports, etc.), evidencing their conformity with the statutory regulations.



111.14.1 DISPOSAL OF UNSERVICEABLE MATERIALS:

The locations of Disposal sites have to be selected such that:

Locating the disposal sites is the sole responsibility of the contractor with the approval of Engineer.

Joint inspection of all disposal sites shall be done by Engineer and Contractor prior to approval.

No residential area are located downwind side of these locations, Disposal sites are located at least 1000 m away from sensitive

locations like Settlements, Water body notified forest areas, Sanctuaries or any other

sensitive locations. Disposal sites do not contaminate any water sources, rivers etc. for this

site should be located away from water body and disposal site should be lined properly to prevent infiltration of water.

Public perception about the location of debris disposal site has to be obtained before finalizing the location.

Permission from the Village/local community is to be obtained for the Disposal site selected.

Contractor will resolve all claims arising out of waste disposal at his own cost.

Contractor shall utilize the suitable borrow areas, abandoned quarries and other waste land for the debris disposal.

Contractor needs to plan the disposal in the following way:

Identify the disposal area.

Prepare a Contractors debris disposal plan with design drawings for each identified area and get it approved by the Engineer.

Need to photograph the present land use and condition of the area.

Construct all required structures (e.g. retaining wall).

The dumpsites filled only up to the ground level with compaction of the debris materials in layers after disposal.

The 30 cm top layer of disposal pit shall be provided with good earth suitable for development of vegetation/plantation.

After leveling, the site could be suitably rehabilitated by planting local species of grass (turfing), shrubs and other plants as decided by the Engineer.

111.14.2 CONSTRUCTION OF WATER RECHARGE PITS:

Storm water recharge pits shall be located such that it should be in the valley of the surface layout nearby cross drainage structures and other water bodies along the project road. Water recharge pits shall be located at a height of 3 m. above the ground water table of the area as per the Central Ground Water Board norms. Recharge pits are constructed by the side of the guiding drains such that all the storm water shall be directed to the recharge pit. Any proposal for change in number and location recharge pits by the contractor shall be checked and approved by the Engineer.



Pits, trenches, abandoned dug wells, recharge wells or abandoned bore wells shall be connected by the rain water harvesting system with the consent of the respective owner or as approved by the Engineer.

111.14.3 CONSTRUCTION OF SILT TRAPS:

Silt fences shall be planned such that each recharge pit will have one silt fence to prevent silt from entering the nearest water bodies and also prevent choking of recharge pit by the silt coming from runoff water and increase the life of recharge pits. Silt fence are mounted in guiding drains at a distance of 3 to 5 M in the upstream direction depending on the gradient of the guiding drains. However any proposal for change in number and location silt fences by the contractor shall be checked and approved by the Engineer. Sand / silt removal facilities such as sand traps, silt traps and sediment basins should be provided to remove sand / silt particles from run-off.

111.14.4 SCARIFIED BITUMEN DISPOSAL PITS:

Scarified bitumen generated out of scarification of existing pavement is used for approach roads by mixing it with fresh bitumen or other granular materials to achieve the required strength followed by profiling and compaction.

The left out portion of the scarified bitumen is disposed safely in a clay lined pit or as directed and approved by the Engineer. A typical clay lined bitumen disposal pit with standard dimensions has been worked out. The dimension of the bitumen disposal pit may change provided the clay lining of required thickness is adhered to.

The selection of sites for disposal of scarified bitumen is made on following lines:

Locating the bitumen disposal sites is the sole responsibility of the contractor with the approval of Engineer.

Selection of bitumen disposal site is avoided in the quarry regions. If the disposal site is located in the abandoned quarry, region is suitably treatment seal the fractures and fissures.

Joint inspection of all disposal sites shall be done by Engineer and Contractor prior to approval.

Disposal sites shall be located at least 1000 m away from sensitive locations like Settlements, Water body notified forest areas, Sanctuaries or any other sensitive locations.

Disposal sites do not contaminate any water sources, rivers etc for this, site should be located away from water body and disposal site should be lined properly to prevent infiltration of water.

Public perception about the location of bitumen disposal site has to be obtained before finalizing the location.

Permission from the Village/local community is to be obtained for the Disposal site selected.

Contractor will resolve all claims arising out of waste disposal at his own cost. Contractor needs to plan the bitumen disposal in the following way:

Identify the disposal area.



Prepare a Contractors bitumen disposal plan with design drawings for each identified area and get it approved by the Engineer.

Need to photograph the present land use and condition of the area.

Construct all required structures (e.g. retaining wall) along with clay lining and measures to prevent the seepage of bitumen leachate.

The dumpsites filled only up to the ground level with compaction of the materials in layers after disposal.

The 30 cm top layer of disposal pit shall be provided with good earth suitable for development of vegetation/plantation.

After leveling, the site could be suitably rehabilitated by planting local species of grass (turfing), shrubs and other plants as decided by the Engineer and the supervision consultant.

111.14.5 PROVISION FOR OIL INTERCEPTORS:

Location of Oil Interceptors shall be considered such that each construction camp having refueling stations, oil and lubricants storage places will have one oil interceptor to stop & separate the floating oils. However the number of interceptors shall be increased as the situation demands or during the accidental spillages with the consent of the Engineer.

111.14.6 ENVIRONMENTAL MONITORING:

Environmental Monitoring of Air, Noise, Water and Soil parameters shall be carried by the contractor as per the consents and latest environmental norms, guidelines and policies of national and state level environmental authorities. The Contractor shall comply by all obligations and make sure that there are no deviations from them or from the Contract.

Environmental standards for Air, Noise and water are outlined below.

1. Ambient Air Quality Standards (National)

Sl. No.

Pollutants Time weighted

average

Concentration in ambient air

Method of measurement

Industrial,

Residential,

Rural &

other Areas

Ecologically

Sensitive Area

(notified by

Central

Government

1. Sulphur Dioxide

(SO2) μg/m3

Annual* 50 20 - Improved West and Geake

- Ultraviolet Fluorescence24 hours**

80 80

2. Nitrogen Dioxide

(NO2) μg/m3

Annual* 40 30 - Modified Jacob & Hochheiser (Na-Arsenite)

- Chemiluminescence24 hours**

80 80

3. Particulate Annual* 60 60 - Gravimetric



Sl. No.


average



Industrial,

Residential,

Rural &

other Areas

Ecologically

Sensitive Area

(notified by

Central

Government

Matter

(size less than 10

μm or PM10

μg/m3

- TOEM

- Beta attenuation

24 hours**

100 100

4. Particulate Matter

(size less than 2.5

μm or PM2.5

μg/m3

Annual* 40 40 - Gravimetric

- TOEM

- Beta attenuation24 hours**

60 60

5. Ozone (O3) μg/m3

8

hours**

100 100 - UV Photometric

- Chemiluminescence

- Chemical method1 hour ** 180 180

6. Lead (Pb) μg/m3

Annual* 0.5 0.5 - ASS/ICP method after

sampling on EPM 2000 or

equivalent filter paper

- ED-XRF using Teflon filter

24 hours**

1.0 1.0

7. Carbon Monoxide (CO) mg/m3

8 hour 02 02 - Non Dispersive Infra Red (NDIR)

1 hours** 04 04 - Spectroscopy

8. Ammonia (NH3) μg/m3

Annual* 100 100 - Chemiluminescence

24

- Indophenol blue method24 hours**

400 400

9. Benzene (C6 H6)

μg/m3

Annual* 05 05 - Gas chromatography based

on continuous analyser

- Adsorption and desorption

followed by GC analysis

10. Bensol (O) Annual* 01 01 - Solvent extraction



Sl. No.


average



Industrial,

Residential,

Rural &

other Areas

Ecologically

Sensitive Area

(notified by

Central

Government

Pyrene (BaP) –

Particulate phase

only ng/m3

followed

by HPLC/GC analysis

11. Arsenic (As)

ng/m3

Annual* 06 06 - AAS/ICP method after



12. Nickel (Ni) ng/m3

Annual* 20 20 - AAS/ICP method after



* Annual Arithmetic mean of minimum 104 measurements in a year taken twice a week 24 hourly at uniform interval.

** 24 hourly/8 hourly values should be met 98% of the time in a year. However, 2% of the time, it may exceed but not on two consecutive days.



2. Water quality Standards (IS 10500: 1991)

S.No.

Parameter Requirementdesirable

Limit

Remarks

1. Colour 5 May be extended up to 50 if toxic substances are suspected

2. Turbidity 10 May be relaxed up to 25 in the absence of alternate

3. pH to 8.5 May be relaxed up to 9.2 in the absence

4. Total Hardness 300 May be extended up to 600

5. Calcium as Ca 75 May be extended up to 200

6. Magnesium as Mg 30 May be extended up to 100

7. Copper as Cu 0.05 May be relaxed up to 1.5

8. Iron 0.3 May be extended up to 1

9. Manganese 0.1 May be extended up to 0.5

10. Chlorides 250 May be extended up to 1000

11. Sulphates 150 May be extended up to 400

12. Nitrates 45 No relaxation

13. Fluoride to 1.2 If the limit is below 0.6 water should be rejected, Max. Limit is extended to 1.5

14. Phenols 0.001 May be relaxed up to 0.002

15. Mercury 0.001 No relaxation

16. Cadmium 0.01 No relaxation

17. Selenium 0.01 No relaxation

18. Arsenic 0.05 No relaxation

19. Cyanide 0.05 No relaxation

20. Lead 0.1 No relaxation

21. Zinc 5.0 May be extended up to 10.0

22. Anionic detergents (MBAS)

0.2 May be relaxed up to 1

23. Chromium as Cr+6 0.05 No relaxation

24. Poly nuclear aromaticHydrocarbons

-- --

25. Mineral Oil 0.01 May be relaxed up to 0.03

26. Residual free Chlorine

0.2 Applicable only when water is chlorinated

27. Pesticides Absent --

28. Radio active -- --



3. Ambient Noise Quality Standards in respect of Noise

Area

code

Category of Area / Zone Limits in dB(A) Leq*

Day Time Night Time

(A) Industrial area 75 70

(B) Commercial area 65 55

(C) Residential area 55 45

(D) Silence Zone 50 40

Note:-

1. Day time shall mean from 6.00 a.m. to 10.00 p.m.

2. Night time shall mean from 10.00 p.m. to 6.00 a.m.

3. Silence zone is an area comprising not less than 100 metres around hospitals, educational institutions, courts, religious places or any other area which is declared as such by the competent authority

4. Mixed categories of areas may be declared as one of the four above mentioned categories by the competent authority.

* dB(A) Leq denotes the time weighted average of the level of sound in decibels on scale A which is relatable to human hearing.

A “decibel” is a unit in which noise is measured.

“A”, in dB(A) Leq, denotes the frequency weighting in the measurement of noise and corresponds to frequency response characteristics of the human ear.

Leq: It is an energy mean of the noise level over a specified period.

Note: The Principal Rules were published in the Gazette of India, vide S.O. 123(E), dated 14.2.2000 and subsequently amended by the Noise Pollution (Regulation and Control) (Amendment) Rules, 2000 vide S.O. 1046(E), dated 22.11.2000 and by the Noise Pollution (Regulation and Control) (Amendment) Rules, 2002 vide S.O. 1088(E), dated 11.10.2002, under the Environment (Protection) Act, 1986.

B2.2.7.15 Add new Sub Clause 111.15 as follows

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

B2.2.8 CLAUSE 112 ARRANGEMENT FOR TRAFFIC DURING CONSTRUCTION

B2.2.8.1 Replace the Sub Clause 112.1 of MORT&H with the following

The Contractor shall at all times carry out work on the highway in a manner creating least interference to the flow of traffic while consistent with the satisfactory execution of the same. For all works involving improvements to the existing highway, the Contractor shall, in accordance with the directives of the Engineer, provide and maintain, during execution of the work, a passage for traffic either along a part of the existing carriageway under improvement, or along a temporary diversion constructed close to the highway. The objective shall be to provide for the proper management of the construction site so that all road users, i.e. pedestrians, cyclists, motor cyclists, animals and animal drawn traffic and vehicular traffic are properly and safely accommodated. Two weeks before taking up any construction or maintenance



operation/work, the Contractor shall prepare a Traffic Management Plan for each work zone and submit it to the Engineer for his prior approval. This plan should include inter alia.

(i) A qualified safety officer with support staff to serve as a site safety team

(ii) Provision of traffic safety devices as per IRC SP:55 with the following specifications

a) Signages of retro-reflective sheet of high intensity grade.

b) Delineators in the form of cones/drums (300 to 500mm dia and 1000 mm high) made of plastic/rubber having retro-reflective red and white band, at a spacing of 5m along with a reflective tape (red and white band) to be tied in between the gaps of cones/drums. A bulb using solar energy or other source of light is to be placed on the top of the cone/drum for delineation in dark hours and night.

c) Portable barricades using iron sheet (plain) with adequate iron railing /frame painted with retro-reflective paint in alternate yellow and white stripes.

d) Pavement markings

Temporary fence/guard rail

e) Temporary concrete barriers including special pedestrian barriers

f) Construction zone signs covering advance warning zone, approach transition zone, work zone, terminal transition zone.

g) Other regulatory, warning and information signs

h) Red lanterns or warning lights

i) Provision of flagmen

(iii) Safety measures for workers engaged including personal Protection equipment

(iv) First Aid and emergency response arrangements

(v) Details and drawings of arrangements in compliance with other sub clauses of this clause.

The Contractor shall ensure that all the traffic management devices as per Traffic Management Plan approved by the Engineer are in position before opening of sites of work.

B2.2.8.2 Replace the Sub Clause 112.2 of MoRT&H with the following

112.2. Passage of Traffic along a part of the Existing Carriageway under improvement

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



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

ii) The surface used by the through traffic shall at all times be a firm all weather compacted surface free of pot holes and other defects

iii) The maximum continuous length over which construction under traffic may take place shall be limited to 750m. However, for longer stretches, passing places shall be provided at every 0.75 km interval with at least 50m length.

iv) The treatment to paved shoulders shall consist of providing 200 mm thick granular base course grading-I Table 400-1 as per Clause 401 covered by 225 mm thick wet mix macadam layer as per Clause 406 and treated with mix seal surfacing (MSS) type B as per Clause 512.

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

In case of eccentric widening of existing two lane to four/six lane, the additional two lanes shall be constructed first up to the stage of Bituminous Concrete / Cement Concrete Pavement for a minimum length of 2 km. and traffic diverted to it and only thereafter the required treatment to the existing carriageway including construction of median shall be taken up.

B2.2.8.3 Replace the Sub Clause 112.3 of MoRT&H with the following

Sub Clause112.3 Passage of Traffic along a Temporary Diversion

In stretches where it is not possible to pass the traffic on part width of the carriageway, a temporary diversion shall be constructed with 5.5 m carriageway and 2.5 m earthen shoulders on each side (total width of roadway 10.5 m) with the following provision for road crust in the 5.5 m width:

i) 200 mm (compacted) granular or stabilized subbase;

ii) 225 mm (compacted) granular base course; and

iii) 20 mm thick open graded premix surfacing as per clause 511.1 / Mix Seal Surfacing as per clause 512

The use of fly ash in temporary diversions shall not be permitted.

The location of such stretches, alignment and longitudinal section of diversion including junctions and temporary cross drainage provision shall be as approved by the Engineer.

The Contractor shall be responsible for the design of temporary diversions and submit the designs to the Engineer for his approval. If the Contractor finds it necessary to construct part of any diversion outside the Right of Way, the temporary use of additional land shall be arranged for by the Contractor at his own risk and cost. Further as per Conditions of Contract, the Contractor shall indemnify the Employer and the Engineer against any claims or proceedings resulting from the occupancy and use of such areas of additional land. Any roadside trees that have to be removed for the construction of temporary diversions shall be at the responsibility and cost of the Contractor.




Sub Clause112.4 Traffic Safety and Control

The Contractor shall take all necessary measures for the safety of traffic during construction and provide, erect and maintain such barricades, including signs, marking, flags, lights .and flagmen as per the Traffic Management Plan submitted by the Contractor and approved by the Engineer, referred to in Sub-Clause 112.1. Before taking up any construction, an agreed phased programme for the diversion of traffic on the highway shall be drawn up in consultation with the Engineer.

The barricades erected on either side of the carriageway / portion of the carriageway which is closed to traffic, shall be of strong design to resist violation, and painted with alternate black and white stripes. Red lanterns or warning lights of similar type shall be mounted on the barricades at night and kept lit throughout from sunset to sunrise.

At the points where traffic is to deviate from its normal path (whether on temporary diversion or part width of the carriageway) the channel for traffic shall be clearly marked with the aid of pavement markings, painted drums or a similar device to the directions of the Engineer. At night, the passage shall be delineated with lanterns or other suitable light source.

One-way traffic operation shall be established whenever the traffic is to be passed over part of the carriageway inadequate for two-lane traffic. This shall be done with the help of temporary traffic signals or flagmen kept positioned on opposite sides during all hours. For regulation of traffic, the flagmen shall be equipped with red and green flags and lanterns/lights.

On both sides, suitable regulatory / warning signs as approved by the Engineer shall be installed for the guidance of road users. On each approach, at least two signs shall be put up, one close to the point where transition of carriageway begins and the other 120 m away. The signs shall be of approved design and of reflectory type, as directed by the Engineer.

The Provisions made in Bill of Quantities shall be the ceiling for the Contract during the Contract Period. The Additional claims due to damage and theft of the same shall be deemed incidental to works. No extra payment shall be made towards additional quantities for these bill items.

B2.2.8.4A Replace the Sub Clause 112.5 of MoRT&H with the following

Sub Clause 112.5 Maintenance of Diversions and Traffic Control Devices

All the signs, delineators and pavement markings shall be maintained in a clean and bright condition at all times; and adequate lighting and other arrangements shall be maintained for proper visibility during the passage of the work area, till such time they are required and as directed by the Engineer. The temporary travelled way shall be kept free of dust by frequent applications of water.




Sub Clause 112.6 Measurements for Payment and Rate

All arrangement for traffic during construction except temporary safety barricade as mentioned hereafter, dismantling and clearing debris, where necessary and providing traffic safety and control devices where necessary shall be considered incidental to the works and shall be contractors responsibility.

Payment for construction of temporary diversion including temporary cross drainage structures, if required, construction of treated shoulder for traffic during construction shall be measured and paid separately as per relevant item in the BOQ.

During construction activity for widening of road on hill side. The contractors shall provide rock fall fencing and deepen and widen the existing hill side drain to arrest the falling materials from coming to road surface. The fencing shall be of type as shown in the drawing or as decided by the engineer for safety of road users and workers. After the completion of the work the temporary fencing shall be shifted or removed according to necessity. All works towards providing fencing shifting of fencing clearing accumulated debris arrested by fencing regularly deepening and widening of existing drain etc. shall be considered incidental to the work.

Temporary safety barricade shall be measured in linear meter. All works in excess of quantitative provisions made in BOQ towards providing temporary safety barricade shall be considered as incidental to work and no extra payment shall be admissible for the excess quantity. The contract unit rate for the temporary safety barricade shall be payment in full for the cost all labour, materials, installation, maintenance or replacement, shifting of temporary units from one location to other and refilling the temporary holes made in the ground. Removing debris and all other incidentals to complete the work in all respect. The contractor shall take back these temporary barricades in full quantities after the completion of the project or earlier as per direction of the Engineer by paying at the rate of 50 % of his quoted rate or Rs. 1000 per meter whichever is more as salvage value to the Employer. Recovery for the salvage value shall be made in the third last interim payment certificate. These temporary units shall not be used in any permanent work in the project.

B2.2.9 CLAUSE 114 SCOPE OF RATES FOR DIFFERENT ITEMS OF WORK

B2.2.9.1 Sub Clause 114.2 Item (ii) of Clause 114.2 shall read as follows:

“A detailed resources based construction programme (using computerized critical path network method) in a form which facilitates control of the progress of the works and consequences of any changes in terms of time. The programme shall also include detailed network activities for the submission and approval of materials, procurement of critical materials and equipment, fabrication of special products/ equipment and their installation and testing and for all activities of the Contractor that are likely to affect the progress of work, etc. including updating all such activities on the basis of decisions taken at the periodic site review meetings or as directed by the Engineer. The Contractor shall submit data via electronic media and hard copy to the Engineer in a form readily compatible with the Engineer’s planning system.”



B2.2.9.2 Sub Clause 114.2 Add the following as item (xvii) for sub-clause 114.2:

“The Contractor shall prepare detailed working drawings for each structure as required, on the basis of the drawings given in Bid Documents and get them approved by the Engineer. The drawings shall be submitted to the Engineer at least 8 weeks before commencement of construction of the structures”.

B2.2.9.3 Sub Clause 114.2 Add the following as item (xviii) for sub-clause 114.2:

“Monthly progress report in a format acceptable to the Engineer. The report shall state the progress which has been achieved compared with the planned progress, illustrate delays in proportion to the progress planned, analyze the consequences and state planned corrective measures. Intermediate progress reports may also be required.

The first issue of the detailed construction programme including the detailed description of the system and the procedures shall be submitted to the Engineer for acceptance not later than 28 days after 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 or as such as directed by the Engineer. The updated & revised programme shall be submitted showing the actual progress achieved (physical & financial) and the effects of the progress achieved on the timing of the remaining work including any change to the sequence of the activities”.

B2.2.9.4 Sub Clause 114.2 Add the following as item (xix) in Sub-Clause 114.2

Cost of carrying out Topographic Surveys and Auto Level Surveys.

B2.2.9.5 Sub Clause 114.4 Add the following new Sub Clause 114.4

114.4 If any work executed by the Contractor does not meet the specifications, it shall be deemed as rejected. The Engineer, after obtaining approval of employer, may consider a proposal by the Contractor to retain an element or part of such work. The Contractor’s proposal shall be supported by calculations, drawings and other data to prove the soundness of the proposal and shall clearly describe the additional measures required to ensure the intended performance of the work. Rectification / remedial work to bring such work to acceptable standard shall be executed by Contractor at his cost.

B2.2.10 Clause 115. METHODOLOGY AND SEQUENCE OF WORK;

Delete Entire Clause 115 and replace with the following Sub Clauses:

B2.2.10.1 Sub Clause 115.1 Submission of Method statement

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

The General part of the method statement shall describe the Contractor’s proposals regarding preliminary works, common facilities, and items that require consideration at the early stage of the contract. The General part shall be issued along with the first issue of the construction programme (refer clause 114.2) and shall include information on:

a) Sources of materials like coarse aggregate and fine aggregate, quantity and quality of materials available in different sources;



b) Sources of manufactured materials like cement, steel, reinforcement, prestressing strands and bearings. Wherever possible the Contractor shall identify at least two sources for each of the items; he shall also submit samples/test certificates of recently manufactured materials for the consideration 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 of pavements, foundations and substructures in river bed.

e) Information on procedures to be adopted by the Contractor for prevention and mitigation of negative environmental impact due to construction activities.

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

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

The special part of the method statement shall be submitted to the Engineer by the Contractor for each important item of work like construction of embankments and subgrade, pavements, pile foundations, concreting, prestressing, repair and rehabilitation of existing structures, concrete superstructure and for any other item as directed by the Engineer. These statements shall be submitted at least 4 weeks in advance of the commencement of the activity or item of work, unless otherwise stipulated in the contract.

The statement shall give information on:

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

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

iii) Sequence of construction, details of temporary or enabling works like diversions, cofferdams, formwork including specialised formwork for superstructure, details of borrow areas, method of construction of embankment and subgrade, pavements, piles, concreting procedures, details of proprietary processes and products (e.g. details of prestressing systems, proprietary piling systems, bearings, expansion joints etc.) and details of equipment to be deployed. Wherever necessary, technical literature, design calculations and drawings shall be included 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 the method statement for the concerned activity.

vi) The Engineer shall examine and approve the method statement or direct the Contractor to re-submit the statement with required modifications. The modified statement shall be submitted within 14 days after receipt of Engineer’s comments. The sole responsibility for



the safety and adequacy of the methods adopted by the Contractor shall rest on the Contractor irrespective of any approval given by the Engineer.

B2.2.10.2 Sub Clause 115.2 Approval of proprietary product/ process/ system

Only proprietary products proven by international usage in comparable projects shall be permitted to be used. Fully authenticated details of licensing and collaboration arrangement shall be submitted by the manufacturer, where relevant. Within 90 days of award of work the Contractor shall submit the following information for all proprietary products for approval by the Engineer.

i) Name of manufacturer of product/ process/ system.

Complete details of the manufacturer of the product/ process/system shall be furnished. Details of projects where similar product/process/ system have been successfully used shall 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 include complete working drawings & installation drawings, technical specifications covering fabrication, materials, system of corrosion, protection etc.

iii) Details of product development and development testing.

iv) Acceptance test and criteria.

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

v) Installation procedure.

vi) Maintenance procedure and schedule.

vii) Warranty proposal.

The Engineer may order any additional tests required under relevant codal specifications for the purpose of accepting the product. The manufacturer shall make the facility for such additional tests available. The charges of these additional tests shall be borne by the Contractor.

B2.2.10 .3 CLAUSE 116 CRUSHED STONE AGGREGATES

B2.2.10.3.1 Delete the Sub Clause 116 Add the following

116. Crushed Stone Aggregates

Where the terms crushed gravel/shingle, crushed stone, broken stone, stone aggregate or aggregate appear in any part of the Tender document, Drawings issued for work, they refer to aggregates obtained through the use of Cone crusher, Vertical Shaft Impactor and vibratory screens of suitable capacity

B2.2.11 CLAUSE 121 FIELD LABORATORY

B2.2.11.1 Sub Clause 121.2 Delete both the paragraphs of Sub-Clause 121.2 and add new paragraphs as follows.

121.2 Description



The Contractor shall arrange to provide fully furnished and adequately equipped field laboratory. The field laboratory shall be located in close proximity to the Works site. It shall be provided with electricity supply, electrical wiring and points, all necessary electrical fittings and fixtures; potable water supply including pipes, pumps, storage tanks, plumbing, all necessary fittings and fixtures; septic tank, sewer lines, drains; surfaced access road; fencing and security lighting; security services etc.

The floor space requirement for the field laboratory shall be as indicated in the drawings. It shall include office space for the Materials Engineers, one from the Contractor's side and another from the Engineer's side, space for the installation of equipment, and space for other facilities. The field laboratory shall be fitted complete with laboratory equipment, laboratory tables and cupboards, wash basins, toilet facilities, curing tank around 4m x 2m x 1m in size for the curing of samples, a fume chamber, working platform area of about 1m x 10m against the walls, cupboards above and below the working platform, space for storage of accessories such as sample moulds, space for storage of samples etc. At least 4 racks of slotted angles and M.S. sheets shall also be provided. The furnishing in each of two offices of the Materials Engineers shall include working tables and chairs.

B2.2.11.2 Sub Clause 121.3 Delete the contents of Sub-clause 121.3 and add the following 121.3 Laboratory Equipment

The items of laboratory equipment to be provided by the Contractor shall include, but not be limited to, the following. Notwithstanding, the Contractor shall ensure that the laboratory is adequately equipped for site quality control of materials and Works.

121.3.1. General

(i) Drying Oven with minimum capacity of 700 litres –Electrically operated, thermostatically controlled, range up to 2000C sensitivity 10C (1.5 watts capacity)

2 Nos.

(ii) Platform balance 300 kg capacity 1 No.

(iii) Balance 20 kg capacity – self indicating type 1 No.

(iv) a) Electronic Balance 5 kg capacity accuracy 0.5 gm 2 Nos.

b) Electronic Balance 0.2 kg capacity accuracy 0.01 gm 2 Nos.

c) Electronic Balance 0.5 kg capacity accuracy 0.01 gm -

(v) Water bath – electrically operated and thermostaticallycontrolled with adjustable shelves, sensitivity 10C, minimumcapacity of 10 liters

1 No.

(vi) Thermometers: 4 No.

a) Mercury-in-glass Thermometer range 00 to 2500C 2 No.

b) Portable dial – type Thermometer with 64mm diameter dial and 650mm long stem, range 50 to 2500c or Digital Asphalt Thermometer and probe

1 No.

(vii) Gas stove or electric hot plate 2 Nos.



(viii) Glassware’s, spatulas, wire enamel, steel scales, measuringtape, casseroles, karahis, pestle-mortar, porcelain dishes, gunny bags, plastic bags, chemicals, digging tools like pickaxes, shovels etc.

Asrequired

(ix) Set of IS sieves with lid and pan:

450 mm diameter:75mm, 63 mm, 53mm, 45mm, 37.5mm, 26.5mm, 22.4mm, 19.0mm, 13.2 mm, 11.2mm, 10.0mm, 9.5mm, 6.7mm, 5.6mm, 4.75mm, 3.35mm, 2.8mm, 1.4mm, 710microns, 355microns, 180microns, 90microns200 mm diameter:4.75mm, 2.36mm, 2.0 mm, 1.18mm, 600micron, 425 micron, 300micron, 150micron and 75micron

1 set

2 sets

(x) Kit for Water testing as per Clause 1010 1 set

(xi) First aid box 2 sets

(xii) Relevant IS/BS/IRC/ASTM/Asphalt Institute MS series Codesof laboratory testing

1 set

(xiii) Personal Computer System (IBM/Compaq/HP/DELL)- Intel Pentium Dual Core 2.0 GHz with 400 MHz FSB- Intel Mother Board with Intel 850 Chip set- 1GB SD RAM- 1x 120 GB PCI – IDE Hard Disk- 58 X CD-ROM Drive- 17” TFT Colour Monitor- PS/2 Mouse with pad and Keyboard (107 keys)- Windows 2000 XP Professional preloaded with license- MS-Office 2000, MS-Project, Autocad-2000 preloadedwith license- 1x HP DeskJet 1280 Colour Printer

1 No.

121.3.2. For soils and aggregates

(i) Riffle Box of slot size 50mm as per ASTM C-136 1 No.

(ii) Atterberg Limits (liquid and plastic limits) determination apparatus as per IS:2720,( Part 4 )-1985a) Casagrande Apparatusb) b) Cone Penetrometer

2 sets2 sets

(iii) a) Automatic Compactorb) Compaction Test Equipment for Heavy to the

requirement of IS-T180 complete with color, base plate and 4.5kg rammer and standard compaction as per IS: 2720 (part 8)

c) Wooden Mallets

1 set2 sets

6 Nos.

(iv) In-situ Density Test apparatus



a) with 10cm diameter sand pouring cylinder, tray, can etc., complete as per IS:2720, (Part 28)-1974

2 sets

b) with 15cm diameter sand pouring cylinder, tray, can etc., complete to the requirement of ASTM:D 1556 and as per IS:2720, (Part 28)-1974

2 sets

(v) Speedy Moisture Meter complete with chemicals 1 set

(vi) Post – hole Auger with extensions, 10cm diameter 1 set

(vii) Core cutter apparatus 10cm diameter, 10/12cm height,

complete with dolly, rammer etc. as per IS:2720, (Part 29)-

1975

5 sets

(viii) Aggregate Impact Value Test apparatus/Los Angeles

Abrasion Test apparatus as per IS:2386 (Part -4)or IS:5640

AND IS:2386 (Part-4)

1 set

(ix) Flakiness and Elongation Test Gauges as per B.S.812 1 set

(x) Standard measures of 30, 15 and 3 Liters capacity along with

standard tamping rod

1 set

(xi) California Bearing Ratio test apparatus Motorized as per

IS:2720, (Part 16)-1987

1 set

(xii) CBR Moulds, surcharge weight and accessories as per IS: 10074-1982 plus gauges for swell measurement

65 Nos.

(xiii) Triaxial Tests Equipment with Triaxial Cell, pressure gauge

and accessories as per IS: 2720

1 set.

(xiv) Direct Shear Test as per IS 2720, (Part 13)-1986 and accessories

1 set

(xv) Sample Extractor to take soil samples from UDS Tubes 1 set.

(xvi) 10% Fines value Test Moulds and Accessories for Aggregates Testing as per BS:812(Part 111)

2 set

(xvii) Soundness Test Kits including Sodium Sulphate of Magnesium Sulphate as per IS: 383-1970

1 set

(xviii) 100 ml Measuring Jars to conduct Differential Free Swelling Tests as per IS: 2720- Part 40-1977

20 sets

(xix) Specific Gravity Bottles as per IS:2386 (Part-3)-1963 6 sets

(xx) Swelling Pressure Test Equipment as per as per IS:2720, (Part 16)-1987

S sets

(xxi) Aggregate Crushing Strength Tests Moulds as per IS:2720 (Part16)-1987

2 sets



(xxii) Steel cups to determine Moisture Content 50 Nos.

(xxiii) Sieve Shaking Machine – Motorized 1 Nos.

(xxiv) MS / Steel Trays to store samples

1.5 x 1.5 x 1.5 ft

2 x 2 x 2 ft

3 x 3 x 3 ft

10 Nos.

10 Nos.

10 Nos.

121.3.3. For bitumen and bituminous mixes

(i) Bitumen penetrometer automatic type including adjustable weight arrangement, and needles to the requirements of AASHTO : T – 49

1 Set

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

(iii) Apparatus for Determination of Ductility Test as per IS 1208 –1978

1 Set

(iv) Asphalt Institute Vacuum Viscometer as per IS : 1206 (Part II) –1978

1 Set

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

1 Set

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

1 Set

(vii) Constant temperature bath for accommodating bitumen test

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

1 No.

(viii) Riffle box – small size 1 No.

(ix) Centrifuge type motorized bitumen extraction apparatus to the requirements of AASHTO : T - 164 with stock of solvent & filter paper

1 Set

(x) Marshall compaction apparatus to the requirements of AASHTO : 245 as per ASTM T 1559-62 and complete with electrically operated automatic loading unit, compaction pedestal, heating unit, head breaking assembly, flow meter, load transfer bar, specimen moulds 100 mm diameter with base plate, collars, specimen extractor, compaction hammer 4.53kg x 457 mm fall (excluding constant temperature bath)

1 Set

(xi) Core cutting machine with 15 cm diameter cutting cylinders

with diamond cutting edge (including spares)

1 Set

(xii) Vacuum pump and 3 specific gravity bottles 1 Set

(xiii) Split Air Conditioner (Carrier make of 1.5 Tonne 1 No.



capacity with Temperature control facility) for Bitumen Lab in Laboratory building

(xiv) Apparatus of Determination of Specific Gravity Tests as per

IS:1202-1978

2 Nos.

(xv) Water Soaking Tank (8 x 6 x 4 ft) 2 Nos.

(xvi) Apparatus for Determination of Loss on Heating IS : 1212-1978

1 Set

(xvii) Bitumen laboratory mixer planetary action, 2 litre capacity, including required accessories electrically operated and fittedwith heating jacket

1 No.

(xviii) Dial type thermometer reading 0-200° C range, accuracy 2°C

2 Nos.

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

1 Set

(xx) Apparatus for Determination of water content (Dean and Shark Method) IS : 1211-1978

1 Set

(xxi) Viscosity Meter 1 No

121.3.4. For cement and cement concrete

(i) Vicat apparatus for testing setting times with plungers as per IS- 269-1968

1 set

(ii) Soundness testing apparatus for cement (Le Chatlier’s principle)

1 Set

(iii) Slump testing apparatus as per IS:1199 4 sets

(iv) Apparatus for Chemical Composition tests as per IS 8112-1989 & IS 12269

1 set

(v) Chemicals solutions and consumables As reqd.

(vi) Chloride testing kit for chemical analysis of chloride content

1 No.

(vii) ION exchange kit for rapid determination of sulphate content

1 No.

(viii) Water still 1 No.

(ix) Concrete permeability apparatus 1 Set

(x) Compression and Flexural strength testing machine of 200 tonne capacity with additional dial for flexural testing and adequate numbers of 15cm cube moulds, 15cm X 15cm X 75cm beam moulds, compacting hammer and other necessary accessories. As per IS 456

1 No.

(xi) Needle Vibrator 2 Nos.

(xii) Vibrating hammer for vibrating dry mix as for Dry Lean 1 No.



Cement concrete sub-base

(xiii) 15 x 15 x15 cms Moulds for testing CC cubes 30 Nos.

(xiv) 7 x 7 x 7 cms Moulds to tests Cement Mortar 10 Nos.

(xv) Apparatus of Determination of Specific gravity as per IS:8112-1989

1 No.

Note: The item and their numbers listed above in this Clause shall be decided by the Engineer as per requirements of the Project and modified accordingly.

B2.2.11.3 Sub Clause 121.3.5 Add new sub clause 121.3.5 – Equipment for Control of Profile and Surface evenness

121.3.5. For control of Profile and Surface evenness

(i) String line arrangement for paving with sensor pavers 1 No.

(ii) Z-250 profilometer or MERLIN for Calibrating Bump Integrator

1 No.

(iii) Towed Fifth Wheel Bump Integrator or Equivalent 1 No.

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

4 Sets.

(v) Theodolite/Auto level for checking levels on completed pavement layers

As reqd

B2.2.11.4 Sub Clause 121.3.6 Add new sub clause 121.3.6 as follows

121.3.6. Mobile Laboratory:

In addition to the field laboratory, the Contractor shall also provide a mobile laboratory should there be a requirement or should he choose to work in two separate Sections of the Works. The mobile laboratory shall be suitably equipped for conducting all necessary field quality control testing.

B2.2.11.5 Sub Clause 121.6 Delete the second paragraph of Sub-clause 121.6 and add the following

There shall not be separate payment with respect to costs associated with the setting up, operation and maintenance of the laboratory. The Contractor shall allow in his rates and prices for the setting up of the field laboratory including the land, building, utility services & connections, fittings, fixtures, furniture, laboratory equipment, external works, security fences, and all ancillary items; and operation and maintenance of the laboratory including utility services charges, consumables, security, and all ancillary items.

B2.2.12 CLAUSE 124 PROVIDING AND MAINTAINING VEHICLES FOR THE ENGINEER

The heading of this clause shall read as under:



PROVIDING AND MAINTAINING VEHICLES FOR EMPLOYER/ EMPLOYER’S REPRESENTATIVE AND HIS STAFF

124.1 Scope

This clause shall read as under:

“The work covers providing and maintaining Diesel/Petrol driven vehicles for use by the Employer/Employer’s representatives and his staff as described under the Bill of Quantities.”

124.2 Description

Para 1 of this clause shall read as under:

“The passenger cars shall be petrol/diesel run, non A/c Ambassador cars or equivalent having cylinder capacity of minimum 1400 cc for the Project Director of the Employer. The vehicles shall be of the year 2010 make.

124.4 Withdrawal of Vehicles

The first sentence for this Clause shall read as under:

The Contractor shall withdraw particular vehicles if not required for use by Employer/Employer’s Representative if so directed by the Employer/Employer’s Representative.

124.5 Measurement for Payment

In 2nd line, replace “vehicle day” by “vehicle month” and add the following at the end of this clause: “Average mileage per month shall not exceed 3000 km per vehicle.”

124.6 Rates

Replace the word “Engineer” by “Employer/Employer’s Representative”.

B2.2.13 CLAUSE 126 SUPPLY OF VIDEO CASSETTES AND DIGITAL CDS (VCDS / DVDS)

B2.2.13.1 Sub Clause 126.1 Delete the Sub Clause 126.1 Add the following

126.1 Description

The work consists of taking video films of important activities.

The Contractor shall arrange to make complete video coverage of the entire existing contract stretch before start of actual execution of work.

Video filming of important activities of the work as directed by the Engineer during the currency of the project shall be carried out and shown to Engineer.

Video filming of the substantially completed sections of the project.

Video filming of the project after final completion of the work.

Editing them to a video film of playing time not less than 60 minutes and up to

180 minutes as directed by the Engineer. It shall contain narration of the activities in English by a competent narrator. The edition of the



video film and the script for narration shall be as approved by the engineer.

The video CDs / DVDs shall be of acceptable quality and the film shall be capable of producing colour pictures


126.2 MEASUREMENT FOR PAYMENT

The measurement shall be number of sets of edited VCDs each with four copies thereof


126.3 RATES

The contract unit rate shall include all expenses for making video films with the help of a professionally competent photographer, editing, narration and supply the final edited master VCDs along with four copies thereof.

B2.2.14 CLAUSE 127 PLANTING OF TREE SAPLINGS AND SHRUBS

Add new clause 127 Planting of Tree Saplings and Shrubs

127.1 Scope

The work shall consist of providing, planting, protecting and maintaining roadside tree saplings and shrubs, all as described in these specifications.

127.2 Materials

127.2.1 Compost: shall be of well-decayed vegetable matter obtained in the dry state from sources approved by the Engineer. The compost shall be free from earth, stone, brickbats or other extraneous material and shall all pass a 16mm sieve before use.

127.2.2 Farmyard Manure: shall be well-decayed animal waste, free from earth, stone, brickbats or other extraneous material.

127.2.3 Oil Cake (Neam, Castor or Groundnut): shall be the residue after the extraction of oil and shall be free of other extraneous material.

127.2.4 Topsoil or agricultural soil: shall be organic soil of loamy texture free from kanaka, moorum, shingle, or other extraneous material and from clods or lumps of sizes bigger than 75mm. It shall have a pH value ranging between 6 to 8.5.

127.2.5 Tree Saplings: shall be at least three year old and shall consist of hardy indigenous tree species. Details of tree saplings proposed for use (species and proportion) shall be submitted to the Engineer for approval.

127.2.6 Shrubs: shall be local indigenous species suitable for hedge formation. Details of shrubs proposed for use (species and proportion) shall be submitted to the Engineer for approval.

127.2.7 Tree guards: shall be made of mild steel and shall be 500mm inside diameter, made up as follows:



(i) Uprights, 3 No., 2.0m long with an additional 5cm foot at one end at right angles, forming an L shape. To be made with 25x25x3mm angle section.

(ii) Framing rings, 3 No., 500mm inside diameter, in two sections, which can be bolted together (to allow future removal). To be made from 25x5mm flat section and suitable bolts and nuts.

(iii) Vertical bars, 15 No., 1.55m long by 6mm diameter.

The three uprights shall be equally spaced round the circumference, with the feet facing outwards, and shall be held in place by welding them inside the three framing rings, the rings being at heights of 700mm, 1200mm and 1700mm respectively above the feet of the uprights. The vertical bars shall also be welded to the inside of the rings, equally spaced around their circumference, with the top of each bar level with the top of the uprights. The entire tree guard shall be given two coats of paint over a prime coat, using paint of a brand and shade approved by the Engineer.

127.3 Planting Tree Saplings

Planting of tree saplings shall only commence, with the agreement of the Engineer, when the weather conditions are suitable and disturbance by other construction activities is unlikely to occur. Tree saplings shall be planted, wherever possible, in a line on both sides of the road, at an average rate of 100 trees per km. Where there are roadside ditches the tree line shall be located beyond the ditches. The exact position of the tree line at each location shall be agreed with the Engineer and the proposed position of individual trees staked out and approved. For each tree sapling a hole 600mm diameter and 450mm deep shall be excavated. Any stones, roots and foreign matter in the excavated material shall be removed and disposed of and the rest saved for reuse after breaking up any clods greater than 75mm diameter. Topsoil or agricultural soil, in quantities required to replace discarded material, shall be brought and stacked at site by the Contractor.

In the bottom of each hole a 1:1 mixture of farmyard manure and oil cake shall be placed in a layer 50mm thick. The tree sapling shall be held in the center of the hole with the root bulb touching the bottom layer and the hole loosely back-filled around the sapling to about half the remaining depth of the hole. The backfill shall consist of the excavated soil plus added topsoil if required, first mixed with compost in the ratio of 10:1 by loose volume. A tree guard shall then be carefully lowered over the sapling into the hole and forced down into the loose backfill until it is firmly seated. The rest of the hole shall then be backfilled and the backfill copiously watered to cause it to settle and bed down. The final level of the backfill shall be between 50mm and 75mm below ground level.

127.4 Planting Shrubs

Planting of shrubs shall only commence, with the agreement of the Engineer, when weather conditions are suitable, disturbance by other construction activities is unlikely to occur and work on the new tree line has been completed. Where there is sufficient space within the Road Reserve behind the tree line a band of shrubs shall be planted at the rate of approximately 800 shrubs per km in order to eventually form a hedge to discourage intrusion into



the road reserve. The position and layout of the band of shrubs shall be agreed with the Engineer. Shrub planting will be done in excavated holes of size appropriate to the type of shrub and the holes firmly back filled with excavated soil from which all stones, roots and foreign matter has been removed.

127.5 Maintenance

Trees saplings and shrubs shall be maintained until a Taking-Over Certificate has been issued by the Client for the section of road concerned. Maintenance shall include watering and weeding as and when necessary, protection, damage repair and replacement of all defective saplings and shrubs with others of similar species and age, all as instructed by the Engineer. Saplings and shrubs that become defective during the Defects Liability period shall be replaced by the Contractor.

127.6 Measurements

Planting of trees and shrubs shall be measured by number.

127.7 Rate

The rate shall include the cost of all labour and materials involved in all the operations described above including the cost of maintenance and replacement.

B2.2.15 CLAUSE 128 AS-BUILT DRAWINGS

Add new clause 128 As-Built Drawings

The Contractor shall prepare and submit to the Engineer “As-Built” drawings of the Construction Works covering every component, upon completion. The “as-built” drawings shall be prepared in A2 size. 2 sets of A2 size bound hardcopies on polyester film of quality to be approved by the Engineer and 1 set of electronic files on CD shall be submitted to the Engineer. Where the Construction Works is in Sections, “As-Built” drawings shall be submitted for each Section as the Construction Works are completed for that Section. All costs associated with the preparation and submission of “As-Built” drawings including the production of the stipulated number of sets of hardcopies and electronic files shall be deemed to be included in the rates and prices of items quoted by the Contractor in the Bill of Quantities.

B2.3 SECTION 200 SITE CLEARANCES.

B2.3.1 CLAUSE 201 CLEARING AND GRUBBING

B2.3.1.1 Sub Clause 201.1 Delete all Paragraphs in Sub-Clause 201.1 and add the following Paragraph.

This work shall consist of cutting, removing and disposing of all materials such as trees of girth up to 300mm, bushes, shrubs, stumps, roots, grass, weeds, top soil (all types of soils) not exceeding 150mm in thickness, rubbish etc., which in the opinion of the Engineer are unsuitable for incorporation in the works, from the area of road land containing road embankment, berms, drains, cross-drainage structures and such other areas as may be specified on the drawings or by the Engineer. It shall include necessary excavation by harrow discs or any other suitable equipment, back filling the excavated area



up to a maximum depth of 150mm and also complete backfilling of pits resulting from uprooting of trees and stumps by suitable/approved soil and making the surface in proper grade by suitable equipment and compacted by power roller to required compaction as per Section 300, handling, salvaging, and disposal of cleared soil / materials. The work also includes keeping the cleared material in stock pile within the ROW not less than 500m in distance, keeping the stock pile till completion of bituminous work, re-using the top soil in turfing and disposal of unsuitable material.

Clearing and grubbing shall be performed in advance of earthwork operations and in accordance with the requirements of these specifications. Areas as well as depth requiring clearing and grubbing shall be determined by the Engineer. The Contractor shall ensure free flow of surface water / run-off in to the drains by way of clearing the topsoil between earthen shoulder edge / embankment edge and inner edge of the drain.

If the topsoil is more than 150 mm in thickness and not exceeding 500 mm, then the additional thickness shall be graded off / removed to the required slope or as directed by the engineer and the cost for the additional cut is to be considered as incidental to the Clearing and Grubbing work. Clearing and grubbing work shall be considered incidental in Road way excavation and drains and shall not be measured and shall be deemed to have been included in the rates quoted for the earth work excavation.

B2.3.1.2 Sub Clause 201.3 Delete 3rd Paragraph in Sub-Clause 201.3 and add the following

All Excavations below original ground level arising out of the clearing and grubbingand also for removal of trees, stumps, etc., shall be filled with suitable material and compacted thoroughly so as to make the surface fit for the next layers in accordance with the section 300 of Specifications

B2.3.1.3 Sub Clause 201.4 Delete last sentence in the 2nd Paragraph in Sub-Clause

201.4 and add the following sentence.

Stacking of stumps, boulders, stones etc., shall be done at specified spots with all lift sand upto a lead of 10000 m.

B2.3.1.4 Sub Clause 201.5 Delete 1st sentence in the 1st Paragraph in Sub-Clause201.5 and add the following sentence.

Clearing and grubbing for road embankment, drains and cross drainage structures shall be measured as areas in plan basis in terms of hectares

Delete Last sentence in the 1st Paragraph in Sub-Clause 201.5 and add the following sentence

Cutting including removal of foundations of sign boards, hoarding boards, concrete posts, kilometer /hectometer stones, boundary stones, back filling to required compaction up to general original ground level and of any pits shall be measured and paid in respective item of BOQ

B2.3.1.5 Sub Clause 201.6 Delete last sentence in the 1st Paragraph in Sub-Clause 201.6.1 and add the following sentence.



These will also include removal of stumps of trees less than 300 mm in girth as well as stumps of any girth size left over after cutting of trees carried out by another agency either before execution or during execution, excavation and back filling to required density, where necessary and handling, salvaging, piling and disposing of the cleared materials with all lifts up to a lead of 10000 m.

B2.3.1.6 Delete all Paragraphs in Sub-Clause 201.6.2 and add the following paragraph.

201.6.2 The Contract unit rate for cutting (including removal of stumps and roots) of trees of girth above 300 mm shall include excavation and backfilling to required compaction, handling, salvaging, piling and disposing of the cleared materials with all lifts and up to a lead of 10000 m.

B2.3.2 CLAUSE 202 DISMANTLING CULVERTS, BRIDGES AND OTHER STRUCTURES/PAVEMENTS

B2.3.2.1 Sub Clause 202.3 Dismantling of Pavement – Add at the end of 2nd

paragraph as follows”

“The existing bituminous pavement surface, base and sub-base courses shall be removed by ripping, pavement breaker or any other suitable equipment, or any other suitable means as approved by the Engineer.

Dismantling of existing base, sub-base and surface courses shall be measured by taking cross-sections at 200 m intervals before dismantling by making 30 cm wide trench in full width and depth and computing the volumes in cum by the method of average cross-sectional areas".

B2.3.2.2 Sub Clause 202.4 Delete the Sub Clause 202.4 and add the following 202.4 back Filling

Holes and depressions caused by dismantling operations encountered in the alignment shall be backfilled with Granular material/Sand and compacted to required density as directed by the Engineer

B2.3.2.3 Sub Clause 202.5 Replace the words “up to a lead of 1000 m” in Sub-Clause 202.5 and with the following words.

“Up to a lead of 10000 m”

B2.3.2.4 Sub Clause 202.7 Delete all Paragraphs in Sub-Clause 202.7 and add the following Paragraph.

202.7. Rates

The Contract unit rates for the various items of dismantling shall be paid in full for carrying out the required operations including full compensation for all labor, materials, tools, equipment, safeguards and incidentals necessary to complete the work. These will also include excavation and back filling where necessary to the required compaction and for handling, salvaging, piling and disposing of the dismantled materials within all lifts and up to a lead of 10000 m.

B2.4 SECTION 300 EARTHWORK, EROSION CONTROL AND DRAINAGE



B2.4.1 CLAUSE 301 EXCAVATION FOR ROADWAY AND DRAINS

B2.4.1.1 Sub Clause 301.1 Scope

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

B2.4.1.2 Sub Clause 301.2 Add the following sentence (f) after (e)

(f) Hard Rock (requiring controlled blasting)

Hard rock requiring blasting as described under (c) but where blasting would damage abutting structures like building, bridge foundations, etc. and excavation has to be carried out by controlled blasting without causing any detrimental damage to nearby structures and in accordance with Additional Technical Specifications A-4. The excavated material shall be stacked with all leads and lifts to the place shown and as directed by the Engineer and shall be handed over to the Authorities as directed by the Engineer.

B2.4.1.3 Sub Clause 301.3 Delete Sub-clause 301.3.7 and add the following

301.3.7 In works involving widening of existing pavements or providing paved shoulders, the existing paved shoulders/hard shoulder /earthen shoulders /verge /median shall be removed to required width and to levels as shown on drawings or as indicated by the Engineer, preparation of cut formation as perclause 305 supporting subgrade/embankment. Method of benching shall be followed with each successive top layer of existing pavement crust cut at least 250 mm wider than the bottom layer. While doing so care shall be taken to see that no portion of the existing pavement designated for retention is loosened or disturbed. If the existing pavement gets disturbed or loosened, it shall be dismantled and cut to a regular shape with side vertical and the disturbed/loosened portion be removed completely and re-laid as directed by the Engineer, at the cost of the Contractor.

Existing material to a depth of 500mm or more below the bottom of the sub base shall be checked for the following criteria in order to retain the same material as sub grade below the sub base layer

1. 4 day soaked CBR in compliance with specification shall not be less than the design CBR as stipulated in drawings

2. The relative density of the existing subgrade material shall comply with the specified density requirement as given in Table 300-2 of MoRT&H specifications

If the existing material having 4 day soaked CBR value more or equal to design CBR value and does not comply with the density requirement, then the same shall be loosened to a depth of 500 mm and compacted in layers in accordance with the requirements Clause of 305 Any unsuitable material encountered in this portion of subgrade shall be removed and replaced with suitable material and compacted in accordance with Clause 305.

B2.4.1.4 Delete all the paragraphs in Sub-clause 301.3.11 and add the following paragraphs in place of the above



301.3.11. Disposal of excavated materials: All the excavated materials shall be the property of the Employer. The material obtained from the excavation of the roadway, shoulders, verges, drains, cross-drainage works etc., shall be used for filling up of (i) roadway embankment, (ii) the existing pits in the right-of-way and(iii) for landscaping of the roads as directed by the Engineer, including leveling and spreading with all lifts and lead up to 10000 m and no extra payment shall be made for the same.

All Environmentally hazardous material viz. dismantled/scarified existing bituminous layers and existing road base material mixed with bituminous layer obtained due to excavation shall be disposed by environmentally acceptable practice in accordance with the Implementation of Environmental Management Plan as per contract.

All hard materials, such as hard moorum, rubble etc., not intended for use as above shall be stacked neatly on specified land as directed by the Engineer with all lifts and lead up to 10000 m.

Unsuitable and surplus material not intended for use within the lead specified above shall also, if necessary, be transported with all lifts and lead beyond initial 10000 m, disposed of or used as directed by the Engineer. Unsuitable and surplus material, which, in the opinion of the Engineer cannot be used in the works, shall be removed from site by the Contractor and disposed of at the nearest dip or other approved location with all lifts and leads in accordance with contract Provisions.

B2.4.1.5 Sub Clause 301.6 Preparation of Cut Formation

B2.4.1.6 Sub Clause 301.9 Delete the item (ii) in Sub-clause 301.9.1 and add the following in place of the above

(ii) transporting the excavated material and depositing the same on sites of embankments, spoil banks or staking as directed with all lifts and lead up to 10000 m or as otherwise specified;

B2.4.2 CLAUSE 304 EXCAVATION FOR STRUCTURES

B2.4.2.1 Sub Clause 304.3 Delete the words “or cut slopes to a safer angle or both”from 6th line of the 1st paragraph in Sub-clause 304.3.2 and add the following paragraph at the end

As the existing open foundations are close by, no cut slopes will be permitted for the excavation of the new foundation trenches. The length and width of excavation for open foundations shall be as per the detailed drawings issued for construction any additional width and length shall be deemed as incidental. In case where new foundations are not joined with the existing foundations cofferdams to the sufficient depth shall be driven around the new foundation and the excavation shall proceed.

Delete the words “Lean Concrete (1:3:6 nominal mix)” in paragraphs 2 and 3 in Sub-clause 304.3.4 and Substitute with the following words in place of the above

“Concrete M15 Grade”

B2.4.2.2 Sub Clause 304.5 Delete the words “leads up to 1000m” and Replace with “all leads” in item (v) in Sub-clause 304.5.1



Delete the entire paragraph in Sub-clause 304.5.3 and add the following paragraph

304.5.3 The Contract unit rate for transporting material from the excavation for structures shall be full compensation for all labour, equipment, tools and incidentals necessary on account of all leads

B2.4.3 CLAUSE 305 EMBANKMENT CONSTRUCTION

B2.4.3.1 Sub Clause 305.1 Add the following at the end of sub clause 305.1.1

A site trial shall be performed in accordance with Sub Clause 901.16 of these Specifications.

B2.4.3.2 Sub Clause 305.2 Delete sentence (e) in Sub-clause 305.2.1.1 and add the following sentence

(e) Clayey soils and other soils having liquid limit exceeding 40 and plasticity index exceeding 18;

B2.4.3.3 Delete the Sub-clause 305.2.1.2 and add the following Sub Clause

305.2.1.2 Expansive soils such as CH, MH or OH exhibiting marked swell and shrinkage properties (‘free swelling index’ exceeding 50 per cent when tested as per IS: 2720-Part 40) shall not be used in construction of any subgrade or embankment

B2.4.3.4 Delete the Sub-clause 305.2.1.4 and add the following Sub Clause

305.2.1.4 The size of the coarse material in the mixture of earth shall ordinarily not exceed 75 mm when being placed in the embankment and 50 mm when placed in the subgrade. The maximum particle, size shall not be more than two-thirds of the compacted layer thickness. The material to be used in Subgrade should satisfy the requirement of 4 day soaked design CBR of 8%, when tested as per IS:2720 (Part 16) at 97% maximum dry density (IS: 2720 (Part 8)-1983)

B2.4.3.5 Sub Clause 305.2.1.5 Delete the table 300.1 below 305.2.1.5 and add the following table

Sl. No.

Type of Work Engineering Properties of sample remoulded as per IS 2720 (Part 8)

Max dry density (gm/cc)

1. Embankment upto 3 meters height, not subjected to extensive flooding

Not less than 1.65

2. Embankment exceeding 3meters height or embankments of any height subject to long periods of inundation.

Not less than 1.75

3. Subgrade and earthenshoulders/verge/backfill

Not less than 1.85

Replace the note (3) below the Table 300-1 by the following.



The material to be used in the Subgrade shall have a 4-day soaked CBR as specified, when compacted to the density requirements of Table 300-2, not less than the design CBR stipulated in the drawings.

B2.4.3.6 Clause 305.2.2.2 BORROW MATERIALS

Replace the Para 1 of this Clause by the following:

“No borrow area shall be made available by the Employer for this work. The arrangements for the source of supply of the material for embankment and subgrade as well as compliance to the different environmental requirements in respect of excavation and borrow area as stipulated, from time, by the Ministry of Environmental and Forest Government of India and the local bodies, as applicable shall be the sole responsibility of the Contractor”.

B2.4.3.7 Delete last sentence” It shall be ensured that the subgrade material … … … … … … … design CBR value of the subgrade” in 7th paragraph (page-71) in Subclause 305.2.2.2 and add the following sentence

“When compacted to the density requirements of Table 300-2, the material used for the construction of the Subgrade and shoulder fill shall have a 4-day soaked CBR as specified, not less than the design CBR stipulated in the drawings.

B2.4.3.8 Sub Clause 305.3 Delete the 1st paragraph in Sub-clause 305.3.4 and add the following paragraph

305.3.4. Compacting ground supporting embankment/subgrade: Where necessary the original ground shall be levelled, scarified, mixed with water and then compacted by rolling to facilitate placement of first layer of embankment so as to achieve minimum dry density as given in Table 300-2.

B2.4.3.9 Add the following paragraph at the end of 2nd Paragraph in Sub Clause 305.3.4

Backfilling layers in pits, trenches and below the original ground are to be compacted to the relative natural ground density. The natural ground density shall be determined by conducting field density tests at three widely spaced locations along the central line of the proposed carriageway at a depth in between 0.5m to 1.0m. Samples of natural ground are collected at each location, and are tested in accordance with IS: 2720 (Part 8). The relative density (i.e. the percentage of the field dry density to the laboratory maximum dry density) is assessed for each sample, and the greatest relative density obtained is selected as the “natural ground density”. If the natural ground density is less than 85% then these are to be compacted after necessary watering so as to achieve not less than 85% of relative compaction”.

Where necessary to facilitate compaction of the subgrade to 97% relative compaction as stated above, a further depth of maximum thickness of 0.2m shall be loosened, watered and compacted in accordance with Sub Clause 305.3.5 and 305.3.6 to not less than 95% of dry density determined in accordance with IS: 2720(Part-I).

B2.4.3.10 Sub Clause 305.3.6 Delete second paragraph under Sub-clause 305.3.6 and add the following paragraph



Vibratory roller of not less than 8-10 tonne static weight with plain or pad foot drum or pneumatic tyre roller of 15-30 tonne weight having tyre pressure of at least 7 kg/sq.cm shall be used for compaction.

B2.4.3.11 Sub Clause 305.4.3 Delete Sub-clause 305.4.3 and add the following paragraph

305.4.3 Earthwork over existing road surface

Where the embankment/ subgrade is to be placed over an existing road surface, the work shall be carried out as indicated below:

(i) If the existing road surface is of granular or bituminous type and lies within 500 mm of the top of new subgrade, the existing surface shall be scarified to a depth of 50 mm, or more if specified, so as to provide ample bond between the old and new material. After scarification, the ground shall be prepared in accordance with Sub-Clause 305.3.4.

(ii) If the existing road surface is of granular or bituminous type and lies more than 500mm below the top of new subgrade, the existing surface shall be permitted to stay in place without any modification.

(iii) If the existing road surface is of cement concrete type and lies within 1 m of the top of new subgrade, the same shall be removed completely.

B2.4.3.12 Sub Clause 305.5 Delete the entire paragraph in Sub-clause 305.5 and add the following paragraph

305.5 Plying of Traffic

No vehicular traffic of any kind shall be permitted to use the prepared surface of the embankment and/or subgrade except the construction equipment/machinery and trucks/dumpers carrying the materials, required for the next layer of construction.

B2.4.3.13 Sub Clause 305.7 Subgrade Strength Delete Sub Clause 305.7.1 and replace with the following paragraph

It shall be ensured prior to actual execution that the borrow material or material brought from road way excavation to be used in sub-grade has a CBR not less than the design CBR specified in the Drawings when tested on specimens compacted at 97% MDD and soaked in water for 4 days.

B2.4.3.14 Sub Clause 305.8 Delete the 1st paragraph in Sub-clause 305.8 and add the following paragraph

Earth embankment/sub-grade construction shall be measured separately by taking cross sections at intervals after clearing and grubbing and if necessary compaction of original ground before the embankment work starts and after its completion and computing the volumes of earthwork in cubic metres by the method of average and areas basis

B2.4.3.15 Sub Clause 306.4 Add the following paragraph at the end in Sub-clause 306.4



However, all temporary sedimentation and pollution control works shall be deemed as incidental to the earthwork and other items of work and, as such, no separate payment shall be made for the same

B2.4.4 CLAUSE 314 LINED SIDE DRAINS

B2.4.4.1 Add the following as new Clause 314

Lined side drains shall be constructed true to the drawings

B2.5 SECTION 400 SUB-BASES, BASES (NON-BITUMINOUS) AND SHOULDERS

B2.5.1 CLAUSE 401 GRANULAR SUB-BASE

B2.5.1.1 Sub Clause 401.1 Delete the Sub-Clause 401.1 and add the following Sub Clause

401.1. Scope

This work shall consist of laying and compacting well-graded material on prepared subgrade in accordance with the requirements of the Specifications. The material shall be laid in one or more layers as granular sub-base. The lower sub-base layer of minimum 100mm thickness shall be extended upto the proposed road embankment side slopes. The granular sub-base material shall be prepared in a mechanical mixing plant and laid in uniform layers with mechanical paver or motor grader, and compacted with vibratory power rollers to lines, grades and cross-sections shown on the drawings or as directed by the Engineer.

B2.5.1.2 Sub Clause 401.2 Delete all Paragraphs in Sub-Clause 401.2.1 and add the following Paragraph.

401.2.1 The material to be used for the work shall be crushed stone conforming to the physical requirements stipulated in Sub-Clause 401.2.2. The material shall be free from organic or other deleterious constituents and conform to Grading-I, determined by wet sieve analysis, as set out in Table 400-2.

B2.5.1.3 Sub Clause 401.2 Delete the last sentence of Sub-Clause 401.2.2 and add the following Paragraph.

CBR of the material when tested in accordance with IS-2720 (part-16) on specimens compacted 98% MDD and soaked in water for 4 days shall not be less than 30%.

B2.5.1.4 Delete the Note given under the Table 400 – 2 in Sub-Clause 401.2.2: “The material passing 425 micron (0.425 mm) sieve… … … … … … … … … … … Liquid Limit and Plasticity Index not more than 25 and 6 percent respectively”.

Add the following Note in place of above.

Note: The material passing 425 micron (0.425 mm) sieve by wet sieving for all the three gradings, when tested according to IS: 2720 (part-5) shall have Liquid Limit not exceeding 25% and Plasticity Index ZERO (i.e., NON-PLASTIC).

B2.5.1.5 Sub Clause 401.4 Add the following paragraphs at the end of the 1st

paragraph of Sub-Clause 401.4.1: Preparation of Subgrade



Where the existing pavement is to be overlaid by a granular base/ sub-base and embankment (i.e. new subgrade depth) of less than 500 mm total thickness then the pavement shall be scarified in accordance with Sub Clause 501.8.3.2. Where the existing pavement contains multiple bituminous layers the scarification shall be to the underside of the lowest bituminous layer. The Contractor will verify that all bituminous layers have been removed using appropriate methods approved by the Engineer. The bituminous surfacing material removed from the existing pavement may be used in other parts of the works as directed by Engineer provided it complies with the relevant specification clauses.

After scarification and removal to the satisfaction of the Engineer of the bitumen surface from the existing pavement to be overlaid, the surface shall be lightly sprinkled with water if necessary and rolled with three passes of an 8-10 Ton smooth wheeled roller. The existing pavement shall then be proof rolled with a 8 tonne single drum vibrating roller in the presence of the Engineer who shall determine of the surface for overlay.

B2.5.1.6 Sub Clause 401.6 Add the following sentence at the end of the Sub-Clause 401.6

No vehicular traffic of any kind shall be permitted to use the finished surface of the Granular Sub-Base except the construction equipment/machinery and trucks/dumpers carrying the materials, required for the next layer of construction.

B2.5.2 CLAUSE 406 WET MIX MACADAM SUB-BASE/BASE

B2.5.2.1 Sub Clause 406.1 Delete the Sub-Clause 406.1 and add the following Sub Clause 406.1. Scope

This work shall consist of laying and compacting clean, crushed, graded aggregate and granular material, premixed with water, to a dense mass on a prepared subgrade/sub-base/base or existing pavement as the case may be in accordance with the requirements of these Specifications. The material shall be laid by paver finisher in two uniform layers as necessary to lines, grades and cross-sections shown on the approved drawings or as directed by the Engineer.

The thickness of a single compacted Wet Mix Macadam layer shall not be less than 75 mm. When vibrating or other approved types of compacting equipment are used, the compacted depth of a single layer of the sub-base course may be increased up to 150 mm upon approval of the Engineer.

B2.5.2.2 Sub Clause 406.2 Under Sub-Clause 406.2.1.1 Physical requirements

Delete 2nd Sentence in 1st Paragraph in the Sub Clause 406.2.1.1 and replace with the following Sentence

The constituents of the aggregates shall be produced by a multiple stage crushing and screening plant (Impact or Cone type of Crusher) and, unless otherwise instructed by the Engineer, crushing shall be carried out in at least two stages. The fraction of material passing through 4.75mm sieve shall be crusher run screening only.

B2.5.2.3 Add the following Paragraph at the end of 1st Paragraph in the Sub Clause 406.2.1.1



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

B2.5.2.4 Sub-Clause 406.2.1.2 Delete the sentence below table 400-11 “Materials finer than …….” and add the following in place of the deleted sentence

Materials passing 425 micron sieve when tested according to IS: 2720 (part-5) shall have Plasticity Index ZERO (i.e. NON-PLASTIC).

B2.5.2.5 Delete the words” IS 2386 (part-1)” in Table 400 – 10, under the column head “Test Method”, in the row numbered as 2. Combined Flakiness and Elongation Index (Total)

B2.5.2.6 Add the words” IS 2386 (part – 1) – 1963 as amended in 1991” in place of the above deleted word.

B2.5.2.7 Sub Clause 406.3 Delete the 1st sentence of 2nd paragraph in Sub-Clause 406.3.4 and add the following in place of the deleted sentence.

The mix shall be laid by paver finisher. Motor graders shall be used, subject to the approval of the Engineer, in work operations for remedying high and low spots.

B2.5.2.8 Sub Clause 406.3 Delete the 1st Paragraph in Sub-Clause 406.3.5 and add the following Paragraph

406.3.5. Compaction: After the mix has been laid to the required thickness, grade and cross fall/camber the same shall be uniformly compacted to the full depth with suitable roller. For a compacted single layer of up to 150 mm, the compaction shall be done with the help of vibratory roller of minimum static weight of 80 to 100 kN or equivalent capacity roller. The speed of the roller shall not exceed 5 km/h.

B2.5.2.9 Sub Clause 406.3 Delete 7th paragraph of Sub Clause 406.3.5. and add the following

Rolling shall be continued till the density achieved over the full thickness of the material laid is at least 98% of the maximum dry density as determined by the method outlined in IS:2720 (part 8) and satisfies the requirements of Sub Clause 903.3.

B2.5.2.10 Sub Clause 406.4 Delete all Paragraphs in Sub-Clause 406.4 and add the following Paragraph

406.4. Opening to Traffic

No vehicular traffic of any kind shall be permitted to use the finished surface of the Wet Mix Macadam except the construction equipment/machinery and trucks/dumpers carrying the materials, required for the next layer of construction.

B2.6 SECTION 500 BASE AND SURFACE COURSES (BITUMINOUS)

B2.6.1 CLAUSE 501 GENERAL REQUIREMENTS FOR BITUMINOUS PAVEMENT LAYERS



B2.6.1.1 Sub Clause 501.2 Delete the 1st Paragraph in Clause 501.2.2 and add the following in place of above

501.2.2. Coarse Aggregates: The coarse aggregates shall consist of crushed rock and shall be obtained through the use of cone crusher, vertical shaft impactor and vibratory screens of suitable capacity. They shall be clean, hard, and durable, of cubical shape, free from dust and soft or friable matter, organic or other deleterious matter. Where the Contractor’s selected source of aggregates have poor affinity for bitumen, as a condition for the approval of that source, the bitumen shall be treated with approved anti-stripping agents, as per the manufacturer’s recommendations, without additional payment. Before approval of the source the aggregates shall be tested for stripping.

B2.6.1.2 Sub Clause 501.3 Para 1, Line 3 and 4, replace the word, “Adequate Capacity” with “Hot mix plant of Batch Mix type of minimum capacity of 100 T per hour.”

501.3 Mixing: Pre-mixed bituminous materials, including bituminous macadam, dense bituminous macadam, semi-dense bituminous concrete and bituminous concrete, shall be prepared in a hot mix plant of Batch Mix type of minimum capacity of 100 T per hour and capable of yielding a mix of proper and uniform quality with thoroughly coated aggregates. Appropriate mixing temperatures can be found in Table 500-5 of these Specifications; the difference in temperature between the binder and aggregate should at no time exceed 14°C. In order to ensure uniform quality of the mix and better coating of aggregates, the hot mix plant shall be calibrated from time to time.

B2.6.1.3 Sub Clause 501.6 Delete the last two sentences in 2nd Paragraph in Clause 501.6 and add the following in place of above

The intermediate rolling shall be done with a smooth wheeled tandem vibratory roller of 8-10 tonne weight followed by a pneumatic tyred roller of 12-15 tonnes weight having nine wheels, with a tyre pressure of at least 5.6 kg /sq. cm. The finish rolling shall be done with 8 -10 tonnes smooth wheeled tandem rollers

B2.6.1.4 Delete the last two sentences in last Paragraph in Clause 501.6 and add the following in place of above

Only minimum required moisture to prevent adhesion between the wheels of rollers and the bituminous mix should be used. Surplus water shall not be allowed to fall on the bituminous layer during rolling on the partially compacted pavement layer.

B2.6.1.5 Sub Clause 501.6 Add the following paragraph at the end of the Clause 501.6

First set of rolling operations or the break down rolling using heavy rollers should be started as soon as possible after the paver has laid sufficient length of the bituminous mix and the mix has just cooled enough to prevent formation of waves during the rolling operation. After the break down rolling, the intermediate rolling operations may be carried out using vibratory rollers or pneumatic tyred rollers, or both. The final rolling and finishing may be carried out using smooth wheeled tandem roller, until the roller marks are not



formed. Final rolling should be completed before the temperature of the bituminous mixes fall below 1000C.

B2.6.2 CLAUSE 502 PRIME COAT OVER GRANULAR BASE

B2.6.2.1 Sub Clause 502.2 Delete all the Paragraphs and Sub-Clauses in Clause 502.2 and add the following in place of above

502.2 Materials

502.2.1 Primer: The choice of a bituminous primer shall depend upon the porosity characteristics of the surface to be primed as classified below:

(i) Surfaces of low porosity

(ii) Surfaces of medium porosity; such as wet mix macadam, water bound macadam and cement stabilised soil base,

(iii) Surfaces of high porosity; such as a gravel base.

502.2.2 Primer viscosity: The type and viscosity of the primer shall comply with the requirements of IS: 8887, as sampled and tested for bituminous primer in accordance with these standards. Guidance on viscosity and rate of spray is given in Table 500-1.

TABLE 500-1. VISCOSITY REQUIREMENT AND QUANTITY OF BITUMINOUS PRIMER

Type of surface Kinematic Viscosity of Primer at 60°C (Centistokes)

Quantity per 10 Sq.m. (kg)

Low porosity 30 – 60 6 to 9

Medium / High porosity 140 – 500 12 to 15

B2.6.2.2 502.2.3 Choice of primer: The primer shall be bitumen emulsion, complying with IS: 8887 of a type and grade CSS-1 or as directed by the Engineer. The use of medium curing cutback MC-70 as per IS 217 shall be restricted only for emergency applications as directed by the Engineer.

B2.6.2.3 502.2.4.5 Tack Coat: Over the primed base course layer, tack coat shall be applied, if required, only as per the instructions of the Engineer.

B2.6.2.4 Sub Clause 502.8 Delete all the Paragraphs in Clause 502.8 and add the following in place of above

502.8. Rate

The contract unit rate for prime coat with adjustments as described in Clause 502.7 shall be payment in full for carrying out the required operations including full compensation for all components listed in Clause 401.8 (i) to (v) and as applicable to the work specified in these Specifications.

B2.6.3 CLAUSE 503 TACK COAT

B2.6.3.1 Sub Clause 503.4 Delete all Paragraphs in Sub-Clause 503.4.1 and add the following in place of above



503.4.1 Equipment: The tack coat distributor shall be a self-propelled or towed bitumen pressure sprayer, equipped for heating and spraying the material uniformly at the specified temperature and rate of spread. Hand spraying of small areas, inaccessible to the distributor, or in narrow strips, shall be sprayed with a pressure hand sprayer, or as directed by the Engineer.

B2.6.3.2 Delete Table 500-2 in Sub-Clause 503.4.3 and add the following in place of above

TABLE 500-2. RATE OF APPLICATION OF TACK COAT

Type Surface Qty. of liquid bituminous

material (Kg per sq. m. area)

i) Normal bituminous surfaces 0.20 to 0.25

ii) Dry and hungry bituminous surfaces 0.25 to 0.30

iii) Granular surfaces treated with primer 0.25 to 0.30

iv) Non bituminous surfaces Cement concrete pavement

0.30 to 0.35

B2.6.3.3 Sub Clause 503.4.3 Delete the last Paragraph in Sub-Clause 503.4.3 and add the following

Where the material to receive an overlay is a freshly laid bituminous layer that has not been subjected to traffic or contaminated by dust, tack coat is not mandatory where the overlay is completed within two days and shall be as directed by the Engineer.

The tack coat laying work should be planned in such a manner that not more than the required tack coat for the day’s operation only should be placed on the surface.

B2.6.3.4 Sub Clause 503.8 Delete entire paragraphs in sub-clause 503.8 and add the following

503.8 Rate: The contract unit rate for tack coat shall be payment in full for carrying out the required operations including for all components listed in clause 401.8 (i) to (v) and as applicable to the work specified in these Specifications.

B2.6.4 CLAUSE 504 BITUMINOUS MACADAM COURSE

B2.6.4.1 Sub Clause 504.2 Delete the entire paragraph in Sub-Clause 504.2.1 and add the following paragraph

504.2.1 Bitumen: The bitumen shall be paving bitumen of Viscosity Grade complying with Indian Standard Specification for Paving bitumen, IS: 73-2006.

B2.6.4.2 Delete the 1st paragraph in Sub-Clause 504.2.2 and add the following paragraph 504.2.2. Coarse aggregates: The coarse aggregates shall consist of crushed rock and shall be obtained through the use of Cone crusher, Vertical Shaft Impactor and Vibratory Screens of suitable Capacity. They shall be clean, hard, and durable of cubical shape, free from dust and soft or friable



matter, organic or other deleterious matter. Where the Contractor’s selected source of aggregates have poor affinity for bitumen, as a condition for the approval of that source, the bitumen shall be treated with approved anti-stripping agents, as per the manufacturer’s recommendations, without additional payment. Before approval of the source, the aggregates shall be tested for stripping.

B2.6.4.3 Delete the 3rd paragraph in Sub-Clause 504.2.2

B2.6.4.4 Delete the Sub-Clause 504.2.3 and add the following Sub Clause 504.2.3. Fine aggregates: Fine aggregates shall consist of crushed material passing 2.36 mm sieve and retained on 75 micron sieve. They shall be clean, hard, durable, dry and free from dust, and soft or friable matter, organic or other deleterious matter.

B2.6.4.5 Sub Clause 504.2.5. In Table 500-4, the Bitumen grade shall be read as VG-30.

B2.6.5 CLAUSE 507 DENSE GRADED BITUMINOUS MACADAM

B2.6.5.1 Sub Clause 507.2 Delete the Sub Clause 507.2.1 and add the following paragraph.

507.2.1 Bitumen

This Clause shall be read as under:

The binder shall be modified bitumen as per clause 521 conforming to IRC SP-53-2010 of suitable viscosity.

The word “bitumen” shall be read as “modified bitumen” wherever written under this clause 507. Content (%) of modified bitumen in the mix, by mass of total mix, shall be as per IRC-SP-53-2010.

B2.6.5.2 Delete the words “crushed gravel or other hard material” from the 1st sentence of 1st paragraph of the Sub Clause 507.2.2

B2.6.5.3 Delete 2nd Paragraph from Sub Clause 507.2.2

B2.6.5.4 Sub Clause 507.2 Delete the entire paragraphs in Sub-Clause 507.2.4 and add the following paragraph.

507.2.4 Filler: Filler shall consist of finely divided mineral matter such as hydrated lime or Portland cement. At least 2.0% by weight of total mineral aggregates in the mix shall be hydrated lime or Portland cement as approved by the Engineer. The filler shall be free from organic impurities and shall be non-plastic. Hydrated lime or Portland cement is not required when the aggregate consists of limestone. The lime or cement used as filler material should be in finely powdered form with 100% passing 0.6mm sieve, 95 to 100% passing 0.3mm sieve and 85 to 100% passing 0.075mm sieve.

Where the aggregates fail to meet the requirements of the water sensitivity test in table 500-8, then 2% by total weight of aggregate, of hydrated lime shall be added without additional cost.

B2.6.5.5 Following changes are to be made to the Sub-Clause 507.2.5

i) In the gradation Table 500-10, the percent weight of aggregates passing 0.075mm sieve for Grading 1 and 2 may be modified as 4 – 8% (instead of 2 – 8%).



ii) A minimum of 2% by weight of total aggregate shall be filler material consisting of hydrated lime or Portland cement.

B2.6.5.5A Sub Clause 507.2.5. In Table 500-10, the Bitumen grade shall be read as VG-30.

B2.6.5.6 Sub Clause 507.3 Following changes are to be made to the Sub-Clause 507.3.1

In Table 500-11, Requirements for Dense Graded Bituminous Macadam, the Percentage Air Voids may be modified as 3 – 5% instead of 3 – 6%

B2.6.5.7 Add the following sentences at the end of the second paragraph in Sub-Clause 507.3.5

The density achieved in the field trial as well as during normal compaction in the field shall not be less than 99 percent of laboratory Marshall specimen, compacted with 75 blows on each side.

B2.6.6 CLAUSE 508 SEMI DENSE BITUMINOUS CONCRETE (SDBC)

B2.6.6.1 Sub Clause 508.1 Delete the Sub Clause 508.1 and add the following SubClause.

508.1. Scope

This clause specifies the construction of Semi Dense Bituminous Concrete, for use in wearing/binder and profile corrective courses. This work shall consist of construction in a single or multiple layers of semi dense bituminous concrete on a previously prepared bituminous bound surface. A single layer shall be 25 mm to 40mm in thickness.

B2.6.6.2 Sub Clause 508.2 Delete the Sub Clause 508.2.1 and add the following paragraph.

508 2.1Bitumen




B2.6.6.3 508.2.2 Delete the word “Shall be gravely”

B2.6.6.4 Sub Clause 508.2.5. In Table 500-15, the Bitumen grade shall be read as VG-30. Delete the footnote which states “Only in exceptional circumstances, 80/100 penetration grade may be used as approved by the Engineer.”

B2.6.7 CLAUSE 509 BITUMINOUS CONCRETE (BC)

B2.6.7.1 Sub Clause 509.2 Delete the Sub Clause 509.2.1 and add the following Sub Clause 509.2.1

509.2.1Bitumen






B2.6.7.1-A Sub Clause 509.2.5.In Table 500-18, the Bitumen grade shall be read as VG-30.

B2.6.7.2 Sub Clause 509.3 Following changes are to be made in Table 500-19, Requirements for Bituminous Pavement Layers

The Percentage Air Voids may be modified as 3 – 5% instead of 3 – 6%

B2.6.8 CLAUSE 512 CLOSE GRADED PREMIX SURFACING / MIXED SEAL SURFACING

B2.6.8.1 Sub Clause 512.2 Delete entire paragraphs in sub-clause 512.2.1 and add the following

512.2.1 Binder: The bitumen shall be paving bitumen of penetration grade of 60/70 as per IS: 73 or as decided by the Engineer appropriate to the region, traffic, rainfall and other environmental conditions. Guidelines on selection of the grade of bitumen are given in Appendix – 4 to the MoRT&H Specifications (page-699).

B.2.6.9 CLAUSE 521 MODIFIED BINDER

B2.6.9.1 Sub Clause 521.2 Delete the sub-clause 521.2.2 and add the following SubClause

521.2.2. Modifier: The modifier shall be a natural rubber, crumb rubber or any other polymer which is compatible with the base binder and which allows the properties given in Clause 521.3 to be achieved. For further details, IRC: SP: 53-2010 may be referred to. The modifier shall be compatible with the base binder and which allows properties given in clause 521.3 to be achieved. The modifier in the required quantity shall be blended at the refinery/centralised plant capable of producing modified binder as approved by the Engineer.

B2.6.9.2 Sub Clause 521.6 Delete the sub-clause 521.6 and add the following Sub Clause

Clause 521.6: Measurement for Payment

Modified binder supplied in the contract shall not be measured separately. The cost of modifier used in bituminous works shall deemed to be included in the particular item of the works.

B2.7 SECTION 800 MARKINGS AND OTHER ROAD APPURTENANCES

Clause 801 Traffic Signs

The entire Specification 801 shall be read as under

801.1. General



801.1.1. The colour, configuration, size and location of all traffic signs for highways other than Expressways shall be in accordance with the Code of Practice for Road Signs, IRC: 67-2010 or as shown on the drawings. In the absence of any details or for any missing details, the signs shall be provided as directed by the Engineer.

801.1.2. All road signs shall be made retro-reflective by the application of retro-reflective sheeting vide Clause 801.3, fixed over composite aluminium sheeting as per these specifications.

801.2. Materials

The various materials and fabrication of the traffic signs shall conform to the following requirements:

801.2.1. Concrete: Concrete shall be of the grade shown on the Contract drawings or otherwise as directed by the Engineer.

801.2.2. Reinforcing steel: Reinforcing steel shall conform to the requirement of IS: 1786 unless otherwise shown on the drawing.

801.2.3. Bolts, nuts, washers: High strength bolts shall conform to IS: 1367 whereas precision bolts, nuts, etc., shal1 conform to IS: 1364.

801.2.4. Plates and supports: Plates and support sections for the sign posts shall conform to IS: 226 and IS: 2062 or any other relevant IS Specifications.

801.2.5. Aluminium Composite Sheeting: Composite Aluminium sheets used for sign boards shall be of smooth, hard and corrosion resistant composite aluminium made by sandwiching two skins of aluminium with a non toxic polyethylene core. A fluorocarbon coating shall be applied over the exposed surface of aluminium to ensure corrosion resistant and weatherability and shall conform to relevant ASTM.

801.2.6. In respect of sign sizes not covered by IRC: 67, the structural details (thickness, etc.) shall be as per the approved drawings.

801.3. Traffic Signs Having Retro-reflective Sheeting

801.3.1. General requirements: The retro-reflective sheeting used on the sign shall consist of white or coloured sheeting having a smooth outer surface, which has the property of retro-reflection over its entire surface. It shall be weather-resistant and show colour fastness. It shall be new and unused and shall show no evidence of cracking, scaling, pitting, blistering, edge lifting, or curling, and shall have negligible shrinkage or expansion.

The sheeting and overlay films shall be considered for use only when sufficient evidence exists to ensure that the material and services offered can be reliably conforming to the technical specification.

The sheeting shall be part of a family of matched component products required for the manufacture and imaging of permanent traffic signs. The material (sheeting, overlay films) for use in the production of finished traffic control devices shall all be from the same manufacturer.



The retro-reflective sheeting shall be of the type specified in the Bill of Quantities or on the Drawings. There are three types: High Intensity, Micro-Prismatic, and Engineering.

801.3.2. Retro-reflective Sheeting

801.3.2.1. High Intensity Encapsulated Lens Type: This sheeting shall be of encapsulated lens type consisting of spherical glass lens elements adhering to a synthetic resin and encapsulated by a flexible, transparent waterproof plastic having a smooth surface. The retro-reflective surface after cleaning with soap and water and in dry condition shall have the minimum coefficient of retro-reflection as indicated in Table 800-1(a) conforming to Type III sheeting as specified in ASTM D 4956 - 09 determined in accordance with ASTM Standard E:810.

Table 800-1(a) Acceptable Minimum Coefficient of Retro-Reflection for High Intensity (Encapsulated Lens Type) Sheeting (Candelas Per Lux Per Square Metre)

Observation angle

(in degrees)

Entrance angle (in degrees)

White

Yellow

Green / Red

Blue

0.2 -4 250 170 45 20

0.2 +30 150 100 25 11

0.5 -4 95 62 15 7.5

0.5 +30 65 45 10 5

When totally wet the sheeting shall not show less than 90% of the values of retro-reflection indicated in Table 800-1 (a). At the end of 7 years the sheeting shall retain at least 75 per cent of its original retro-reflectance."

801.3.2.2 Micro-Prismatic Type

This sheeting shall consist of flexible white or coloured prismatic lens elements with a distinctive interlocking seal pattern and orientation marks visible from the face of a smooth surface. The sheeting shall have a pre-coated adhesive protected by an easily removable liner.

The retro-reflective surface after cleaning with soap and water and in dry condition shall have the minimum coefficient of retro-reflection as given in Table 800-1 (b) determined in accordance with ASTM Standard E-810.



Table 800-1(b) Acceptable Minimum Coefficient of Retro-Reflection for Micro-Prismatic Type Sheeting (Candelas Per Lux Per Square Metre)

Observation Angle

Entrance Angle

White Yellow Orange Green Red Blue Brown

0.1°B -4° 830 620 290 83 125 37 25

0.1°B +30° 325 245 115 33 50 15 10

0.2° -4° 580 435 200 58 87 26 17

0.2° +30° 220 165 77 22 33 10 7

0.5° -4° 420 315 150 42 63 19 13

0.5° +30° 150 110 53 15 23 7 5

1.0° -4° 120 90 42 12 18 5 4

1.0° +30° 45 34 16 5 7 2 1

When totally wet the sheeting shall not show less than 90% of the values of retro-reflection indicated in Table 800-1(b). At the end of 10 years the sheeting shall retain at least 80 per cent of its original retro-reflectance."

801.3.2.3. Engineering grade sheeting: This sheeting shall be of enclosed lens type consisting of microscopic lens elements embedded beneath the surface of a smooth, flexible, transparent, water-proof plastic, resulting in a non-exposed lens optical reflecting system. The retro-reflective surface after cleaning with soap and water and in dry condition shall have the minimum coefficient of retro-reflection (determined in accordance with ASTM Standard: E-8l0) as indicated in Table 800-1(c).

TABLE 800-1 (c) Acceptable Minimum Coefficient of Retro- Reflection for Engineering Grade Sheeting (Candelas Per Lux Per Square Metre)

Observation angle

(in degrees)

Entrance Angle

(in degrees)

White

Yellow

Orange

Green/ Red

Blue

0.2 -4 70 50 25 9.0 4.0

0.2 +30 30 22 7.0 3.5 1.7

0.5 -4 30 25 13.5 4.5 2.0

0.5 +30 15 13 4.0 2.2 0.8

When totally wet, the sheeting shall not show less than 90 per cent of the values, of the values, of retro-reflection indicated in Table 800-1(c). At the end of 5 years, the sheeting shall retain at least 50 per cent of its original retro- reflectance.

Clause 801.3.4 Message/ Borders: The messages (legends, letters, numerals, etc) shall be made out of white retro-reflective sheeting (as per Clause 801.3.2), except those in black, which shall be made of non-reflective film. Black symbols shall also be made of non-reflective film. Red borders and other secondary coloured areas shall be created by applying coloured overlay film to white retro-reflective sheeting. Overlay film shall be as specified by the sheeting



manufacturer and shall be bonded with the sheeting in the manner specified by the manufacturer. Creating coloured areas by means of screen-printing with ink shall not be permitted.

801.3.7. Colour: Colour shall be as specified and conform to the requirements of Table 800-2. Conformance to colour requirements shall be determined spectrophotometrically in accordance with ASTM E 1164, with instruments utilising either 45/0 or 0/45 illumination / viewing conditions and tolerances as described in ASTM E 1164 for retro-reflective materials. The colour shall be durable and uniform in acceptable hue when viewed in day light or under normal headlights at night”

Table 800-2 Chromaticity Coordinates

Reflectance Limit (y)

Colour X Y X Y X Y x y Min. Max.

White 0.30 0.30

0.35

0.35 0.33 0.37

0.28 0.32

40

Yellow 0.48 0.42

0.54

0.45 0.46 0.53

0.42 0.48

24 45

Red 0.69 0.31

0.59

0.31 0.56 0.34

0.65 0.34

3 15

Blue 0.07 0.17

0.15

0.22 0.21 0.16

0.13 0.03

1 10

Green 0.03 0.39

0.16

0.36 0.28 0.44

0.20 0.79

3 9

The four pairs of chromaticity co-ordinates determine the acceptable colour in terms of the CIE 1931 standard colorimetric system measured with standard illumination Source D65 - these colours are equivalent to those listed in ASTM D 4956 using Source C.

801.3.8. Adhesives: The sheeting shall either have a pressure sensitive adhesive of the aggressive-tack type requiring no heat, solvent or other preparation for adhesion to a smooth clean surface, or a tack free adhesive activated by heat, applied in a heat-vacuum applicator, in a manner recommended by the sheeting manufacturer. The adhesive shall be protected by an easily removable liner (removable by peeling without soaking in water or other solvent) and shall be suitable for the type of material of the base plate used for the sign. The adhesive shall form a durable bond to smooth, corrosion and weather resistant surface of the base plate such that it shall not be possible to remove the sheeting from the sign base in one piece by use of sharp instrument. In case of pressure-sensitive adhesive sheeting, the sheeting shall be applied in accordance with the manufacturer's Specifications. Sheeting with



adhesives requiring use of solvents or other preparation for adhesive shall be applied strictly in accordance with the manufacturer's instructions.

801.3.9. Refurbishment: Where existing signs are specified for refurbishment, the sheeting shall have a semi-rigid aluminium backing pre-coated with aggressive-tack type pressure sensitive adhesive. The adhesive shall be suitable for the type of material used for the sign and should thoroughly bond with that material.

801.3.10. Fabrication:

801.3.10.1. Surface to be reflectorised shall be effectively prepared to receive the retro-reflective sheeting. The composite aluminium sheeting shall be cleaned with mild detergent and all scale/dust removed to obtain a smooth plain surface before the application of retroreflective sheeting. After cleaning, composite aluminium sheeting shall not be handled, except by suitable device or clean canvas gloves, between all cleaning and preparation operation and application of reflective sheeting/primer. There shall be no opportunity for composite aluminium to come in conflict with grease, oil or other contaminants prior to the application of retro-reflective sheeting.

801.3.10.2. Complete sheets of the material shall be used on the signs except where it is unavoidable; at splices, sheeting with pressure sensitive adhesives shall be overlapped not less than 5 mm. Sheeting with heat-activated adhesives may be spliced with an overlap not less than 5mm or butted with a gap not exceeding 0.75 mm. The material shall cover the sign surface evenly and shall be free from twists, cracks and folds. Cut-outs to produce legends and borders shall be bonded with the sheeting in the manner specified by the manufacturer.

801.3.11. Warranty and durability: The Contractor shall obtain from the manufacturer a seven-year warranty for satisfactory field performance including stipulated retro-reflectance of the retro-reflective sheeting of prismatic grade and high intensity grade and a five-year warranty of engineering grade, and submit the same to the Engineer. In addition, a seven-year warranty (five-years for engineering grade signs) for satisfactory in-field performance of the finished sign inclusive of the letters / legends and their bonding to the sheeting shall be obtained from the Contractor/supplier and passed on to the Engineer. The Contractor/supplier shall also furnish a certification that the signs and materials supplied against the assigned work meets all the stipulated requirements and carry the stipulated warranty.

The warranty shall also cover the replacement obligation by the sheeting manufacturer as well as the contractor for replacement/repairing/restoration of the retro-reflective efficiency.

A lot certificate shall be supplied in original from the manufacturer of the retro-reflective sheeting stating that the material lot being supplied under the purchase order conforms to the standards specified for retro-reflective sheeting.

The sheeting manufacturer shall provide test data showing that the representative combined production material (sheeting, overlay films) of the type to be supplied has met the requirements for 36 months of accelerated outdoor weathering. Processed and applied in accordance with the



recommended procedures the retro-reflective material shall be weather-resistant and following the cleaning shall show no appreciable discoloration, cracking, blistering, or dimensional change and shall not have less than 50% of the specified minimum reflective intensity values (Table 800-1(a), 800-1(b) and 800-1(c)) when subjected to accelerated outdoor weathering for 36 months. This test data shall be gathered in accordance with ASTM D 4956 and by an independent agency. The data submitted shall cover both the retro-reflective sheeting and overlay films manufactured by the sheeting manufacturer in standard traffic colours. The overlay films shall be tested with the sheeting to which they are intended to be applied. The data collection shall have been completed no more than 5 years prior to the offer.

All signs shall be dated during fabrication with an indelible marking to indicate the type of sheeting used, the name of the manufacturer, and the start date for the warranty. Warranty should be given in the original and should have legal jurisdiction in India.

801.4. Installation

801.4.1. Sign posts, their foundations and sign mountings shall be so constructed as to hold these in a proper and permanent position against the normal storm wind loads or displacement by vandalism. Normally, signs with an area up to 0.9 sq. m. shall be mounted on a single post, and for greater area, two or more supports shall be provided. Sign supports shall be of galvanised iron (G.I.). All open-ended posts, or other hollow sections, shall be effectively capped to prevent the entry of water. Post end(s) shall be firmly fixed to the ground by means of a properly designed foundation. The work of foundation shall conform to relevant Specifications as specified.

801.4.2. All components of signs and supports other than the reflective portion and G.I. posts and sections shall be thoroughly de-scaled and cleaned by means of sandblasting or equally effective method. They shall then be primed using a high zinc oxide content coating material of approved formulation. The colour of the priming shall be different from succeeding coatings. Two finish coats of epoxy paint shall then be applied. The first coat shall be completely dry before applying the second coat.

All painted surfaces shall be considered warranted against peeling, blistering and excessive fading and as such these effects when noted will be considered as defects.

801.4.3. The signs shall be fixed by stainless steel nuts and bolts and nylon washers of suitable size to G.I. posts. After the nuts have been tightened, the tails of the bolts shall be furred over with a hammer to prevent removal.

801.4.4. The signs shall be fixed to GI posts so as to get adequate stiffening. Where GI members join they may be welded but in all cases the joints shall be strong enough to withstand the stresses induced in them.

801.4.5. The method of fixing sign plates, to posts shall be such as will facilitate removal for replacement or maintenance purposes and permit adjustment in the position of a sign without detaching it from its post or posts, but the sign and any framing shall be held firmly enough to withstand the load to which it will be subjected. Signs mounted on single posts shall have a fixing



to prevent the forced rotation of the signs on the posts. Joints secure a firm hold on the post without placing any bending strain on the sign plate.

801.4.6. Where dissimilar metals are joined together, precautions shall be taken to prevent electrolytic action, particularly in the case of screws. This may be accomplished by using paint, lacquer, nylon washers other suitable means to eliminate metal to metal contact.

801.4.7. GI welded joints shall be sound and their surfaces smooth. Holes shall be drilled before painting and shall be accurately located.

801.4.8. Screws and bolts shall not be less than 12mm in diameter and of adequate length, but without excessive projection of the screwed ends. In any situation where, if a screw were removed, the assembly would be insecure, that screw shall have not less than four full threads protruding when it is tight and shall be fitted with a locknut or a spring washer. All fastening shall be stainless steel with nylon washer.

801.4.9. Screw, bolt heads on the face of a sign shall be as unobtrusive as possible and each shall match the colour of the part of the sign where it is located.

801.4.10. Where so indicated on the Drawings the bases of posts shall be embedded in concrete. Concrete shall be rammed round the base of the post such that the post will be firmly held in position immediately after completion of placing and compaction. The minimum thickness of concrete embedment and its height shall be as shown on the Drawings or be a minimum of 0.1 cubic metres of class M20 concrete.

The post shall be carefully positioned and plumbed, and struts and stays applied as necessary to hold it in position during embedment. The concrete shall then be placed round the post in uniform lifts not exceeding 200 mm and each lift thoroughly rammed. Care shall be taken to avoid contamination of the concrete from the surrounding surface and soils. Any contaminating material falling into the concrete shall be immediately removed. All the concrete embedment for a post shall be provided in one operation and where the surface of the concrete embedment is above the level of the surrounding surface the exposed portion shall be formed to present a neat and tidy appearance and sloped to shed water away from the post.

801.4.11. Prior to supplying the signs the Contractor shall submit a sample sign, including, plate, support frame, fixings and post to the Engineer for approval.

801.5. Measurements for Payment

The measurement of signs shall be as given below:

"Pay Item No.

NameUnit of

Measurement

801-01 Supplying and fixing sign boards made of Type XI micro prismatic sheeting conforming to ASTM D 4956-09 (900mm size) for triangular warning sign board in single post as per drawings

No



"Pay Item No.

NameUnit of

Measurement

and specifications and as directed by the Engineer.

801-02

Supplying and fixing sign boards made of Type XI micro prismatic sheeting conforming to ASTM D 4956-09 (900mm size) for triangular cautionary sign with Advisory Speed Limit (ASL) as supplementary plate in single post as per drawings and specifications and as directed by the Engineer.

No.

801-03

Supplying and fixing sign boards made of Type XI micro prismatic sheeting conforming to ASTM D 4956-09 for Stop Sign Octagonal section 600mm size Fig 14.1 in single post as per drawings and specifications and as directed by the Engineer.

No

801-04

Supplying and fixing sign boards made of Type XI micro prismatic sheeting conforming to ASTM D 4956-09 for Give Way Sign 600mm size Fig 14.2 in single post as per drawings and specifications and as directed by the Engineer.

No

801-05

Supplying and fixing sign boards made of Type XI micro prismatic sheeting conforming to ASTM D 4956-09 for Regulatory Sign board circular 600mm size in single post as per drawings and specifications and as directed by the Engineer.

No

801-06

Supplying and fixing sign boards made of Type XI micro prismatic sheeting conforming to ASTM D 4956-09 for Prohibitory Sign board circular 750mm size in single post as per drawings and specifications and as directed by the Engineer.

No

801-07

Supplying and fixing sign boards made of Type XI micro prismatic sheeting conforming to ASTM D 4956-09 for Informatory Sign board (800mm x 600mm ) in single posts as per drawings and specifications and as directed by the Engineer.

No

801-08 Supplying and fixing sign boards made of Type XI micro prismatic sheeting conforming to ASTM D 4956-09 for Informatory Sign board (750mm x 750mm ) in single posts as per

No



"Pay Item No.

NameUnit of

Measurement

drawings and specifications and as directed by the Engineer.

801-09

Supplying and fixing sign boards made of Type XI micro prismatic sheeting conforming to ASTM D 4956-09 for Gateway Sign board (Fig GW-01) with supplementary plate on backing plate in two posts as per drawings and specifications and as directed by the Engineer.

No

801-10

Supplying and fixing sign boards made of Type XI micro prismatic sheeting conforming to ASTM D 4956-09 for Speed Limit Sign board Fig SS-01 (750mm x 750mm) with on backing plate in one post as per drawings and specifications and as directed by the Engineer.

No

801-11

Supplying and fixing sign boards made of Type XI micro prismatic sheeting conforming to ASTM D 4956-09 for Single Chevron , (SC) (450mm x 600mm) in single posts as per drawings and specifications and as directed by the Engineer.

No

801-12

Supplying and fixing sign boards made of Type XI micro prismatic sheeting conforming to ASTM D 4956-09 for Double Chevron (DC) (1550mm x 600mm) in double posts as per drawings and specifications and as directed by the Engineer.

No

801-13

Supplying and fixing sign boards made of Type XI micro prismatic sheeting conforming to ASTM D 4956-09 for Object Hazard Marker (OHM) (300mm x 900mm) in single posts as per drawings and specifications and as directed by the Engineer.

No

801-14

Supplying and fixing reflector ( 80mm x 120mm) made of Type III high intensity retro-reflective sheeting conforming to ASTM D 4956-09 for fixing on crash barrier and roadside objects as per specifications and as directed by the Engineer.

No.

801.6. Rate

The Contract unit rate shall be payment in full for the cost of making the road sign, including all materials, installing it at the site and incidentals to complete



the work in accordance with the Specifications. Dismantling existing obsolete sign shall be considered as incidental to the work and shall be the responsibility of the contractor and no extra payment shall be given for the removal of existing signs as directed by the Engineer



B2.7.1 CLAUSE 803 ROAD MARKINGS

803. ROAD MARKINGS

The entire Specification 803 shall be read as under

803.1. General

The colour, width and layout of road markings shall be in accordance with the Code of Practice for Road Markings with paints, IRC: 35, and as specified in the drawings or as directed by the Engineer.

803.2. Materials

Road markings shall be made with either road marking paint or hot applied thermoplastic compound, as specified in the Bill of Quantities or on the Drawings. The material shall meet the requirements specified below.

803.3. Ordinary Road Marking Paint

803.3.1. Ordinary paint used for road marking shall conform to Grade as per IS: 164.

803.3.2. The road marking shall preferably be laid with appropriate road marking machinery.

803.3.3. Laying thickness of road marking paint shall be as specified by the Engineer.

803.4. Hot Applied Thermoplastic Road Marking

803.4.1 General:

(i) The work under this section consists of marking traffic stripes using a thermoplastic compound meeting the requirements specified herein.

(ii) The thermoplastic compound shall be screeded / extruded on to the pavement surface in a molten state by suitable machine capable of controlled preparation and laying with surface application of glass beads at a specific rate. Upon cooling to ambient pavement temperature, it shall produce an adherent pavement marking of specified thickness and width and capable of resisting deformation by traffic.

(iii) The colour of the compound shall be white or yellow (IS colour No. 356) as specified in the drawings or as directed by the Engineer.

(iv) Where the compound is to be applied to cement concrete pavement, a sealing primer as recommended by the manufacturer, shall be applied to the pavement in advance of placing of the stripes to ensure proper bonding of the compound. On new concrete surface any laitance and/or curing compound shall be removed before the markings are applied.

803.4.2. Thermoplastic Material

803.4.2.1. General: The thermoplastic material shall be homogeneously composed of aggregate, pigment, resins and glass reflectorizing beads. The thermoplastic material shall be factory mixed, from an approved manufacturer, and shall be of a tropical grade suitable for application, by the means proposed, to the specified road surfaces.



803.4.2.2. Requirements:

(i) Composition: The pigment, beads, and aggregate shall be uniformly dispersed in the resin. The material shall be free from all skins, dirt and foreign objects and shall comply with requirements indicated in Table 800-3.

Table 800-3. Proportions Of Constituents Of Marking Material (Percentage by weight)

Component White Yellow

Binder 18.0 min 18.0 min

Glass Beads 30-40 30-40

Titanium Dioxide 10.0 min -

Calcium Carbonate

Inert Fillers 42.0max See

Yellow Pigments - Note

Note: Amount of yellow pigment, calcium carbonate and inert fillers shall be at the option of the manufacturer, provided all other requirements of this Specification are met

(ii) Properties: The properties of thermoplastic material, when tested in accordance with ASTM D36/BS-3262- (part I), shall be as below:

(a) Luminance:

White: Daylight luminance at 45 degrees-65 per cent min. as per AASHTO M 249

Yellow: Daylight luminance at 45 degrees-45 per cent min. as per AASHTO M 249

(b) Drying time: When applied at a temperature specified by the manufacturer and to the required thickness, the material shall set to bear traffic in not more than 15 minutes.

(c) Skid resistance: not less than 45 as per BS 6044.

(d) Cracking resistance at low temperature: The material shall show no cracks on application to concrete blocks.

(e) Softening point: 102.5 t 9.5. C as per ASTM D 36.

(f) F1ow resistance: Not more than 25 per cent as per AASHTO M 249.

(g) Yellowness Index (for white thermoplastic paint): not more than 0.12 as per AASHTO M 249

(iii) Storage life: The material shall meet the requirements of these Specifications for a period of one year. The thermoplastic material must also melt uniformly with no evidence of skins or unmelted particles for the one year storage period. Any material not meeting the above requirements shall be replaced by the manufacturer/ supplier/ Contractor.



(iv) Reflectorisation: Shall be achieved by incorporation of beads, the grading and other properties of the beads shall be as specified in clause 803.4.3.

(v) Marking: Each container of the thermoplastic material shall be clearly and indelibly marked with the following information:

1. The name, trademark or other means of identification of manufacturer

2. Batch number

3. Date of manufacture

4. Colour (white or yellow)

5. Maximum application temperature and maximum safe heating temperature.

(vi) Sampling and testing: The thermoplastic material shall be sampled and tested in accordance with the appropriate ASTM/BS method. The Contractor shall furnish to the Employer a copy of certified test reports from the manufacturers of the thermoplastic material showing results of all tests specified herein and shall certify that the material meets all requirements of this Specification.

803.4.3. Reflectorising glass beads

803.4.3.1. General: This Specification covers two types of glass beads to be used for the production of reflectorised pavement markings.

Type 1 beads are those which are a constituent of the basic thermoplastic compound vide Table 800-3 and Type 2 beads are those which are to be sprayed on the surface vide Clause 803.6.3.

803.4.3.2. The glass beads shall be transparent, colourless and free from milkiness, dark particles and excessive air inclusions.

These shall conform to the requirements spelt out in Clause 803.4.3.3.

803.4.3.3. Specific requirements

A. Gradation: The glass beads shall meet the gradation requirements for the two types as given in Table 800-4.

TABLE: 800-4. Gradation Requirements For Glass Beads

Sieve sizePer cent retained

Type 1 Type 2

1.18 0 to 3 -

850 50 to 20 0 to 5

600 - 5 to 20

425 65 to 95 -

300 - 30 to 75

180 0 to 10 10 to 30

Below 180 micron - 0 to 15



B. Roundness: The glass beads shall have a minimum of 70 per cent true spheres.

C. Refractive index: The glass beads shall have a minimum refractive index of 1.50.

D. Free flowing properties: The glass beads shall be free of hard lumps and clusters and shall dispense readily under any conditions suitable for paint striping. They shall pass the free flow-test.

803.4.3.4. Test methods: The specific requirements shall be tested with the following methods:

i) Free-flow test: Spread 100 grams of beads evenly in a 100 rnrn diameter glass dish. Place the dish in a 250 rnrn inside diameter desiccator which is filled within 25 rnrn of the top of a desiccator plate with sulphuric acid water solution (specific gravity 1.10). Cover the desiccator and let it stand for 4 hours at 20 to 29 degree C. Remove sample from desiccator, transfer beads to a pan and inspect for lumps or clusters. Then pour beads into a clean, dry glass funnel having a 100 mm stem and 6 mm orifice. if necessary, initiate flow by lightly tapping the funnel. The glass spheres shall be essentially free of lumps and clusters and shall flow freely through the funnel.

ii) The requirements of gradation, roundness and refractive index of glass beads and the amount of glass beads in the compound shall be tested as per BS 6088 and BS 3262 (part I).

iii) The Contractor shall furnish to the Employer a copy of certified test reports from the manufacturer of glass beads obtained from a reputed laboratory showing results of all tests specified and shall certify that the material meets all requirements of this Specification. However, if so required, these tests may b carried out as directed by the Engineer.

803.4.4 Application properties of the thermoplastic material

803.4.4.1 The thermoplastic material shall readily get screeded/ extruded at temperatures specified by the manufacturers for respective method of application to produce a line of specified thickness which shall be continuous and uniform in shape having clear and sharp edges.

803.4.4.2 The material upon heating to application temperatures shall not exude fumes, which are toxic, obnoxious or injurious to persons or property.

803.4.5 Preparation:

i) The material shall be melted in accordance with the manufacturer;’ instructions in a heater fitted with a mechanical stirrer to give a smooth consistency to the thermoplastic material to avoid local overheating. The temperature of the mass shall be within the range specified by the manufacturer, and shall on no account be allowed to exceed the maximum temperature stated by the manufacturer. The molten material should be used as expeditiously as possible and for thermoplastic material which has natural binders or is otherwise sensitive to prolonged heating, the material shall not be maintained in a molten condition for more than 4 hours.



ii) After transfer to the laying equipment, the material shall be maintained within the temperature range specified by the manufacturer for achieving the desired consistency for laying.

803.4.6 Properties of finished road marking:

a) The stripe shall not be slippery when wet.

b) The marking shall not lift from the pavement in freezing weather.

c) After application and proper drying, the stripe shall show no appreciable deformation or discolouration under traffic and under road temperature up to 60C

d) The marking shall not deteriorate by contact with sodium chloride, calcium chloride or oil drippings from traffic.

e) The stripe or marking shall maintain its original dimensions and position. Cold ductility of the material shall be such as to permit normal movement with the road surface without chopping, cracking or peeling

f) The colour of yellow marking shall conform to IS Colour No. 356 as given in IS:164

803.5. Reflectorised Paint

Reflectorised paint, if used, shall conform to the Specification by the manufacturers and approved by the Engineer. Reflectorising glass beads for reflectorising paints where used shall conform to the requirement of Clause 803.4.3

803.6. Application

803.6.1. The material shall be applied only on a surface which is clean and dry. It shall not be laid over loose detritus, mud or similar extraneous matter, or over an old paint marking, or over an old thermoplastic marking which is faulty. New surfaces must be allowed to weather and compact for at least 72 hours before applying the marking. In the case of smooth polished surfaces, e.g. smooth concrete, old asphalt surfacings with smooth polished surface stones, and/or where the method of application requires or the Engineer directs, a tack coat shall be applied to the surface prior to the application. The tack coat shall be as recommended by the manufacturer of the thermoplastic material and to the approval of the Engineer. Faulty thermoplastic markings shall be removed if required by the Engineer.

803.6.2. The road markings shall be laid with the appropriate road marking machinery as approved by the Engineer. The thermoplastic material shall be applied hot either by screeding, extrusion or spraying. After transfer to the laying apparatus, the material shall be laid at a temperature within the range specified by the manufacturer for the particular method of laying being used. For locations or markings which are awkward to do by machine, approved manual methods shall be used with the prior approval of the Engineer. Where the marking material is applied by means of a machine, it shall be applied in one layer. Before the road marking machine is used on the permanent works, the satisfactory working of the machine shall be demonstrated on a suitable



site which is not part of the permanent works. Adjustment to the machine shall be followed by further testing.

Only when the machine has been correctly adjusted and approved by the Engineer may the machine be used on the permanent work. The operator shall be experienced in the use of the machine. The rate of application shall be checked and adjusted if necessary before application on a large scale is commenced and thereafter daily. The Contractor shall maintain control over traffic while marking operations are in progress so as to cause minimum inconvenience to traffic compatible with protecting the workmen.

803.6.3. The pavement temperature shall not be less than 10°C during application. All surfaces to be marked shall be thoroughly cleaned of all dust, dirt, grease, oil and all other foreign matter before application of the paint.

The material, when formed into traffic stripes, must be readily renewable by placing an overlay of new material directly over an old line of compatible material. Such new material shall so bond itself to the old line that no splitting or separation takes place.

Thermoplastic paint shall be applied in intermittent or continuous lines of uniform thickness of at least 2.5 mm unless specified otherwise. Where arrows or letters are to be provided, thermoplastic compound may be hand-sprayed. In addition to the beads included in the material, a further quantity of glass beads of Type 2, conforming to the above noted Specification shall be sprayed uniformly into a mono-layer on to the hot paint line in quick succession of the paint spraying operation. These glass beads shall be applied at the rate of not less than 400 grams per square meter area.

803.6.4. The minimum thickness specified is exclusive of surface applied glass beads. The method of thickness measurement shall be in accordance with Appendices B and C of BS - 3262 (part 3).

803.6.5 The work shall be carried out very carefully to a regular alignment in accordance with the Drawings. Straight edges and templates shall be used if required by the Engineer. The finished lines shall be free from ruggedness on sides and ends and be parallel to the general alignment of the carriageway. The upper surface of the lines shall be level, uniform and free from streaks.

803.6.6. Tolerances

(i) General

Road traffic markings shall be constructed to an accuracy within the tolerances given below:

The width of lines and other markings shall not deviate from the specified width by more than 5%.

The position of lines, letters, figures, arrows, and other markings shall not deviate from the true position specified by more than 20 mm.

The alignment of any edge of a longitudinal line shall not deviate from the true alignment by more than 10 mm in 15 m.

The length of segments of broken longitudinal lines shall not deviate from the specified length by more than 150 mm.



In broken lines, the length of segments and the gap between segments shall be as indicated on the Drawings. If these lengths are altered by the Engineer, the ratio of the lengths of the painted sections shall remain the same.

Lines and curves, whether broken or unbroken, shall not consist of chords but shall follow the correct radius.

(ii) Faulty Workmanship or Materials

If any materials not complying with the requirements is delivered at the Site or used in the Works, or if any sub-standard work is carried out, such material or work shall be removed, replaced or repaired as required by the Engineer, at the Contractor's own cost. Rejected traffic markings and thermoplastic road marking material that has been splashed or has dripped onto the surfacing, kerbs, structures or other such surfaces shall be removed by the Contractor at his own cost, in such a way that the markings or spilt paint will not show up again later.


803.7.1. The painted markings shall be measured in sq. metres of actual area marked (excluding the gaps, if any).

803.7.2. In respect of markings like directional arrows and lettering, etc., the measurement shall be by numbers.

"Pay Item No.

NameUnit of

Measurement

803-01

Pavement marking with hot applied thermo plastic road marking material complete for RM-1 warning centreline marking as per drawings and specifications and as directed by the Engineer.

sqm

803-02

Pavement marking with hot applied thermo plastic road marking material complete for RM-2 no-overtaking centreline marking as per drawings and specifications and as directed by the Engineer.

sqm

803-03

Pavement marking with hot applied thermo plastic road marking material complete for RM-3 normal centre line marking as per drawings and specifications and as directed by the Engineer.

sqm

803-04 Pavement marking with hot applied thermo plastic road marking material complete for RM-4 edge line marking as per drawings and

sqm



"Pay Item No.

NameUnit of

Measurement

specifications and as directed by the Engineer.

803-05

Pavement marking with hot applied thermo plastic road marking material complete for RM-5 pedestrian crossing marking as per drawings and specifications and as directed by the Engineer.

sqm

803-06

Pavement marking with hot applied thermo plastic road marking material complete for RM-6 giveway marking as per drawings and specifications and as directed by the Engineer.

sqm

803-07

Pavement marking with hot applied thermo plastic road marking material complete for RM-7 stop marking as per drawings and specifications and as directed by the Engineer.

sqm

803-08

Providing thermo plastic bar marking (RM-08) across the road including the word message "SLOW" as per drawings and specifications and as directed by the Engineer.

Sqm

803-09Providing thermo plastic marking (RM-09) bus bay continuity line as per drawings and specifications and as directed by the Engineer.

Sqm

803-10

Providing thermo plastic marking (RM-10) turn marking continuity line as per drawings and specifications and as directed by the Engineer.

Sqm

803-11Providing thermo plastic marking (RM-11) island continuity line as per drawings and specifications and as directed by the Engineer.

Sqm

803-12Providing thermo plastic yellow marking (RM-15) double centre line as per drawings and specifications and as directed by the Engineer.

Sqm

803-13Providing thermo plastic marking (RM-18) for parking bay as per drawings and specifications and as directed by the Engineer.

Sqm

803-14Providing thermo plastic marking Word Message on pavement as per drawings and specifications and as directed by the Engineer.

Sqm

803.8.Rate

The Contract unit rate for road markings shall be payment in full compensation for furnishing all labour, materials, tools, equipment, including



all incidental costs necessary for carrying out the work at the site conforming to these Specifications complete as per the approved drawing(s) or as directed by the Engineer and all other incidental costs necessary to complete the work to these Specifications.

B2.7.2 CLAUSE 804 HECTOMETRE/KILOMETRE STONES

B2.7.2.1 Sub Clause 804.3 Delete the entire Sub-Clause 804.3 and add the following Sub Clause

804.3. The Hectometre / kilometre/5th kilometre stones shall be made of suitable materials, available locally such as hard stone. The stones shall be single granite stone with all exposed faces with three line dressing, of Standard dimension/size as per IRC: 8-1980 and IRC: 26 and as per drawing. Bedded into the ground with adequate foundations as indicated in the drawings or in the relevant I.R.C.

Specifications or as directed by the Engineer. The orientation and location of the stones shall be as indicated in the drawings or in the relevant I.R.C. Specifications or as directed by the Engineer.

B2.7.2.2 Sub Clause 804.5 Delete the entire Sub-Clause 804.5 and add the following Sub Clause

804.5. Rate

The Contract unit rate for hectometre/kilometre/5th kilometre stones shall be payment in full compensation for furnishing all labour, materials, tools, equipment including cost of excavation, foundation in M15 grade, formwork, backfilling, etc and making the stones, painting and lettering and fixing at site and all other incidental costs necessary to complete the work to these Specifications

B2.7.3 CLAUSE 805 ROAD DELINEATORS

805.1. General

The work covers supplying and fixing delineator posts as per the Drawings.

805.2. “The delineator posts shall be made of M-20 grade reinforced cement concrete and HYSD steel reinforcement constructed as shown in Drawing and as per Technical Specification Clauses 1500, 1600 & 1700.

Reflectors of the type specified in the drawing shall be fixed to the posts in such a manner which discourage theft and is approved by the Engineer.

The design, materials to be used and locations of delineators shall conform to Recommended Practice for Road Delineators, IRC-79 and to relevant drawings or as otherwise directed by the Engineer.


The measurement shall be made in numbers of delineators fixed at site.

805.4. Rate



The Contract unit rate for Road Delineators shall be payment in full compensation for furnishing all labour, materials, tools, equipment for preparing, supplying and fixing at site and all other incidental costs necessary to complete the work to these Specifications



B2.7.4 CLAUSE 809 CONCRETE CRASH BARRIER

B2.7.4.1 Sub Clause 809.2 Delete the entire Sub-Clause 809.2.2 and add the following Sub Clause

809.2.2 Concrete barriers shall be constructed with M-40 grade concrete and with TMT Fe 500 grade reinforcement conforming to IRC: 21.

B2.7.5 CLAUSE 810 METAL BEAM CRASH BARRIER


810.1.2. Location for Metal beam crash barrier shall be as shown on the drawing(s)or as directed by the Engineer.


810.2.1 Metal beam is a “W” profiled corrugated beam as specified in drawings made from cold rolled steel strip of 3.0 mm thick using high strength steel of IS:5986 Fe 510 grade and have properties as under:

Ultimate Tensile Strength (Min.): 483 Mpa.

Yield stress (Min.): 345 Mpa.

Elongation (Min.) in 50mm: 12%

The beam after forming shall have formed width of 330 mm and depth of 83 mm and shall have punched holes for fixing as specified in drawings.

The metal crash barrier post is made from cold rolled steel channel of 5 mm thickness and of steel conforming to IS: 5986 grade Fe.360 as specified in drawings.

The spacer is made of cold rolled steel channel with cross section and material same as that of post.

All bolt nuts and washers as specified in drawings shall conform to IS: 1367 & IS:1364 unless otherwise specified and are hot dip galvanised.


810.2.3. Concrete for bedding and anchor assembly shall conform to Section 1700 of these Specifications. The size of the concrete foundation block for embedding the posts and grade of concrete shall be as shown in the drawing.


810.4.5. Posts for metal beam guardrails on bridges shall be bolted to the structure as detailed in the drawings. The anchor bolts shall be set to proper location and elevation with templates and carefully checked.


810.7.1. Metal beam railing barriers will be measured by linear metre of completed length as per plans and accepted in place



B2.7.5.6 Delete the entire Sub-Clause 810.7.2 and add the following Sub Clause

810.7.2. No separate measurement for payment shall be made for Terminals /Anchors of various types required for the work. The cost of these elements shall be deemed to be included in the rate quoted by the Contractor. Furnishing and placing anchor bolls and/or devices for guard rail posts on bridges shall be considered incidental to the construction and the costs thereof shall be included in the price for other items of construction

B2.7.5.7 Sub Clause 810.8 Add the following words at the end of the last sentence in Sub-Clause 810.8

“and drawings.”

B2.7.6 CLAUSE 812 RAISED REFLECTIVE PAVEMENT MARKERS (RPM)

812.1. General

Road studs shall be designed to provide effective, long-lasting visibility at night. They shall be durable and incorporate abrasion-resistant retro-reflective lenses and be suitable for installation on asphalt and cement concrete road surfaces. They shall show white, red or yellow colour and be uni-directional or bi-directional as shown on the Drawings, or in the Bill of Quantities, or as otherwise directed by the Engineer. The non-reflective studs shall be circular size around 100 diameter, 4mm height at edge and 10mm height at centre and colour of non reflective pavement marker shall either yellow and white as mentioned in the drawing.

812.2. Materials

Road studs shall conform to ASTM D4280 type "H". Each retro-reflective lens element shall be not less than 10 sq. cm in area and shall be of a corner cube micro prismatic type with an abrasion-resistant coating or protective layer. The minimum coefficient of retro-reflection shall be as indicated in Table 800-5.

TABLE 800-5: Acceptable Minimum Coefficient of Retro-Reflection for Road Studs (millicandelas per lux)

Observation Angle

Entrance Angle White Yellow

0.2 0 279 167 69

0.2 20 112 67 28

The Contractor shall supply a certificate from an independent laboratory to the effect that the stud has been tested and meets the standard.

The body of the stud shall be made of moulded plastic or metal alloy, and shall be able to withstand heavy loads and impacts. The studs shall not project more than 20 mm above the level of the surrounding road surface.

The studs shall be designed for direct application to the road surface by means of special adhesive.

The Contractor shall supply a certificate from an independent laboratory to the effect that the stud has been tested and meets the ASTM D 4280 standard for Luminous Intensity, Compressive Strength and Abrasion. Prior to supplying the studs the Contractor shall submit samples to the Engineer for approval.



The non-reflective studs shall be plastic or nylon, which shall have minimum compressive strength -of 80 tones and weight shall be in order of 75-125gms per piece

812.3. Application

Road studs shall be fixed in the positions indicated on the Drawings or as otherwise directed by the Engineer. The road studs shall be fixed to the road surface by means of an approved adhesive, in accordance with the manufacturers instructions. Sufficient adhesive shall be used to give complete coverage of the contact area and to provide a slight excess. The road studs shall be pressed down on the prepared area and all excess adhesive pressed out. The excess adhesive shall then be removed immediately with a suitable solvent. The studs shall be protected against impact until the adhesive has hardened. Before fixing, the surface shall be thoroughly clean and dry. Road studs shall not be applied to new asphalt surfacing until the surfacing has been opened to traffic for a period of not less than 14 days. Road studs must not be applied over thermoplastic or paint road markings.

The non-reflective studs shall be placed over the road surface and insert screw type nail till head is counter sunk in the body or fix with any suitable adhesive which will keep the non reflective pavement marker intact under constant run over. The colour shall be that of the pavement marking.

812.4. Warranty and Durability

The Contractor shall obtain from the manufacturer a two-year warranty for satisfactory field performance including stipulated retro-reflectance of the reflecting panel and submit the same to the Engineer. In addition, a two-year warranty for satisfactory infield performance of the road stud shall also be given by the Contractor who carries out the work of fixing the studs. Studs which become displaced, damaged, get worn out or lose their reflectivity shall be replaced by the contractor at his own cost

For non-reflective studs, two-year warranty for satisfactory infield performance shall also be given by the Contractor who carries out the work of fixing the NRPM studs. Non reflective studs which become displaced, damaged, get worn out or lose its shape shall be replaced by the contractor at his own cost

812.5: Measurement for Payment

The measurement shall be made in numbers of road studs fixed at site

"Pay Item No.

Name Unit of Measurement

812-01 Supply and Fixing of road studs, retro reflective pavement marker (bi-directional) as directed by the engineer-in-charge complete as per drawings and specifications and as directed by the Engineer

No

812.6 Rate

The Contract unit rate for road studs shall be payment in full for all materials, labour and tools required for supplying and fixing of road studs and all other incidental costs for completing the work to the specifications



B2.7.7 CLAUSE 813 MEDIAN MARKERS

B2.7.7.1 Add the following new Clause 813: Tentative Specifications for Median Markers.

813.1 INTRODUCTION

The Median Marker shall consist of high-impact resistant body with retro-reflective surfaces on one or either side of it, depending on the application requirement.

813.2 BODY

The body of the Median Marker shall be made of tough, impact-resistant, black coloured, engineering thermoplastic material and manufactured using injection molding process. The body shall be a rigid isosceles trapezoidal structure of height not less than 10cm and shall rest on a rectangular base of length and breadth not less than 15cm and 10cm respectively. The thickness of the body material shall not be less than 1.8mm. The body structure shall be rounded at its acute angle, all the corners and edges. The Median marker shall withstand all natural impacts and have very good outdoor weathering characteristics. The body of the Median Marker, if required, shall be filled with a material, which can enhance its impact-withstanding properties. The bottom of the Median Marker body shall have checkered ribs in order to increase surface area and provide improved grip when applied with epoxy adhesive. Four holes shall be provided on the rectangular base as a provision for mechanical anchoring. The logo of the Median Marker manufacturer shall be embossed on either side of the Median Marker body during the injection molding process.

813.3 Outdoor weathering performance

Since the Median Markers are exposed to rigorous outdoor weather conditions, the

Engineering thermoplastic used for making the Median Marker body and the retro reflective sheeting used, must possess excellent outdoor weathering performance. The engineering thermoplastic used for making the Median Marker body shall have a minimum initial mechanical properties as per Table I and shall retain at least 70% of these minimum initial values when subjected to accelerated weathering for 1000hrs as per ASTM G155. A test report and conformance certificate from the manufacturer of engineering thermoplastic shall be submitted to this extent.

Table I: Outdoor Weathering Performance of Engineering Thermoplastic used for Median Marker body

Mechanical property

Test Method

Minimum Initial value

(Joule/meter)

Minimum value (Joule/meter) after

1000hrs of Accelerated

Weathering as per ASTM G155

Minimum % retention

Impact Strength (Izod)

ASTMD 256

600 J/m 420 J/m 70%

(ASTM D256 - Standard test method for determining the Izod Pendulum Impact Resistance of Plastics)



813.4 RETROREFLECTIVE SHEETING

The Median Marker shall have rectangular shaped fluorescent yellow colored retroreflective sheeting, conforming to ASTM D4956 - type XI specifications, on its surfaces. The retro reflective sheeting shall be of rectangular shape and size not less than 8.5cm*8.5cm and shall be on one or both sides of the Median Marker body based on the application requirements. The retro-reflective sheeting shall be made of retro-reflective elements that are optically stable, non-metalized, fully retroreflective, micro-prismatic cube-corners. The Median Marker construction shall be such that edges of the retro-reflective sheeting are concealed inside the injectionmolded body to prevent edge lifting, vandalism, sheeting damage etc.

813.4.1 Colour (daytime)

The retro-reflective sheeting used in the Median Marker shall be of fluorescent yellow colour. The chromaticity coordinates (x, y) of the retro-reflective sheeting shall conform toTable II

TABLE II: Colour Specification Limits1 (Daytime)

Colour 1 2 3 4

X y X Y X y x Y

Fluorescent Yellow

0.479 0.520 0.446 0.483 0.512 0.421 0.557 0.442

813.4.2 Fluorescence

The minimum total daytime luminance for the fluorescent yellow colored retro reflective sheeting, measured in terms of luminance factor (YT %), shall be as per the below Table III.

Table III: Daytime Luminance

Colour Minimum Total Luminance Factor

(YT %)

Fluorescent Yellow 45%

Conformance to standard chromaticity (x, y) and luminance factor (Y %) requirements shall be determined by instrumental method in accordance with ASTM E 991.

813.4.3 Coefficients of Retro-reflection (Ra)

The retro-reflective sheeting used in the Median marker shall conform to ASTM D4956 Type XI specifications. The minimum coefficients of retro-reflection for the retro-reflective sheeting, expressed in candelas per lux per square meter (cd/lux/m2), shall be as per Table IV



TABLE IV

Minimum Initial Coefficient of Retro-reflection (Ra) for retro reflective sheeting used in Median Marker (cd/lux/m2) (Confirming to ASTM D4956 type XI specifications)

Observation Angle2 (°) Entrance Angle3 (°) Fluorescent Yellow

0.2 -4 350

0.2 +30 130

0.5 -4 250

0.5 +30 90

1.0 -4 72

1.0 +30 27

2Observation Angle – The angle between the illumination axis and the observation axis.3Entrance Angle – The angle from the illumination axis to the retro-reflector axis. The retro-reflector axis is an axis perpendicular to the retro-reflective surface.

Conformance to coefficient of retro-reflection requirements shall be determined by instrumental method in accordance with ASTM E-810 “Test Method for Coefficient of Retro-reflection of Retro-reflective Sheeting”, and per E-810 the values of 0º and 90º rotation are averaged to determine the Ra.

813.4. Outdoor weathering performance:

The fluorescent yellow colored retro-reflective sheeting used in the Median Marker shall have excellent weathering performance. It shall retain at least 70% of the values of its initial coefficient of retro-reflection as specified in Table IV and the minimum total luminance as specified in Table III when subjected to outdoor weathering for 7 years as per ASTM D4956 and shall show no appreciable cracking, blistering or dimensional change The supplier of Median Marker shall submit a test report and conformance certificate from the manufacturer of the retro-reflective sheeting to corroborate the above accelerated weathering performance.

813.5. INSTALLATION

The installation of the Median Marker shall be done by a combination of epoxy adhesive and mechanical anchoring as per the installation procedure recommended by the Median Marker Manufacturer.

B2.7.8 CLAUSE 814 SOLAR ROAD STUDS

B2.7.8.1 GENERAL:

Solar Powered Road Stud is an active Road Safety Device, which is anchored to the road surface for marking and delineation for night time visibility. It is a self contained device with a Solar Module, Battery, LED & electronics, designed to switch – ON automatically at Dusk and flash throughout the night to provide adequate visibility and advance warning to the motorist while driving on the roads. Unlike passive reflector type road studs, effectiveness of



Solar Road stud does not depend on the luminous intensity and reach of vehicle head light, but, works on free Solar energy to operate LEDs that flash throughout the night, providing long range visibility, guidance and advance warning to road users, thus improving driving safety on roads.

B2.7.8.2 DEFINITIONS:

LED: Light Emitting Diode.

SOLAR MODULE: Semiconductor device that converts Light energy into electrical energy.

Ni-MH: Nickel Metal Hydride battery (Energy storage device)

DUSK TO DAWN OPERATION: Switch ON at evening (OR when sunlight goes away) and OFF in the morning (OR when Sunlight is available).

MEMORY EFFECT: Property of some type of Batteries (say, Ni-Cd) to lose their capacity for full recharging, if they are discharged repeatedly the same amount and then recharged without overcharge before they have fully drained. The term derives from the fact that the battery appears to have a memory for the amount of charging it can sustain.

HEAD: Part of the stud which is above the road surface when road stud is fixed in position on the road.

ANCHORAGE: Part of the road stud, which is below the road surface when the road stud is fixed in position on the road.

B2.7.8.3 MATERIAL:

BODY: Body of the Solar Road Studs should be made of Aluminium Die Cast, Capable of taking compression load of 175 KN

TOP COVER: Top cover over the PV Module should be made of clear, transparent, anti-static Poly Carbonate material of minimum 4.5 mm thickness

PV MODULE: Solar PV Module should be made of high efficiency Crystalline Silicon

PV cells of conversion efficiency not less than 13%.

BATTERY: Storage battery should be of Ni-MH type only, to avoid memory effect and provide long life. Cycle life should be greater than 350 Cycle @ 100 % DOD (Depth of discharge). The minimum capacity of the battery should be 2000 mAH.

Battery should be supplied in detached condition and should be fixed just before installation of the studs.

LED: Ultra Bright LEDs of minimum 5 mm Dia having luminous intensity > 2000 mcd (with 23° Viewing angle) be used. All LEDs should be covered with Poly Carbonate covers on the sides. Minimum three (3) LEDs should be on one tapering side for Uni-Directional Solar Studs and on two opposite tapering sides of Bi- Directional Solar Studs.

REFLECTOR: High intensity reflective grade polymer sticker with back adhesive for additional passive reflection of headlight be fixed around the LED area.



B2.7.8.4 DESIGN :

BODY CASING : Matte Finish (Sand Blasted) Aluminium Die cast body casing with Anti-Twist ribs for additional grip and resist twisting. Body top should have embossed raised surface to prevent vehicle load falling on the central Poly Carbonate Cover over the PV module. Water draining channels to be provided on top casing.

BATTERY CAP : Battery casing should have removable cap for installation of Ni-MH battery, to prevent self-discharge during storage.

PROTECTION : Solar Road Stud should have IP 65 protection for water tightness.

HEAD : Shall be of square shape with rounded edges.

ANCHORAGE : Min. depth 50mm and dia minimum 33mm. Should have min.6 Nos. external anti-twist ribs.

OPERATING TEMPERATURE : - 20°C to + 55° C

VISIBILITY : >500 Meters at clear night conditions (Straight Line)

DIMENSION : Not less than 122x132x75 mm

WEIGHT : Not less than 650 gms.

OPERATION : Automatic Dusk to Dawn Solar Switching.

AUTONOMY : Battery back-up should be for minimum three(3) No-Sun days.

FLASHING RATE : Typically 1 Hz.

COMPRESSION CAPACITY : Minimum 175 KN

GRADIENT ON LED SIDES : 30 degree

B2.7.8.5 TESTS

Rapid Thermal Cycling Tests as per IEC 1215 (between -40 to +85 degrees centigrade) : The studs should be in working condition even after 100 hrs.

Charge – Discharge Test : The studs should be in working condition after 10 cycles (10 days)

Vibration Test as per QM333 : The studs should pass vibration test as specified by QM333.

Ingress Protection/Weather proof test IP65 in accordance with IS 12063:1987 Category 2

B2.7.8.6 FIXING REQUIREMENT

The solar road studs shall be fixed to the road surface using the adhesives / vertical shanks and the procedure recommended by the manufacturer.

Regardless of the type of adhesive used, the studs shall not be fixed if the pavement is not surface dry and on new asphalt concrete surfacing until the surfacing has been opened to traffic for a period of not less than 14 hours.



The portions of the highway surface, to which the marker is to be bonded by the adhesive, shall be free of dirt, curing compound, grease, oil, moisture, loose or unsound layers, paint and any other material which would adversely affect the bond of the adhesive.

Use a wire brush, if necessary to loosen and remove dirt, then brush or blow clean.

The adhesive shall be placed uniformly on the cleaned pavement surface or on the bottom of the marker in a quantity sufficient to result in complete coverage of the area of contact of the market with no voids present and with a slight excess after the market has been lightly pressed in place.

For epoxy installations, excess adhesive around the edge of the studs, excess adhesive on the pavement and adhesive on the exposed surfaces of the studs shall be immediately removed. Soft rags moistened with mineral spirits or kerosene may be used, if necessary to remove adhesive from exposed faces of road studs.

FIXING LOCATION : Should be Shadow free. Water logged areas to be avoided.

FIXING MEDIUM: Epoxy resin (2 part – Base and hardener) which enables curing in maximum four (4) hours.

B2.7.8.7 Warranty and durability

The contractor shall obtain from the manufacturer a one-year warranty for satisfactory field performance including stipulated luminous intensity of the LED and battery back-up capacity and submit the same to the Engineer. In addition, a one-year warranty for satisfactory infield performance of the finished solar road studs shall also be given by the contractor who carries out the work of fixing of studs. In case the studs are displaced, damaged, get worn out or lose their intensity compared to stipulated standards, the contractor would be required to replace all such studs within 15 days of the intimation from the Engineer at his own cost and with no extra cost to be paid for such works.

B2.7.8.8 Measurement for Payment

The measurement of solar road studs shall be in numbers, supplied and fixed.

B2.7.8.9 Rate

The contract unit rate for solar road studs shall be payment in full compensation for furnishing all labour, material, tools, equipment including incidental costs necessary for carrying out the work at site conforming to the specifications complete as per approved drawings or as directed by the Engineer.

B2.8 SECTION 900 QUALITY CONTROL FOR ROAD WORKS

B2.8.1 CLAUSE 902 CONTROL OF ALIGNMENT, LEVEL AND SURFACE REGULARITY

B2.8.1.1 Sub Clause 902.4 Add the following paragraph at the bottom of the Sub-Clause 902.4



The Contractor shall, as directed by the Engineer, check the roughness of the surface layer with a roughometer (also known as a Bump Integrator), in the presence of the Engineer or his representative, before approval of the surface layer of any section for payment. The Roughometer shall be calibrated before carrying out any test run on the project roads, with any suitable system (e.g. Merlin wheel) to produce standard test results. The Contractor shall, at his own cost, calibrate Roughometer using a calibration system acceptable to the Engineer, to be available on site as and when required. Roughness shall be checked along the wheel paths in 3 trial runs and the Contractor shall submit an average roughness value at 100m intervals in a standard format to the Engineer. The average Roughness value per kilometer of a tested section (length not less than 500 m) shall satisfy the following criteria depending on the type of surface, failing which, the Contractor shall rectify the surface at defective locations at his own cost to the satisfaction of the Engineer, to give a acceptable riding surface.

Acceptable Roughness criteria:

Type of Surface Roughness Value (BI)

Bituminous Concrete / SDBC Max. 2000 mm/km

Premix bituminous carpet / MSS Max. 3000 mm/km

B2.9 SECTION 1000 MATERIALS FOR STRUCTURES.

B2.9.1 CLAUSE 1006 CEMENT

B2.9.1.1 Add the following to Clause 1006

Each delivery of cement to Site shall be accompanied by a certificate confirming that the cement complies with the requirements of the relevant standards and the Contractor shall forward a copy of this certificate to the Engineer within 24 hours of the delivery to Site.

Notwithstanding the provision of such certificates the Engineer may require independent tests to be carried out on the cement stored on Site, or require relevant tests to be carried out to determine its suitability for use in the Works as required by IS:269, IS:8112 or IS:12269. The Contractor shall arrange for samples to be provided either direct from the manufacturer or from the cement stored on Site, as may be determined by the Engineer. Cement that has been stored on Site for a period in excess of three months shall be re-tested before its use. The cost of providing such samples and re-testing shall be borne by the Contractor.

B2.9.2 CLAUSE 1007 COARSE AGGREGATES

B2.9.2.1 Delete the following from 4th and 5th lines of 1st paragraph “Crushed gravel …………….inert material”

B2.9.2.2 Add the following at the end of 2nd Paragraph

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

Add the following at the end of the Clause

Integrated stone crusher with Primary and Secondary (Cone or Impact Type) crushers shall be deployed for getting proper size and grading of coarse aggregates. The alkali aggregate reactivity should be measured and reported



for getting approval for the source aggregates at the beginning of the work using methods given in IS: 2386. The tests may be repeated if the source or the type of rock being exploited for winning aggregates, changes.

B2.9.3 CLAUSE 1008 SAND/FINE AGGREGATES

Add the following paragraph at the end of the clause

The alkali aggregate reactivity should be measured and reported for getting approval for the source.

B2.9.4 CLAUSE 1009 STEEL

B2.9.4.1 Sub Clause 1009.2: Add the following sentence at the end of the Sub Clausee) Stress relieved low relaxation seven-ply strand for prestressed concrete - IS: 14268

B2.9.4.2 Sub Clause 1009.3: Replace the following in the Table 1000.3IS: 1786 High Yield Strength Deformed bars (HYSD) With IS: 1786 Thermo mechanically treated (TMT) High yield strength deformed bars (HYSD)

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

B2.9.4.3 Delete the last paragraph of this Sub Clause

B2.9.5 CLAUSE 1010 WATER

B2.9.5.1 Delete all paragraphs in Clause 1010 and substitute the following paragraphs

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

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

The sample of water taken for testing shall represent the water proposed to be used for concreting, due account being paid to seasonal variation. The sample shall not receive any treatment before testing other than that envisaged in the regular supply of water proposed for use in concrete. The sample shall be stored in a clean container previously rinsed out with similar water.

Average 28 days compressive strength of at lease three 150 mm concrete cubes prepared with water proposed to be used shall not be less than 90 per cent of the average of strength of three similar concrete cubes prepared with distilled water.

The cubes shall be prepared, cured and tested in accordance with the requirements of IS: 516.

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



The pH value of water shall be not less than 6. Potable water is generally considered satisfactory for mixing concrete. As a guide the following concentrations represent the maximum permissible values:

a) To neutralize 100 ml sample of water, using phenolphthalein as an indicator, it should not require more than 5 ml of 0.02 normal NaOH. The details of test are given in 8.1 of IS:3025 (Part 22).

b) To neutralize 100 ml sample of water, using mixed indicator, it should not require more than 25 ml of 0.02 normal H2SO4. The details of test shall be given in Clause 8 of IS:3025 (Part 23).

Permissible limits for solids shall be as follows:

PERMISSIBLE LIMITS FOR SOLIDS

Tested as per Permissible Limit

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

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

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

Chlorides (as Cl) IS 3025 (Pt.32) 2000mg/lit for concrete work notcontaining embedded steel and 500mg/ lit for prestressed / reinforced concrete work.

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

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

Water found satisfactory for mixing is also suitable for curing concrete. However, water used for curing should not produce any objectionable stain or unsightly deposit on the concrete surface. The presence of tannic acid or iron compounds is objectionable.

B2.9.6 CLAUSE 1012 CONCRETE ADMIXTURES

B2.9.6.1 Sub Clause 1012.1: Add the following at the end of paragraph 2 of Clause 1012.1

Admixtures shall not impair the durability of concrete; they shall not combine with the ingredients to form harmful compounds or endanger the protection of reinforcement against corrosion. Only chloride free admixtures shall be used.

B2.9.6.2 Delete the paragraph 3 in Sub-clause 1012.1 and add the following paragraph

For all admixtures being used the packing shall be marked with the name of the supplier/manufacturer, brand name (name of product) and main effect. A certificate for the admixture in question shall be submitted. The certificate shall include the following information:

A. General

a) Chemical name of the active component in the admixture.b) Values of dry material content, ash content and relative density of

admixture, which can be used for uniformity tests.



c) Chloride ion content expressed as a percentage of weight 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 to what extent.f) Side effects when overdosedg) If two or more admixtures have to be used in one mix, their

compatibilityh) Increase in risk of corrosion to reinforcements andi) Embodiments due to the use of admixture.j) Latest date of test and name of test laboratory.

B. Storinga) Shelf lifeb) Max. & min. allowable temperaturec) Other instructions (e.g. requirements of stirring)

C. DosageMaximum and minimum to be specified as a percentage of weight of cement.

B2.9.6.3 Add the following paragraphs at the end of the Sub-clause 1012.1

After selecting a few acceptable brands & types of admixture based on the manufacturer's data/technical literature, independent acceptance tests should be carried out for the same using the approved combinations of cement/sand/aggregates intended for use in the Project. After establishing the basic acceptability using strength criteria (compression & tensile strengths) a number of trial mixes be designed using different proportions of admixtures/cement/water etc.to establish the data bank on the behaviour of the admixture for the project site conditions. A spectroscopic signature of accepted product should be obtained and preserved for comparison for acceptance of the production lots. Retrials should be conducted with change in source/type of cement.

Workmanship

The dosage should be finalised on the basis of field trial and special mechanical devices should be used for dispensing the admixture in the batching / mixing plant. No addition of admixture after dosage is permitted (including addition in transit mixers).

Manufacturer's experts should be available for consultation/trouble-shooting of problems associated with their product. The conditions of storage, shelf life etc., as specified by the manufacturer should be strictly observed. The manufacturer's Quality Assurance Plan during process of production should be obtained and filed for reference/record.

B2.9.7 CLAUSE 1014 STORAGE OF MATERIALS

B2.9.7.1 Sub Clause 1014.3: Add the following to the Sub-clause 1014.3

Aggregates shall be stored or stockpiled in their respective size in such a manner that the various sizes will not become intermixed before proportioning. They shall be stored, stockpiled and handled in such a manner that will prevent contamination by foreign materials.



B2.10 SECTION 1400 STONE MASONRY

B2.10.1 CLAUSE 1402 MATERIALS

B2.10.1.1 REPLACE the Clause with the following Clause

1402. MATERIALS

Stone to be used, besides quarry stone, shall be obtained by dressing the boulders of average diameter not less than 300 mm and at least five faces shall be chiselled.

All other materials used in stone masonry shall confirm to Section 1000 except cement mortar, which shall confirm to clause 1304

B2.11 SECTION 1500 FORMWORK.

B2.11.1 CLAUSE 1501 DESCRIPTION

B2.11.1 REPLACE the Clause with the following Clause

1501. DESCRIPTION

The Contractor shall prepare a formwork mobilization and utilization plan and submit the plan for Engineer’s approval at least 21 days before the commencement of construction of structures. The requirement of formwork shall be worked out considering the overall construction program of all the structures to be cast in one or more stages, as specified in the drawings. The plan shall take into account the time required for erection of formwork, retention in position, stripping, and removal and subsequent use in the next and subsequent structures. Notwithstanding Engineer’s approval of mobilisation plan, if due to any reason, Contractor has to arrange additional formwork, to meet the requirements of the construction program, it shall be done by the Contractor without any extra cost to the Employer.


Delete the last sentence in 1st paragraph

Delete the word “or timber” in 1st line of 2nd paragraph

B2.11.3 CLAUSE 1503 DESIGN OF FORMWORK

B2.11.3.1 Sub Clause 1503.2: Add the following to the Sub-clause 1503.2

For distribution of load and load transfer to the ground through staging, an appropriately designed base plate must be provided which shall rest on firm substratum

B2.11.4 CLAUSE 1506 PRECAUTIONS

B2.11.4.1 Add at the end of paragraph, the following to Clause 1506 as:-

(vii)Where concrete is to be placed within narrow, deep shutters the Contractor shall provide temporary openings in the sides or in the bottom of the shutters to facilitate the pouring and compacting of the concrete, to the satisfaction of the Engineer.



B2.12 SECTION 1600 STEEL REINFORCEMENT (UNTENSIONED)

B2.12.1 CLAUSE 1604 BENDING OF REINFORCEMENT

Add the following paragraph at the end of the Clause 1604

The separate bar bending schedule shall be prepared for auxiliary bars like spacers chair etc. Bar bending shall be done as per IS 2502.

B2.12.2 CLAUSE 1605 PLACING OF REINFORCEMENT

Delete item (i) in paragraph c) in Clause 1605 and add the following paragraph in place of the above

(i) Cover blocks shall be made of concrete or cement mortar with the same durability properties as the surrounding concrete and with the same type of constituents. In visible surfaces, the cover blocks shall be of the same colour and texture as the surrounding concrete. The Contractor's proposal for cover blocks shall be submitted to the Engineer for acceptance

B2.12.3 CLAUSE 1606 BAR SPLICES

B2.12.3.1 Sub Clause 1606.1: Delete the first sentence in Sub Clause 1606.1 and replace with the following sentence

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

B2.12.3.2 Add the following paragraph at the end of the Sub-clause 1606.1

The length of bars more than Standard (generally taken as 12m), in such cases lapping of bars (not shown in drawings) shall be submitted to the Engineer for approval.

B2.12.3.3 Sub Clause 1606.2: Add the following at the end of the Sub Clause 1606.2.1

In prestressed concrete members, when welding of un-tensioned reinforcement is permitted by the Engineer, it shall be carried out before insertion of the pre-stressing tendons

B2.12.4 CLAUSE 1607 TESTING AND ACCEPTANCE

B2.12.4.1 Add the following two paragraph at the end of the Clause 1607

The reinforcement steel shall be from main/major Producers as approved by ministry of steel Government of India and no re-rolled steel from Induction Furnace route shall be supplied and used.

In case of procurement of steel from units other than the ministry of steel approved main/major producers specific approval of Engineer, in charge is required. For which credential verification shall be undertaken regarding the fact that these units are conversion agent of ministry of steel approved main/major producer for steel bars with clean track record of performance. The procurement of steel from conversion agent shall satisfy the following minimum requirements:



(a) Certificate from the conversion agent that he had used the billets supplied by ministry of steel approved main/major producer with production of co-related documents i.e invoice/T.C need to be submitted along with each consignment document.

(b) In case of steel units having captive raw material manufacturing facility, facilities other than manufacturing technology satisfying clause 4.1 of IS 1786:2008 i.e open hearth, electric, duplex, basic oxygen process or combination of these processes, approval will not be accorded. If any manufacturing facility through Induction furnace route, it would not be considered for approval under any circumstances.

(c) Certificate regarding continuity of the BIS license and agreement with the ministry of steel approved Main/Major producers being its authorized conversion agent during the currency of supply contract.

(d) The sampling and testing shall be laid down as per IS 1786:2008. Every consignment bar shall be inspected before assembling on the work and defective brittle or burnt bar and cracked ends of bars shall be discarded.

B2.13 SECTION 1700 STRUCTURAL CONCRETE


B2.13.1.1 Add the following paragraph after the first paragraph

The Contractor shall obtain prior approval from the Engineer for the method of mixing, batching and casting of pre-cast concrete members (girders, slabs) as per drawings. Quality control and quality assurance shall be complied at every stage from mixing, batching to casting. Arrangements shall be made for proper curing of pre-cast concrete members. Suitable arrangements shall be made for transportation, handling and erection of pre-cast concrete members in their final position as shown in the drawings or as directed by the Engineer. Care shall be taken while handling, transporting and erection of the pre-cast concrete members, so that they are not damaged.

B2.13.2 CLAUSE 1703 GRADES OF CONCRETE

B2.13.2.1 Sub Clause 1703.2: Delete all the paragraphs and Tables in Sub-clause 1703.2 and add the following in place of the above

1703.2. The lowest grades of concrete in bridges and corresponding minimum cement contents and water-cement ratios shall be maintained as indicated in the following Tables.



(A) For bridges with pre-stressed concrete or those with total length more than 60 m or those that are built with innovative design/construction.

Structural Member

Minimum grade of concrete and Conditions

of Exposure

Min. Cement content for all

exposure conditions (kg/cu

m)

Maximum water cement ratio conditions of

exposure

Moderate Severe Moderate Severe

a)PCC members

M25 M30 360 0.45 0.45

b)RCC members

M30 M35 400 0.45 0.40

c)PSC Member

M35 M40 400 0.40 0.40

B) For bridges other than those mentioned in Table A for culverts and other incidental construction

Structural Member

Minimum grade of concrete and Conditions

of Exposure

Min. Cement content for all

exposure conditions (kg/cu

m)

Maximum water cement ratio conditions of

exposure

Moderate Severe Moderate

Severe

Moderate Severe

a)PCC members

M15 M20 250 310 0.50 0.45

b)RCC members

M20 M25 310 400 0.45 0.40

Notes: -

1. Moderate – conditions other than ‘severe’

The minimum cement content is based on 20mm size aggregates. For larger size aggregates it may be reduced suitably by not more than 10 percent similarly for smaller size aggregates, it may be suitably increased, but not more than 10 percent.

2. For under water concreting the cement shall be increased by 10% more than that required to develop the strength for the same mix placed in dry.However it shall not fall below the minimum cement content specified in above table.

3. Severe conditions of exposure shall mean alternate wetting and drying due to sea spray, alternate wetting and drying combined with freezing and buried in soil having corrosive effect.

4. Moderate conditions of exposure shall mean other that those mentioned in (iii) above.

The cement content shall be as low as possible but not less than the quantities specified above. In no case shall it exceed 540 kg/cum of concrete.



B2.13.2.2 Sub Clause 1703.3: Add the following at the end of the Sub-clause 1703.3

The concrete mixes leaner than M15 shall be called as nominal mix concrete.

"Nominal mix concrete is that concrete for which, concrete is not to be designed by tests and in which the proportions of materials are in accordance with the drawing and the specification Clause mentioned below:

i. All the materials for this concrete shall conform to section 1000 of Part I of General Technical Specification.

ii. Minimum cement content and maximum water cement ratio for above said nominal mix concrete shall conform to Clause 1703.2 Table 1700-3(A) of Part I of General Technical Specification.

iii. Mixing of above said nominal mix concrete shall conform to Clause 1708 of Part I of General Technical Specification

iv. Transporting, Placing and Compaction of above said nominal mix concreteshall conform to Clause 1709 of Part I of General Technical Specification".

B2.13.3 CLAUSE 1704 PROPORTIONING OF CONCRETE

B2.13.3.1 Delete the last sentence in 1st paragraph in Clause 1704 and replace the following

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

B2.13.3.2 Sub Clause 1704.6: Add the following as new Sub-clause 1704.6 at the end of the Clause 1704

1704.6 Materials for Pumped Concrete

Materials for pumped concrete shall be batched consistently and uniformly.

Maximum size of aggregate shall not exceed one-third of the internal diameter of the pipe.

Grading of aggregate shall be continuous and shall have sufficient ultra fine materials (materials finer than 0.25 mm). Proportion of fine aggregates passing through 0.25 mm shall be between 15 and 30% and that passing through 0.125 mm sieve shall not be less than 5% of the total volume of aggregate. Admixtures to increase workability can be added. When pumping long distances and in hot weather set retarding admixtures can be used. Fluid mixes can be pumped satisfactorily after adding plasticizers and super plasticizers. Suitability of concrete shall be verified by trial mixes and by performing pumping test.

B2.13.4 CLAUSE 1705 ADMIXTURES

B2.13.4.1 Delete all the paragraphs in Clause 1705 and add the following paragraphs

Duly tested admixtures/additives conforming to IS: 6925 and IS:9103 (without replacement of cement) may be used subject to satisfactory proven use, with the approval of the Engineer. Admixtures generating Hydrogen or Nitrogen and containing chlorides, nitrates, sulphides, sulphates and any other material liable to adversely affect the steel or concrete shall not be permitted.

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



B2.13.5 CLAUSE 1706 SIZE OF COARSE AGGREGATE

Replace the value 40 with 20 in the TABLE 1700 – 7 under the column “Maximum Nominal Size of Coarse Aggregate (mm)” in the row numbered as iii)“Well cap or Pile cap, Solid type piers and abutments”

B2.13.6 CLAUSE 1708 MIXING CONCRETE

B2.13.6.1 Add the following paragraph at the end of Clause 1708.

The Contractor shall take precautions during periods of high wind to prevent cement being blown away during the process of batching and mixing.

B2.13.7 CLAUSE 1709 TRANSPORTING, PLACING AND COMPACTION OF CONCRETE

B2.13.7.1 Add the following paragraph at the end of the clause 1709

Batching, mixing, transporting and placing concrete: Once the concreting of a section is started, it has to be completed as a continuous operation. Before starting an important concrete placement, the Contractor shall submit to the Engineer an equipment list to ensure that sufficient equipment including standby equipment is available for batching, mixing, transporting and placing concrete. The standby plant shall be used at least once every month, and trial mixes prepared from both the plants.

For Placing Concrete with Pumps: Pipelines from the pump to the placing area should be laid out with a minimum of bends. For large concrete placements stand by pumps shall 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 priming mix to lubricate the pump and pipeline. A rich mix of creamy consistency shall be required for lubricating the pipelines. Continuous pumping shall be done to the extent possible. After concrete has been placed, the pipelines and all related equipment shall be cleaned immediately. A plug sponge ball shall be inserted in the end near the pump and shall be forced through the line by either water or air pressure. Pipes for pumping should not be made from materials, which can harm concrete; aluminium alloy pipelines shall not be used.

B2.13.8 CLAUSE 1710 CONSTRUCTION JOINTS

B2.13.8.1 Add the following paragraph after paragraph 2 to Clause 1710

The number of joints shall be kept as minimum as possible and their construction should be simple. They should be either horizontal or vertical, because concreting sloping surfaces are unsatisfactory.

Where concrete is placed in vertical members e.g. walls and columns the Contractor shall form construction joints horizontally or, in the case if sloping members, at right angles to the axis of the member. He shall form construction joints at locations such that their visual impact is minimised, and shall place concrete in a continuous operation without breaks between construction joints.

The Contractor shall take care when erecting the formwork for subsequent pours to ensure that no leakage can occur at the construction joint.



B2.13.9 CLAUSE 1712 ADVERSE WEATHER CONDITIONS

B2.13.9.1 Sub Clause 1712.3: Add the following as new Sub-Clause 1712.3

1712.3. Wet Weather Conditions: The Contractor shall not carry out any concreting operations during periods of continuous heavy rain. The Contractor shall protect concrete after pouring from detrimental effects of wet weather.

B2.13.10 CLAUSE 1713 PROTECTION AND CURING

B2.13.10.1 Add the following at the end of the 1st paragraph

Wherever possible, use of water sprinklers or perforated pipes should been couraged for curing of concrete. Such arrangement must be maintained for a minimum period of 14 days after concreting. Approved concrete curing compounds should be preferred where water curing cannot be done reliably

B2.13.11 CLAUSE 1714 FINISHING


The Contractor shall rectify any defects in the finish of the concrete exposed when formwork is removed in the following manner:

(i) Bulges and ridges shall be removed by careful chipping or tooling and the surface rubbed with a grinding stone;

(ii) Honeycombed and other defective areas shall be chipped out, the edges being cut as straight as possible and perpendicular to the surface, or slight undercut to provide a key at the edge of the patch;

(iii) Shallow patches shall be treated with a coat of thin grout composed of one part of cement and one part of sand then filled with mortar of the same mix as the one used in the parent concrete. The mortar shall be placed in layers of not more than 10mm thick and the surface of each layer roughened to provide a key for the subsequent layer. The final layer shall be finished to match the surrounding concrete by floating, rubbing or rolling on formed surfaces by pressing the form material against the patch while the mortar is still plastic;

(iv) Where necessary formwork shall be provided to contain concrete in large voids. Such patches shall be treated with epoxy to provide an effective bond between the fresh concrete and the hardened concrete;

(v) Remedial work to defective concrete shall be cured in a like manner as the parent concrete, to the satisfaction of the Engineer.

B2.13.12 CLAUSE 1716 TESTS AND STANDARDS OF ACCEPTANCE

B2.13.12.1 Sub-Clause 1716.2.5(a) Add after characteristic compressive strength “by 3Mpa.”

B2.13.12.2 Sub Clause 1716.6:Add the following to Sub-Clause 1716.6

Any concrete which gives results below the specified limits in relevant codes or becomes severely damaged due to cracking or shows excessive honey-combing and exposure of reinforcement or exhibits any fault which, in the opinion of the Engineer, so seriously impairs its function that it cannot be accepted as substandard work, shall be declared defective concrete. Such concrete shall be cut out, removed and replaced by fresh concrete of the specified quality at the Contractor’s cost to the satisfaction of the Engineer.



In case of doubt regarding grade of concrete used, either due to poor workmanship or based on results of cube crushing strength, tests of concrete on the basis of any or all of the following shall be carried out. The Engineer shall be the final authority for interpreting the results of all these tests and the Contractor shall carry out these tests at his own cost if the tests reveal that the concrete fails to meet the requirements of the Contract.

Core Tests

The points from which cores are to be taken and the number and size of cores required shall be instructed by the Engineer and it shall be representative of the whole of the concrete being investigated. In no case, however, shall fewer than three cores be tested. Cores shall be prepared and tested as described in IS: 516.

Concrete in the member represented by the core tests shall be considered acceptable if the average equivalent strength of 85% of the corresponding specified grade of concrete is achieved. The Contractor shall make good the areas from which the cores were taken to the satisfaction of the Engineer.

Other non-destructive tests

The Engineer may instruct non-destructive tests such as rebound hammer tests or ultrasonic tests.

B2.13.13 CLAUSE 1718 RATE

B2.13.13.1 Add the following paragraph at the end of 2 paragraph to clause 1718

For pre-cast concrete members, the contract unit rate in addition to above shall also include the cost of all materials, labour, tools and plant required to transport and place these members in their final position as shown on the drawings and as directed by the Engineer.

B2.13.14 CLAUSE 1800 PRESTRESSING

B2.13.14.1 Add the following paragraph at the end 18.02.2.3

Rusted sheathing shall not be permitted.

It is preferable to insert tendons after concreting and just before pre-stressing operation to be carried out, while concreting temporary tendon in the form of HDPE pipe of lesser dia than the duct can be inserted this can be moved through and fro to avoid setting any concrete slurry entered in to the duct.

B2.13.15 CLAUSE 1807 POST-TENSIONING

After pre-stressing operation completed the slip of tendons after 24 hours must be noted. If any tendon slips completely or partially that shall be rejected, can be informed design engineer.

B2.13.16 CLAUSE 1809.5 PROTECTION OF ENDS

End block shall be filled immediately after pre-stressing and grouting operations completed without any delay as per specification or as mentioned in the drawing.



B2.14 SECTION 2000 BEARINGS


B2.14.1.1 Add the following paragraph at the end of the Clause 2001

Within 180 days of award of work, the Contractor shall submit detailed specifications, designs and drawings including installation drawings and maintenance manual, for the approval of the Engineer. Designs shall also include review and modifications of designs and drawings of bearing pedestals and other elements required for installation. The installation of bearings shall be carried out under the supervision of the manufacturer of the bearings.

B2.14.2 CLAUSE 2005 ELASTOMERIC BEARINGS

B2.14.2.1 Sub Clause 2005.1: Delete 4th paragraph in Sub-Clause 2005.1 and sub statute the following:

The polychloropene content of the bearing shall not be lower than 60% (sixty percent) and the ash content shall not exceed 5% (five per cent). Polychloropene content shall be determined in accordance with ASTM D-297 and ash content as per IS: 3400-pt XVII (year 1984).

Revise Table 2000-1 as follows

3.3 Maximum change in elongation Per cent - 30.

B2.14.2.2 Add the following to Sub-Clause 2005.1

Polymer identification test shall be carried out as per ASTM D-3677 by infrared spectro photometry and the spectra shall be comparable to a reference sample of polychloropene.

B2.14.2.3 Sub Clause 2005.2:Add the following to the first paragraph of Sub-Clause

2005.2

The mould shall be kept at a uniform temperature for 15 (fifteen) minutes to ensure effective vulcanisation of the bearing.

B2.14.2.4 Sub Clause 2005.3: Delete the word “Inspector” in the 1st line of 5th paragraph in Sub-Clause 2005.3 and replace with “Engineer or his authorized representative”

B2.14.2.5 Delete the last paragraph in Sub-Clause 2005.3.3.1 and add the following paragraph

The test specifications and acceptance criteria shall conform to those given in Appendix 2 of IRC: 83 (Part II), by replacing the Fig. 11. “Determination of elastic modulus” with the figure published in the journal “INDIAN HIGHWAYS”, April 1998.

B2.14.3 CLAUSE 2006 POT CUM PTFE BEARING

The test specification and acceptance criteria reference can be given in IRC -83(Part – III).

B2.14.4 CLAUSE 2100 OPEN FOUNDATIONS



B2.14.5 CLAUSE 2011 PAPER BEARING

B2.14.5.1 Add the new Clause 2011 at the end of the Section 2000

2011 PAPER BEARING

Paper bearing shall be reinforced bitumen laminated Kraft paper conforming to the requirements of IS- 1398.

B2.15 SECTION 2200 SUB-STRUCTURE

B2.15.1 CLAUSE 2204 PIERS AND ABUTMENTS

B2.15.1.1 Add the following paragraph at the end of Clause 2204

Where necessary suitable cofferdams or other means shall be provided to exclude water from the construction area the Contractor shall provide necessary pumping equipment for dewatering in working areas.

B2.15.2 CLAUSE 2210 RATE

B2.15.2.1 Delete the entire paragraph in Clause 2210 and add the following paragraph

The contract rate for masonry, concrete and reinforcement in substructure shall include all works as given in respective sections and cover the cost of incidental items like providing cofferdams, dewatering, providing special formwork, where necessary, and all other items for furnishing and providing substructure as mentioned in this section

B2.16 SECTION 2300 CONCRETE SUPERSTRUCTURE

B2.16.1 CLAUSE 2304 REINFORCED CONCRETE CONSTRUCTION

B2.16.1.1 Sub Clause 2304.2: Delete the 1st paragraph in Sub-clause 2304.2 and add the following paragraph

Pre-cast RCC T beam and in-situ construction, as applicable shall be permitted

B2.17 SECTION 2600 EXPANSION JOINTS.

B2.17.1 CLAUSE 2602 GENERAL.


The Contractor shall not incorporate any expansion joints into the Works without the approval of the Engineer. Such approval shall be dependent upon theContractor submitting inspection certificates issued by the inspection authority orany other body acceptable to the Engineer certifying that the expansion jointscomponents have been inspected and tested as per the Drawings and Specification.

All inspection and testing charges including cost of material shall be borne by the Contractor.

The Contractor shall ensure that the manufacturer has adequate testing facilities to enable the expansion joints to be tested at the place of manufacture. The expansion joints and accessories thereof shall be subjected to all the specified tests on both the raw materials as well as the finished product by the Engineer or his authorized representative at the manufacturer’s works.



The Contractor shall ensure that an original copy of documentary evidence regarding the source of imported “elastomer” and other ingredients is provided by the manufacturer. The inspection agency shall ensure that the joints are manufactured by using the consignment of imported “elastomer” and other ingredients. The test certificate for the steel sections to be provided by the manufacturer shall be submitted to the Engineer by the Contractor.

B2.17.1.2 Delete Sub-Clause 2602 (c) in its entirety.

B2.18 SECTION 2700 WEARING COAT AND APPURTENANCES

B2.18.1 CLAUSE 2702 WEARING COAT

B2.18.1.1 Sub Clause 2702.1: Delete all the paragraphs in Sub-clause 2702.1.1 and add the following paragraphs

Bituminous wearing coat shall comprise the following:

i) A layer of mastic asphalt, 15 mm thick after applying a prime coat over the top of the deck before the wearing coat is laid. The prime coat and the layer of mastic asphalt shall be laid as per Clauses 503 and 515 respectively.

ii) 50 mm thick asphaltic concrete wearing coat in two layers of 25 mm each as per Clause 512

B2.18.2 CLAUSE 2706 WEEP HOLES

B2.18.2.1 Delete the entire paragraph in Clause 2706 and add the following paragraph

Weep holes shall be provided in solid plain concrete / reinforced concrete brick or stone masonry abutments, wing walls, return walls as shown in the drawing or as directed by the Engineer to drive moisture from the back filling. Weep holes shall be provided with 100 mm dia PVC (6 Kg/cm2) pipe and shall extend through the full width of concrete with slope of about 1 vertical: 20 horizontal towards the draining face.

The spacing of weep holes shall generally be 1 m in either direction or as shown in the drawing with the lowest at about 150 mm above the low water level or ground level whichever is higher or as directed by the Engineer

B2.19 SECTION 2800 REPAIR OF STRUCTURES

B2.19.1 Add following new Sub-Clause 2802.6

B2.19.1.1 2802.6 Repairs and Rehabilitation: In addition to the existing Clauses, following points shall be noted and shall be adopted wherever applicable or as directed by the Engineer for repairs and rehabilitation of Bridges.

Chipping

Chip off loose, weak and unsound concrete from structural members using chisels and hammers. Electrical/pneumatically operated chisels which also to be used wherever required up to average depth. The loose concrete behind reinforcement should be carefully removed and corroded reinforcement shall not be bent nor damaged during the chipping operation. Care shall be taken to avoid damage to any part of existing structure. Only loose concrete shall be taken out.



All the chipped off, dismantled materials shall be disposed off. Materials/debris falling must be arrested using suitable arrangements to avoid harm to working personnel or others.

The Contractor at his cost shall restore damages caused to any component of the bridge structure/service lines during the chipping operation.

Surface Preparation

Removal of corrosion scales on corroded reinforcement bars should be done manually using sharp tools such as chisels to scrap rust scales from the surface without displacing/ damaging the reinforcement. There after use wire brushes to clean the surface of bars. Since the brush would not be access behind the bars use emery papers to clean exposed surface as well as areas with difficult access. Rotary wire brushes, shaft type rotary wire brushes to be used where ever required.

Exposed concrete surfaces shall be cleaned with wire brushes/rotary wire brushes to remove all loose material, dust, dirt, oil etc. finally use oil free air blast to clean the surface.

Providing additional reinforcement

Wherever the reinforcement is reduced by corrosion, compensating extra reinforcement is to be provided along the existing steel by welding with a weld length of 25mm and living gap of 100mm alternatively. Where ever the reinforcement is totally corroded leaving its two ends open, welding shall be carried out upto required length from both sides. And 100mm length anchorage’s in the form of shear connectors of 12 mm size shall be drilled and fixed along the additional reinforcement at 300 mm c/c and welded. The anchorages shall be fixed using epoxy grouts as per manufacture's specifications.

Anti- corrosive reinforcement treatment for exposed reinforcement bars

Reinforcing bars shall be coated with an anti corrosive coating of 120 microns DFT confirming to ASTM-B- 117 (salt spray 100 hours) as per manufacturer’s specifications.

Epoxy bonding agent for concrete

Structural grade bonding agents of epoxy base conforming to ASTM-C-81-82(6.9N/mm2) bond strength shall be used for all structural repairs, for bonding between old and new concrete. The bonding agent should remain in tacky state prior to placing of fresh concrete. Material shall be applied as per manufacture’s specification for properties of epoxy bonding agent.

Application of Super Plasticized Micro silica repair mortar

Application of Microsilica and Fiber blended repair mortar is done as per manufacture’s specification. The above mix is to be applied by trowel and finished smooth without excessive finishing. In one application 25mm of thickness is to be built up. Subsequent layers to be done with one bond coat of cement slurry. This should be covered with burlap and cure by spraying periodically with water for 10 days and allow to dry for next 5 days.



Polymer modified mortar

All honey combed/exposed concrete surfaces of structural members shall be applied with cement based polymer modified mortar which can be prepared at site using OPC, polymer, aggregates, as per manufactures specification. The polymer modified mortar shall be applied after priming the surface with non-re-emulsifiablelatex based bonding agent conforming to ASTM-1059 Type II.

Anti corrosive & Anti carbonation protective coating to concrete surface

Concrete shall be coated with anti corrosive and anti carbonation protective coating.

Treatment of cracks and honey combed areas in structural members

For Cement grouting

Drill hole 14mm dia. in the concrete for a depth of 100 mm and clean the holes with oil free air blast. Fix 12 mm dia aluminium nozzles of 100mm depth for a depth of 50 mm into the hole using fixing compounds as per manufactures specification.

Cementitious Polymer grouts for cracks

Cementations Polymer grouts shall be injected into the prefixed cement grouting nozzles with pressure not exceeding 5kgs/cm2 till the nozzles refuses to take further grout. All the honeycombed areas where ever polymer modified mortar has been applied shall be grouted with cementations polymer grouts as per manufacturer specifications.

B2.20 SECTION 2900 PIPE CULVERTS


B2.20.1.1 Add the following paragraphs to Clause 2902

Where pipe culverts are required on temporary diversions and access roads (side roads) the Contractor shall use reinforced cement concrete pipes NP3 grade (as perIS: 458 – 1971).

Pipe culverts on the main highway shall be constructed using NP4 (as per IS: 458 –1971) pipes as specified in Clause 1013 of the General Technical Specification.

B2.20.2 CLAUSE 2910 MEASUREMENT FOR PAYMENT

B2.20.2.1 Add the following paragraph to Clause 2910

Pipe culverts constructed on temporary diversions shall not be measured separately for payment purposes.

B2.20.3 CLAUSE 2912 ADD NEW CLAUSE 2912

B2.20.3.1 Add the following Clause 2912

B2.20.3.2 2912 Stone pitching for earth fill: Stone pitching shall be carried out as per guidelines of IRC: 89 and as per Tech. Spec. Clause 306 for the side slopes on the earth fill portions as indicated in the drawings.



B2.20 SECTION 3000 MAINTENANCE OF ROAD

B2.20.1 CLAUSE 3001: GENERAL

B2.20.1.1 Delete all paragraphs of the clause 3001 and add the following

3001.1 Scope

The Contractor shall be responsible for Initial Rectification of each section of the project roads as described below. Initial Rectification for the entire length of the project road shall be carried out as per 3001.2 within 6 months after the issue of notice to proceed to work. It involves repairs to the extent necessary to put the road in a safe and reasonable condition for the passage of traffic.

When the Contractor starts the execution of works on any of the milestones /sections of the Contract, the Contractor becomes responsible at his own cost for providing and maintaining an adequate motorable roadway for traffic through that section / milestone until the section is completed and a Taking-Over Certificate is issued by the Client.

3001.2. Initial Rectification

3001.2.1 Tasks: The entire project road will be inspected jointly by the Engineer and the Contractor immediately after the commencement of the Contract and details of the Initial Rectification work required shall be agreed. Initial Rectification tasks shall include the following as appropriate:

i) Pavement Reinstatement of failed areas as per clause 3004.1

ii) Pothole Repair and Patching as per clause 3004.2

iii) Shoulder and Verge repairs as per clause 3003.

iv) Restoration of Rain Cuts, if they are considered to be a danger by the Engineer, as per clause 3002.

v) Culvert cleaning

vi) Side Ditch and Drain cleaning, including making sure that the outfalls from these ditches and drains are functioning adequately.

3001.2.2 Measurement for Payment and Rates

Initial Rectification for all the milestones / sections of the project road shall be

incidental to the Works and shall be responsibility of the Contractor and at his own cost.

B2.21.2 CLAUSE 3003: MAINTENANCE OF EARTHEN SHOULDER

B2.21.2.1 Delete all paragraphs of Sub-Clause 3003.1 and add the following paragraphs in place of above

3003.1. Scope

The work of maintenance of earthen shoulder shall include making up their regularities/loss of material on shoulder to the required level by adding fresh approved soil and compacting it with appropriate equipment or to strip excess soil from the shoulder surface as per the requirement of this Specification.



During the execution by the Contractor of the Works in any of the milestones /sections of the Contract, the maintenance of earthen shoulders in all milestones /sections shall be incidental to the Works and shall be responsibility of the Contractor and at his own cost.

B2.21.1.2 Delete all paragraphs of Sub-Clauses 3003.4 and 3003.5

B2.21.3 CLAUSE 3004: BITUMINOUS WORK IN CONNECTION WITH MAINTENANCE AND REPAIR

B2.21.3.1 Delete all the paragraphs of Clause 3004.1 and add the following in place of above

B2.21.3.2 Delete all the paragraphs of Clause 3004.2 and add the following in place of above

3004.2 Filling Potholes and Patch Repairs

3004.2.1 Scope

The work shall consist of cleaning out potholes in the pavement surface, trimming the sides of the holes and compacting the base, applying prime and tack coat, filling with specified materials and compacting as and when instructed by the Engineer. The location, extent and depth of each pothole to be patch repaired shall be as instructed by the Engineer. If the Engineer observes poor performance of the patch repairs prior to the onset of the monsoon season, the Contractor shall redo the work at his own cost to improve the performance. Pothole repair work shall be started immediately after issuing a notice to proceed to work and shall be completed within 3 months period.

During the execution by the Contractor of the Works for any of the milestones/sections of the Contract, the repair of potholes in that milestone/ section shall be considered incidental to the Works and shall be the responsibility of the Contractor and at his own cost. In the case of milestone/ sections not as yet commenced, the Contractor shall be paid for carrying out pothole repair and when instructed by the Engineer.

3004.2.2. Preparation

Potholes shall be cleaned out to a firm base and patches shall be excavated to the size and depth instructed by the Engineer. In both cases the sides shall be trimmed to give a rectangular shape with vertical sides. The area shall be thoroughly cleaned with compressed air or other appropriate method as approved by the Engineer to remove all dust and loose particles. The bottom of the pothole shall be thoroughly compacted.

3004.2.3 Filling

Potholes shall be filled with compacted Water Bound Macadam (WBM) complying with Clause 404 and surfaced with a 20mm Open graded Pre-mix Surfacing (PMS) complying with Clause 511. A prime coat complying with Clause 502 shall be applied to the WBM surface and a tack coat complying with Clause 503 shall be applied to the existing bituminous sides of the hole before placing the PMS. For shallow potholes, depth less than 30mm, the patching work shall be carried out using PMS as necessary. For potholes depth upto 100mm Patching work shall be carried out using 75mm thick



WBM(GIII)/WMM and 20mm thick PMS, For pothole depth more than 100mm 150mm WBM(GIII)/WMM in two layers and 20mm thick PMS shall be used for patching. The materials shall be placed in layers and shall be compacted in layers with roller / plate compactor / hand roller / rammer to the compaction standards defined in the appropriate clauses of the specifications.

While placing the final layer (PMS), the mix shall be spread slightly proud of the surface so that after rolling, the surface shall be flush with the adjoining surface. If the area is large, the spreading and levelling shall be done using hand shovels and wooden straight edges. During the process of compaction, the surface levels shall be checked using a 3m straight edge.

B2.21.4 Replace Appendix 4 of MoRT&H Specification with the following Guidelines for selection of viscosity grade bitumen & Modified Bitumen

The viscosity grade bitumen shall be as per IS:73 for profile correction course and BM and the modified bitumen conforming to IRC-SP-53-2010 of suitable viscosity shall be used keeping in view of traffic load and climatic conditions for all other bituminous layers.



ADDITIONAL TECHNICAL SPECIFICATIONS

CLAUSE A-1 FILLING OF OPEN WELLS

Clause A-1.1 Scope

The work shall consist of removal and disposal of all unsuitable and obstructing materials, demolition of well lining, placing of selected materials in layers, and compaction in layers for filling of open wells originally used as sources for potable water. The work shall be carried out in accordance with the Specifications and as directed by the Engineer.

These specifications would be applicable for open wells over which the road embankments would be built. These would not be applicable for plugging of open wells, which are outside the limits of embankments. These open wells would require plugging using suitable materials so as to protect against contamination of water. These specifications would also not be applicable for filling of ponds and water reservoirs.

Classification of Wells

The open wells shall be classified as under:

i. Unlined

ii. Lined

The casing/lining of wells may be of masonry, burnt clay, concrete rings or any other type.

Clause A-1.2 Materials

The fill materials shall be sand, gravel, selected soil and such materials free from logs, stumps, roots, rubbish, compressible materials or any other ingredient likely to deteriorate, or affect the filling and shall be free from any hazardous material such as harmful chemicals, sewage etc., which could cause contamination of ground water. A mixture of sand and gravel would be acceptable as filling material because little settling would occur afterwards.

The types of material to be used shall be as per Table-1 and as directed by the Engineer.

Table-1: Material for Filling of Open Wells

S.

No.

Description Material Type

1. Well withstanding water

Mixture of sand and gravel upto 1.5m height below natural ground level. The selected granular soil with Plasticity Index (PI) < 6 for the remaining depth of well. To achieve the desired compaction, the top 1.5m shall be executed by lowering the standing water level by more than 1.5m below natural ground level.

2. Dry well with depth

Mixture of sand and gravel upto 1.5m height below natural ground level. The selected granular soil with Plasticity Index

(PI) < 6 for the remaining depth of well.



Note: (1) Materials for filling of wells of sizes less than 1m in diameter 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. In case of sand- gravel mixtures, the maximum particle size shall not be more than 75 mm. Sand-gravel mixtures with excessive amounts of gravel (>30%) shall not be permitted.

These should be capped with 300 mm thick M-15 grade PCC slab on granular material.

Clause A-1.3 Construction Operations

(a) Removal of Obstructing Materials

i) All debris such as pump, metal wires and rods, pipes, any other equipment, floating materials and logs, degradable and also not degradable materials that would cause incomplete filling of the voids shall be removed from the bed of wells so that the selected fill materials do not slump or settle afterwards. The removal and disposal shall also cover all plastic materials (e.g. used polythene bags, pipes etc.), sewage, dead animals, boulders etc. as directed by the Engineer.

ii) In case of lined open wells, the lining shall be dismantled up to the level of natural ground level or one metre in height, whichever is higher.

(b) Disinfect Standing Water in Open Wells

i) All open wells with standing water shall be disinfected to kill micro organisms. This can be accomplished using by adding chlorine bleach @ 5 litres of chlorine bleach for every 2,500 litres of standing water and as directed by the Engineer.

(c) Removal of Well Lining

i) The upper 1m of well casing/lining shall be removed when the fill material reaches within 1m of the existing ground surface.

(d) Placing and Compaction

i) The placing and compaction operations would commence after completion of the preceding tasks, (a) and (b), to the satisfaction of the Engineer.

ii) The fill material as specified in Table-1 above shall be placed in the well in layer of 500 mm using shovels and as directed by the Engineer. Dumping of materials from dump trucks and front-end loaders into the abandoned wells shall not be allowed.

iii) Each layer of fill material shall be compacted with the help of plate compactor or power hammer and as directed by the Engineer.



iv) Before allowing the next layer, it shall be ensured that the earlier layer is at the desired compaction and as directed by the Engineer.

v) It shall be ensured that no further consolidation/settlement takes place while in service after filling of open wells. The site over the filled open well shall be shaped as directed by the Engineer to stop ponding of water and also to absorb any settling of filling material.

vi) These should be capped with 300 mm thick M-15 grade PCC slab on granular material.

Clause A-1.4 Measurements

Measurement of well filling shall be in cum for finish work for the following items.

a) Mixture of sand, gravel and selected granular soil.

b) PCC M –15 grade.

Clause A-1.5 Rates

The contact unit rates for filling of open wells shall include removal of debris, dismantling of lining, cost of fill materials, machinery, labour, all compaction works, environmental protection works, if so directed by the Engineer, and disposal of unsuitable materials complete with all leads and lifts and as directed by the Engineer.

CLAUSE A-2 CHUTE DRAIN FOR HIGH EMBANKMENT SECTIONS

Scope

This work shall consist of construction of chute drain on the slope of the road embankment including erosion protection works at the locations and to dimensions shown on the Drawings or as directed by Engineer. Schedule of works shall be so arranged that the drains are completed in proper sequence with roadway to ensure that no damage is caused due to lack of drainage.

Materials

The drains shall be rectangular 300mm wide and 200 mm depth in cement concrete M-20 grade with foundation in M-15 grade concrete as shown in the drawings. The RCC work shall conform to the relevant clauses of these specifications.

Energy dissipation structures in M-20 grade shall be provided at the foot of the chute as shown in the drawings.

Dumped riprap for erosion protection at ground level shall be hard, unweathered and durable rubble stone of size 150 to 250mm.

Construction Operations

Excavation for fixing drain sections: At the locations where the chute drains are to be installed, a rectangular cut on the side slope of the embankment along the line of the chute drain shall be made in such a way that the RCC drain sections could be fixed snugly with their edges flush with the adjoining



embankment slope. The sloping bed of the drain shall be to a regular line and suitably compacted to provide a firm bed.

Fixing RCC Drains sections: The ends of the RCC drain sections shall be specially shaped to form a self-cantering joint. Fixing of the drain sections shall start from top of toe wall at the lower end and proceed towards the upper. The jointing space shall be filled with cement mortar (1 cement to 2 sand) mixed sufficiently dry to remain in position when fixed with a trowel or wooden rammer. Care shall be taken to fill all voids, and excess mortar shall be removed. All joints shall be made with care with interior surface of RCC sections. After finishing, the joints shall be kept covered and damp for at least 4 days.

Dumped Rip Rap: Dumped rip rap for erosion protection shall be placed above ground level at the lower end of the chute drain in such a way that the rip rap stones are not easily moved by water flowing down the chute drain.

Measurements for Payment

Chute drain shall be measured as length of drain sections placed in position in linear metre. Excavation and preparation of bed for the drain shall not be measured separately

Energy dissipation structures shall be measured in cum. Dumped riprap shall be measured as volume of the material placed in position in cu.m.

Rate

Rate for the different items of work shall be payment in full for completing the respective work including all materials, labour, equipment and incidentals.

Clause A-3 REINFORCED EARTH RETAINING STRUCTURES

Clause A-3.1 SCOPE

This work shall consist of Design, Engineering, Procurement and Construction of the Reinforced Earth Structures, Reinforced Soil, Mechanically Stabilised Earth or Similar Soil Reinforcing systems including supervision as per appropriate technology. The different types of structures shall be consists of Pre-cast concrete facia slabs/panels or hollow blocks, or as advised by the approved system manufacturer and Reinforcing elements such as galvanised steel strips, or Geosynthetic (geogrids/geotextiles) with accessories, fittings, drainage materials and backfill material.

Clause A-3.2 DESIGN AND ENGINEERING

The scope of work shall cover the supply of detailed design, engineering, submission of working drawings by the approved specialised supplier / manufacturer / agency for the works of Reinforced Earth Structures, Reinforced Soil, Mechanically Stabilised Earth or Similar Soil Reinforcing systems.

The design shall ensure internal and external stability of the reinforced soil wall, meeting the requirements of B.S. 8006-1995. The maximum Reinforcing element design load under working condition for 100 years design life shall be assessed by applying serviceability limits and ultimate limits, whichever is lower, as stipulated in B.S. 8006-1995.



Complete design calculations and Cross sections showing layout of reinforcement and other details such as drainage arrangements shall be provided. Cross sections shall be provided for approximately every 2m change in the height of the reinforced soil wall, and keeping in the view changes in reinforcement layout.

The designs and drawings shall be got approved from the Engineer before execution of work.

A technical representative of the approved supplier/manufacturer shall be present on site throughout during the casting and erection phases to ensure that the quality of the works performed by the Contractor is in accordance to the specifications. All expenses relating to his presence on site shall be borne by the Contractor.

Clause A-3.3 REINFORCING ELEMENT

The reinforcing elements shall be hot dip galvanised steel strips, or Geosynthetics Material (i.e., geogrid reinforcement or geotextiles reinforcement),or any other proprietary material which may be approved by the engineer and as indicated in the drawings.

Clause A-3.4 Hot Dip Galvanised Soil Reinforcing Strips and Tie Strips

High adherence hot dip galvanised soil reinforcing strips and tie strips. Shapes and dimensions of these elements shall be as shown on the approved drawings. Tie strips and high adherence reinforcing strips shall be hot rolled. Their physical and mechanical properties shall conform to European norm EN 10025 or equivalent IS 2062. Reinforcing the tie strips shall be hot-dip galvanised (not less than 140μ) to conform to the minimum requirements of ISO standard 1460 and 1461 equivalent to IS 4559.

Reinforcing Element and tie strips shall be cut to the lengths and tolerance shown on approved drawings. Holes for bolts shall be punched in the locations shown.

They shall be carefully inspected to ensure they are true to size and free from defects that may impair their strength or durability.

Clause A-3.5 Fasteners

Bolts and nuts shall be hexagonal in shape and high strength screw, conforming to European norm E25100 Class 10.9 or equivalent IS. They shall be 12mm in diameter 30mm in length hot-tip galvanised in conformity with ASTM A153 or equivalent IS.

Clause A-3.6 Geosynthetics.

The geosynthetic material shall be dimensionally stable and able to retain its geometry under construction stresses and have resistance to damage during construction, to ultraviolet degradation, and all forms of chemical and biological degradation encountered in reinforced soil structures. These effects must be determined by testing and analysis as it may cause deterioration of either the geosynthetics tensile strength or the geosynthetic/soil stress transfer mechanisms within the structure.



All quality control strength of geosynthetics must represent minimum average roll values (MARV) only (97.5% confidence limit). For testing of the tensile strength of the geosythetic material. ASTMD4595 shall be performed every 5000 square meters and test data for each lot of material shall accompany shipments. Samples of geosynthetics to be used for the project shall be submitted along with documentation notarised by the manufacturer that the material meets the project specification. Approval of the material by the owner/owner’s engineer will be required prior to delivery of the material to site.

Since geosynthetics are manufactured from plastics (polymers), which are viscoelastic in nature, they are susceptible to creep or long term deformation within the structures in post construction stages. Creep of polymer is primarily dependent on the soil ambient temperatures. The manufacturers of geosynthetics materials must be able to supply creep test data/results for the period of minimum 10 years over a temperature of 40°C minimum. (Facing temperature attained in most tropical Indian climates/locations where geosynthetics is connected to the modular block or facia panel). The post construction strains in geosynthetics must be restricted below 1.0% for approach highway retaining walls and 0.5% for abutments (mixed or pure type) to meet serviceability state requirements.

The manufacturer / supplier of geosynthetics material must conduct site specific tests to assess the potential for construction damage and strength loss in geosynthetics based on the quality of backfill soil, compaction equipment and efforts utilised and type of geosynthetic proposed for use. The same shall be accounted in the design as partial factor of safety from construction / installation damages.

Specific chemical compatibility tests to account for adverse effects of pH, chemical, aqueous solutions of salts, acids and alkalis etc. at soil ambient temperature of 40°C (facing temperature) for site specific backfill soils shall be conducted and accounted in the design as partial factor of safety from chemical degradation on geosynthetics.

Special measures must be adopted to ensure that risk from fire hazards and there by release of toxic fumes are eliminated and the same be accounted for in the detailed proposal for ensuring structural integrity of the construction.

The manufacturer/supplier of the geosynthetic – precast concrete facing system(block/panel) as appropriate, must conduct test results to sustainable the choice of interaction properties (direct sliding and bond coefficients) with site-specific backfill materials in design calculations.

In no cases must interaction coefficients more than 0.9 and 0.8 respectively be used in the design for the backfill properties specified in this document in accordance to GR1-GG5 test requirements for geogrids and in accordance GR1 – GT6 test requirement for geotextile.

No joining along principal stress direction in geosynthetics (with fasteners or connectors) shall be permitted.



ClauseA-3.7 Geogrid Reinforcement

The geogrid shall be made from high molecular weight, high tenacity polyester (PET) or high-density polyethylene (HDPE).

Polyester geogrids shall be manufactured by the weaving in tension process and coated with a protective latex or PVC to maximise the resistance to creep, hydrolysis, pH and enhance durability during construction and in service.

Minimum mass per unit area (ASTM D5261) of polyester geogrids shall be 225GSM. The roll width shall be minimum 5.0 m.

High density polyethylene geogrids shall be manufactured by extruded, drawn sheets and by punched and orientation process in one direction so that the resulting ribs shall have a high degree of molecular orientation, which is continued through the integral transverse bar. It shall contain adequate stabilisers to enhance stability to environmental stress cracking (ESC), photo oxidation (UU exposure) and thermal oxidation. HDPE geogrids must process 100% junction efficiency of QC strength (in accordance to GR1-GG2-87 test requirements) between longitudinal ribs and transverse bars for efficient load transfer mechanism. Minimum mass per unit area (ASTM D5261) of HDPE geogrids shall be 500 gms. The roll width shall be minimum 5m.

ClauseA-3.8 Geotextile Reinforcement

Geotextile shall be made from woven high quality polypropylene (PP) or polyester (PET) fibres. They shall be manufactured from weaving process. The manufacturer of geotextile by this process will give rise to warp direction (the direction of fabric is being made, or long direction), weft or fill direction (the cross direction, or short direction), and selvedge (edges of the fabric where the weft yarns reverse direction and gather the outer warp yarns on each side of the fabric).

The geotextile must possess maximum resistance to creep, hydrolysis, and environmental stress cracking (ESC), photo oxidation (UU exposure), thermal oxidation and installation damages as per ASTM guidelines. Geotextile must possess sufficient permeability of prevent build-up of hydrostatic pressures in the reinforced soil mass. Minimum mass per unit area (ASTM D5261) of geotextile shall be 350 gms.

ClauseA-3.9 Partial Factors

Partial factors as specified in BS 8006: 1995 shall be used to calculate the long term design strength of geosynthetic materials of any type proposed to be used as reinforcement.



Table 3100.1 Default Partial Factors

Minimum partial FOS for Calculation of 100 years long term design strength (TD) in accordance with BS 8006:1995

requirements

HDPE based

geogrids

PET based

geogrids

Woven PP

based

geotextiles

Woven

PET based

geotextiles

1. Partial FOS for creep deformation [Tu/Tcs]

No Default factors allowed for values of partial actor for creep. Manufacturer shall provide values certified by independent testing /certifying agency.

Partial factor for creep at 40ºC shall be used for determining the long term design strength and in evaluating long strain of geosynthetic reinforcement in retaining walls and abutments as specified in BS 8006-1995.

2. Partial FOS for variations in manufacture from control specimens (fm 11)

1.0

(use only MARV)

1.0

(use only

MARV)

1.0

(use only

MARV)

1.0

(use only

MARV)

3. Partial FOS for extrapolation of creep test data (fm 12)

1.10

(10 years creep test

results at 40°C)

1.10

(10 years

creep test

results at

40°C)

1.15

(10 years

creep test

results at

40°C)

1.15

(10 years

creep test

results at

40°C)

4. Partial FOS for construction /installation damage (susceptibility to damage) [fm 21]

1.18 1.22 1.83 2.44

5. Partial FOS for potential chemical (at 40°C) and biological degradation.

(Environment) [fm 22]

1.10 1.15 1.10 1.15

In all cases, the long term design strength (LTDS) shall be calculated by using the values of material partial factor of safety based on 100 years service design life. All partial factors for any type of geosynthetic material proposed in the reinforced soil systems shall be provided by the manufacturer, and these shall be certified by a competent Independent certifying agency. Provision of such certificate is required before approval for the material is accorded by the Engineer.



In the absence of values of partial factors as per BS 8006-1995, as specified above, the minimum partial factors as given in table 3100.1 shall be used in the design, as default values, except for creep. No default value for partial factor for creep shall be allowed and it is mandatory for the geosynthetic material supplier to provide certified values of partial factors for creep as per BS-8006-1995 requirements.

ClauseA-3.10 Certification, Stress - Strain Properties

Mechanical properties of the geogrid shall be verified in accordance with EN-DIN18200 or equivalent standard by both internal quality assurance testing and external quality control and assurance by an independently authorised and accredited laboratory. Tensile strength and strain of geogrid shall be tested in accordance with EN ISO 10319 or equivalent standard.

A British Board of Agreement certificate shall be submitted stating that the geogridis certified for use as a soil reinforcement geogrid. The production of the geogrid shall be EN ISO 9001 certified.

Strain at nominal strength (wide width tensile strength) as per EN DIN ISO 10319

(or equivalent standard) shall be:

longitudinal = max. 12.5%

transverse = max. 12.5%

The total warp strain (including creep) at 10,000 hrs loading shall not exceed 8% at 50% of ultimate tensile strength.

ClauseA-3.11 FACIA MATERIAL

The Facia material shall be Pre-cast Reinforced concrete slabs/panels, or Pre-cast cement concrete hollow blocks or any other proprietary material that may be approved by the engineer and as indicated in the drawings

ClauseA-3.12 Pre-cast Reinforced Concrete Slabs/Panels.

Pre-cast Reinforced Concrete Slabs / Panels shall conform to the details and dimensions shown on the approved drawings. The grade of Concrete shall be minimum M-35 and shall conform to the requirements contained in Section-1700 “Structural concrete” of the MoRT&H Specifications. Reinforcement shall be placed as shown on the drawing and shall conform to the requirements specified in Section-1600 of the MoRT&H Specifications.

ClauseA-3.13 Casting

The elements shall be cast on a flat area. Connecting pins, PVC pipes and lifting anchors etc., shall be set in place to the dimensions and reinforcing elements guides shall be set on the rear face, prior to casting. The concrete in each unit shall be placed without interruption and shall be compacted by the use of an approved vibrator supplemented by such hand-tamping as may be necessary to ensure that the concrete reaches into the corners of the forms and prevent formation of air pockets or cleavage planes.



ClauseA-3.14 Curing

The pre-cast elements shall be cured for a sufficient length of time as approved by the Engineer so that the concrete develops the required compressive strength. Only fresh potable water shall be used for curing.

ClauseA-3.15 Removal of Forms

The forms shall remain in place until they can be removed without damaging the elements. The scheme of removal of formwork shall be as per relevant MORT&H Specifications.

ClauseA-3.16 Scribing

The date of manufacture and batch number shall be clearly scribed on the rear face of each unit.

ClauseA-3.17 Concrete Finish

The front (exposed) face of the elements shall have the finish approved by the Engineer and painted with cement based waterproof paint. The rear face shall have the finish of unformed surface and shall be roughly screened to eliminate open pockets of aggregates.

ClauseA-3.18 Tolerance

All elements shall be manufactured within the following tolerances:

All dimensions within : ± 5 mm

Evenness of the front face : ±5 mm over 1500 mm

Difference between lengths of two diagonals : 10 mm max.

Thickness : ±5 mm

ClauseA-3.19 Handling, Storage and Transporting

All elements shall be handled, stored and transported in such a manner as to eliminate the danger of chipping, cracking, fracture and excessive bending stresses. Elements in storage shall be supported on firm blocks to be located adjacent to the reinforcing elements to avoid their bending.

ClauseA-3.20 Acceptability

Acceptability of the precast elements shall be determined on the basis of compression tests, as per MORT&H Specifications and visual inspection. A minimum of one sample of 6 cubes shall be taken for each lot of 5 cubic metre of concrete or part thereof produced per day. 50% of these cubes shall be cured in the same manner as the elements and tested to determine when the elements can be placed in the structure. Elements shall be acceptable for placement in the structure if the strength at 7 days, or before, exceeds 75% of the 28 days requirements.

ClauseA-3.21 Rejection

Elements shall be subject to rejection in case of failure to meet any of the requirements specified above. In addition, defects indicating imperfect moulding, honey combing or open textured concrete, shall be sufficient cause for rejection.



ClauseA-3.22 Pre-cast Cement Concrete Hollow blocks.

The facia material of geosynthetic reinforced soil retaining wall shall be modular concrete block units, as alternate to discrete slab/ panel facing.

Pre-cast Cement Concrete blocks shall conform to the details and dimensions shown on the approved drawings. In case of hollow blocks, the outer side of the block have a minimum thickness of 95mm and inner side 50mm. The hollow area shall not exceed 40% of the cross sectional area of the block. The grade of Concrete shall be minimum M-35 as per IRC guide lines and the minimum depth (perpendicular to wall) of these units shall be 300mm.

ClauseA-3.23 Casting

Modular concrete facing units will be manufactured by dry casting process by fully automatic block making machine to ensure consistent quality of concrete, dimensional tolerance, good finish and aesthetic appearance.

Clause A-3.24Curing

The pre-cast blocks shall be cured for a sufficient length of time as approved by Engineer so that the concrete develops the required compressive strength. Only fresh potable water shall be used for curing. Steam curing is desirable

Clause A-3.25Scribing

The date of manufacture and batch number shall be clearly scribed on the rear face of each unit.

Clause A-3.26Concrete Finish

All units shall be sound and free of cracks or other defects that would interfere with the proper placing of the unit or significantly impair the strength of permanence of the construction. Any block units with cracks or chips observed during construction shall be rejected from use

Clause A-3.27Tolerance

Modular concrete block units dimensions shall not differ more than + 2.5mm except height, which shall differ more than + 1.5mm. Modular concrete block units shall match the colour, surface finish and dimension for height, width, depth and batter not exceeding 1 in 40 to vertical.

Clause A-3.28Handling, Storage and Transporting

All elements shall be handled, stored and transported in such manner as to eliminate the danger of chipping, cracks, fracture and excessive breaking stresses.

Elements in storage shall be supported on firm blocking.

Clause A-3.29Acceptability

Acceptability of the pre-cast element shall be determined on the basis of compression tests, as per MORT&H Specifications and visual inspection. A minimum of one sample of 6 cubes shall be taken for each lot of 5 cubic meters or part thereof producer per day. 50% of these cubes shall be cured in the same manner as the elements and tested to determine when the elements can be placed in the structure. Elements shall be acceptable for placement in the structure if the strength at 7 days, or before, exceeds 75% of the 28-day requirements.



Clause A-3.30BACKFILL MATERIAL

The Backfill Material used in the Reinforced Earth Structures, Reinforced Soil, Mechanically Stabilised Earth and similar soil reinforcing systems shall be granular material, free from organic or otherwise deleterious materials and shall conform to the following mechanical and physical-chemical requirements.

Clause A-3.31Mechanical requirements

Sieve Size Percentage Passing

250mm 100 %

100mm >75 %

# 200 <15 %

Plasticity Index shall not exceed 6.

Coefficient of uniformity Cu = (D60/D10) ≥2

The fill material shall have a peak effective friction angle of not less than 32º tested as per Annexure C, BS-8006-1995.

Clause A-3.32Physical-chemical requirements

In case metal reinforcements are used, fill materials with a resistivity of 5000Ωcm or more, are readily acceptable, based on a standard test as directed by the Engineer.

Materials with resistivity less than 1000 Ωcm are inadequate and shall not be used except as specified in Clause 3100.5.4 below.

Materials with resistivity between 5000 and 1000 Ωcm are acceptable provided that in water extracted from soil-water mix, the content of chlorides does not exceed 200 PPM, the content of sulphates does not exceed 1000 PPM, and pH value is in the range of 5 to 10.

The foundation soil physical-chemical requirements shall also meet the above criteria. If not, special consideration will be given to the design of Reinforcing element and Facia material.

Clause A-3.33Testing

For every 300 Cum. of backfill material, or whenever the approved source is changed, one sieve analysis and one measurement of resistivity shall be carried out for acceptance.

Clause A-3.34Materials not conforming to the above

Materials not conforming to the above requirements may be used with the written consent of Engineer after carrying out tests. Such materials shall be tested for their functional properties to ensure that they are consistent with the parameters used in the design calculations.

Clause A-3.35CONSTRUCTION OPERATIONS

The construction of Reinforced Earth Structures, Reinforced Soil, Mechanically Stabilised Earth or similar soil reinforcing systems shall carried out in accordance with the specifications and in conformity with the lines, grades, design and dimensions shown on the approved drawings.



Clause A-3.36Excavation

The Plan area of the of Reinforced Earth Structures, Reinforced Soil, Mechanically Stabilised Earth or similar soil reinforcing systems shall be excavated in accordance with the requirements of General and Special Specifications and in reasonably close conformity to the limits and construction stages as shown on the approved drawings.

Clause A-3.37Foundation Preparation

The foundation shall be graded level for a width equal to or exceeding the length of reinforcing elements or as shown on the drawings. Prior to wall construction, if required by the Engineer, the foundation shall be compacted with a smooth wheel vibratory roller. Any foundation soils found to be unsuitable shall be removed and replaced.

Clause A-3.38Levelling Concrete

A levelling course of concrete pad shall be provided under walls and seat beams (for bridge abutments). Such concrete shall have a minimum grade of M-20.

Maximum size of aggregates shall be 20 mm. The pad shall be cured for 24 hours at least before placing of the panels

Clause A-3.39Erection of Facia Material along with Reinforcing element

The erection of Reinforced Earth Structures, Reinforced Soil, Mechanically Stabilised Earth or similar soil reinforcing systems shall be of pre-cast concrete facia slabs/panels or hollow blocks and reinforcing elements which may be of galvanised steel strips, or Geosynthetics and in conformity with the lines, grades, design and dimensions shown on the approved drawings.

Clause A-3.40Concrete facia slabs/panels and Reinforcing steel strips.

Pre-cast concrete slabs/panels shall be placed vertically with the aid of a lightcrane. For erection, panels are handled by means of lifting devices set into the upper edge of the panels. Panels shall be placed in successive horizontal lifts in the sequence shown on the drawings as backfill placement proceeds.

Shapes and dimensions of the reinforcing elements shall be as shown on the approved drawings. Protective coating material shall be got approved by engineer.

As fill materials is placed behind a panel, the panels shall be maintained in vertical position by means of temporary wooden wedges placed in the joint at the junction of the two adjacent top rows of panels during construction. As construction proceeds, and a fourth row is erected, the lowest row of wedges can be removed and so on.

Fillers of vertical joints between panels shall be flexible open cell polyurethane foam strips or non-woven fabric strips (the latter used as joint cover instead of filter) as approved by the Engineer. Bearing pads for horizontal joints between panels shall be made of elastomer with vulcanised EPDM.



Clause A-3.41Cement Concrete block units with Geogrid reinforcement

These units will be dry stacked (without mortar) one over the other in a running bond configuration, vertically. Adjacent units shall be connected by dowels or shear pins to ensure positive connection with the reinforcing geosynthetic.

Tongue and groove type connections are also acceptable. Hollow area in the blocks shall be filled with aggregate of 10 to 18 mm nominal size during constructions.

Dowels or pins used by the retaining wall supplier to interconnect block units shall consist of a non-degrading polymer or galvanised steel and be made for the use with the block unit supplied.

All materials shall be installed at the proper elevation and orientation as shown in the wall details on the construction plans or as directed by the Engineer. The drawings shall govern in any conflict between the two requirements.

Broken chipped, stained or otherwise damaged units shall not be placed in the wall unless they are repaired and the repair method and results are approved by the Engineer.

The spacing between primary reinforcing geosynthetic shall not be more than 600mm or two block units, whichever is greater.

Overlap of the geogrid in the design strength direction shall not be permitted. The design strength direction is that length of geogrid reinforcement perpendicular to the wall face and shall consist of one continuous piece of material. Adjacent sections of geogrid shall be placed in a manner to assure that the horizontal coverage shown on the plans is provided. A minimum 100mm overlap shall be allowed between adjacent roll widths.

Geogrid reinforcement should be installed under tension. A nominal tension shall be applied to the reinforcement and maintained by staples, stakes or hand tensioning until the reinforcement has been covered by at least 200mm of soil fill.

Clause A-3.42 Backfill Placement and Compacting

The reinforcing elements shall be laid free from all kinks, damage and displacement during deposition, spreading, levelling and compaction of the fill.

The programme of filling shall be such that no construction plants runs directly on the reinforcement.

Water of minimum resistivity exceeding 700 Ωcm shall be used for compaction.

Compaction of backfill material shall be 100% Proctor density for 1 metre depth below road crust and 95% of Proctor Density for remaining portion of fill materials.

All construction plant having a mass exceeding 1000 kg shall be kept at least1.5m away from the face of slope or wall. In this area (upto 1.5m from the face ofslope or wall), following compaction plant shall be used:



Vibratory roller having a weight per meter width of roll not exceeding 1300kg, with total weight not exceeding 10,000 kg.

Vibratory plate compactor of maximum weight 1000 kg. Vibro tamper having a weight not exceeding 75 kg.

Compaction by any other method like using dozer or back blade compaction by dozer or excavator bucket shall be permitted with due approval from the Engineer after ascertaining the level of compaction so achieved.

During construction of reinforced fill, the retained material beyond the reinforcement at the rear or the structure shall be maintained at the same level as reinforced fill.

The compacted layer shall not be more than 200 mm, to achieve compaction of 95% of maximum laboratory dry density where measured as per IS: 2720 (Part 8).

Temporary formwork shall be used to support the construction as per specified details given in the drawing. The forms, scaffolding and props shall be sufficient in numbers to allow taking up of a sectoral construction schedule specified in the design.

Clause A-3.43Drainage Fill Placement.

Drainage fill shall be placed to the minimum finished thickness and widths shown on the construction plans or as modified by the Owner’s Engineer.

The drainage collection pipe shall be a perforated or slowed PVC or corrugated HDPE pipe. The pipe and drainage aggregate may be wrapped with a geotextile that will function as a filter. Outlets shall be provided at suitable locations.

Clause A-3.44Cap Block Placement.

The cap block and or top concrete block unit shall be bonded to the modular concrete block units below using cap adhesive.

Clause A-3.45Concrete Crash Barrier

Concrete crash barrier including friction slab shall be provided in RCC M 40 grade as per approved drawing and as directed by the Engineer.

Clause A-3.46GUARANTEE

The guarantee period for all types of Reinforced Soil Retaining Structures shall be ten (10) years from the date of completion of flyover, underpass, overpass, interchange, bridge works irrespective of defect liability period specified elsewhere in the tender document. The contractor(s) shall furnish the guarantee bond as directed by the Engineer-in-Charge.

Clause A-3.47MEASUREMENT FOR PAYMENT

The measurement for Reinforced Earth Structures, Reinforced Soil, Mechanically Stabilised Earth or similar soil reinforcing systems shall be of Reinforced Soil Retaining Wall shall be measured as follows:

a) Measurement for Facia Material (Panel/ Slab or Blocks) shall be in Sq.metres. This shall be measured on each face of the ramp and closing wall from top of the levelling concrete to bottom of the crash barrier.



b) Measurement of Backfill Placement and Compacting shall be in Cu. metres. This shall be measured separately by taking cross sections at intervals in the original position before the work starts and after its completion.

c) Measurement for concrete crash barrier including friction slab shall be in cubic metres and for TMT reinforcement shall be in Tonne.

The payment for Excavation, Foundation concrete, Reinforcing element, fasteners, filter media, drainage layer, drainpipe, coping beam and other accessories shall not be made separately. It is deemed to have been included in the Facia Material rates for these items.

However the payment for subgrade and granular Sub-base shall be measured and paid under the respective items.

Clause A-3.48RATES

a) The contract unit rates for the items of Facia Material and Backfill

Placement shall be the payment in full for carrying out the required operation including full compensation for:

1. Cost of detailed design, engineering and preparation of working drawings

2. Patentee charges (if any) and supervision by the specialized supplier/manufacturer /agency.

3. Cost of all labour charges, material cost, all transportation costs and storage of the same.

4. Cost for necessary temporary form works, scaffolding, traffic diversion and all leads and lifts.

Rate for Back fill shall include compaction as desired in requisite layers through mechanical means, cost of hire or labour for plant operations, dressing and levelling slopes, including special measures for edge reinforcement as shown in the drawings.

CLAUSE A-4 CONTROLLED BLASTING

Clause A-4.1 GENERAL

The specifications for excavation in rock are covered by MoRT&H “Specifications for Road & Bridge Works” (4th revision 2001), vide section 300. The following specifications are additional and supplementary to the same.

Clause A-4.2 CONTROLLED BLASTING

Whenever required by the Engineer, the rock blasting shall be controlled so that vibration generated during the blasting does not cause damage to the building and installation around built up areas. Similarly, the rock pieces should not fly off the pits and thus damage the buildings and installation and life and limb of people around. Apart from the general precautions mentioned in the MoRT&H specifications, following protective measures and limits for use of explosives are suggested as guidelines.



Clause A-4.3 PROTECTIVE MEASURES

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. Mild steel plate of minimum 6 mm thickness.

c) Reinforcement rod mesh not less than 20 mm dia at 150 mm centers in both directions shall be placed over the steel plates.

d) Steel plate and reinforcements shall be inspected after every blasting operation and all twists shall be removed before reuse to the satisfaction ofthe Engineer.

e) The thickness of the covering plate and the kind of dead weight is to be duly approved by the Engineer.

When blasting is necessary adjacent in partially of completely built structures the contractor shall take all precautions necessary to prevent flying rock from causing damage to the structures.

Clause A-4.4 BLASTING WITHIN CERTAIN LIMITS

No blasting shall be allowed for any of the excavation until freshly placed concrete of nearby structures has reached a minimum strength of 7 MPa.

Normally, blasting shall be resorted to only after 7 days of concreting work in case of OPC (10 days in case of PPC) in adjacent structures.

In no case shall blasting be allowed closer than 15m to any structure after concrete placing has started.

When minor blasting is necessary after concrete placing has started in any structure, the maximum size of charge for distance from 100m and above shall be limited to the following:

Distance in m Safe particle velocity 10mm/sec. Charge in kgs per

delay

Safe particle velocity 3 mm/sec. Charge in kgs

per delay.

100 10.7 2.6

150 24.2 5.8

200 43.0 10.3

250 67.3 16.7

300 96.9 23.2

350 131.9 31.6

400 172.3 41.2

450 218.2 52.2

500 269.3 64.5

Any deviation in the above-recommended limits will be adopted only after the specific approval of the Engineer. The contractor shall submit the scheme with charges and delays he proposed to use for blasting, for approval of the Engineer.



It is generally recommended that where the blasting is to be done, 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 by blasting whether to permanent or temporary structures and shall replace or repair the structures at his own cost.

Clause A-4.5 PRECAUTIONS AFTER BLASTING

After the blast, the supervisor must carefully inspect the work and satisfy himself that all the charges have exploded. After the blast takes place in underground works, the workmen shall not be allowed to go to the face till toxic gases have disappeared from the face.

If it is suspected that part of the blast has failed to fire or is delayed, sufficient time shall be allowed to elapse before entering the danger zone. When fuse and blasting caps are used, a safe time should be allowed and then the supervisor alone shall leave the shelter to inspect the blasting zone.

None of the drillers are to work near the misfired hole until one of the two following operations have been carried out by the Supervisor:

Either (i) the Supervisor should very carefully (when the tamping is of damp clay) extract the tamping with a wooden scraper or jet of water or compressed air (using a pipe of soft material) and withdraw the fuse with the primer and a fresh detonator with fuse should be placed in these holes and fired out, or (ii) the hole may be cleared of 30 cm of tamping and its direction then be ascertained by placing a stick in the hole. Another hole may then be drilled at least 60 centimeters away and parallel to it and about 30 cm less in depth, this hole shall them be charged and fired. The balance of the cartridges and detonators found in the muck shall be removed.

Before leaving his work, the Supervisor of the concluding shift shall inform the Supervisor of the relieving shift of any case of misfires and should point out the position with a red cross denoting the same and also stating what action, if any, he has taken in the matter.

The Supervisor should also at once report at the office of the Contractor and the Engineer all cases of misfire, the cause of the same and what steps were taken in connection with these.

The names of the day and night shift Supervisors must be noted daily in the Contractor’s office.

If a misfire has been found to be due to a defective detonator of dynamite the whole quantity or box from which the defective article was taken, must be thoroughly inspected by the Contractor.

Drilling in holes not completely exploded by blasting shall not be permitted.

Clause A-4.6 PERSONNEL

Excavation by blasting will be permitted only under the personal supervision of competent and licensed blasters and trained workmen.

All supervisors and workmen in-charge of preparation, handling, storage and blasting work shall be adequately insured by the Contractor.



Storage shall be in charge of a very reliable person approved by the Engineer, who may, if necessary conduct police enquiries as to his reliability, antecedents etc. The contractor shall have to produce a security for the person in-charge of the explosives, if and when required by the Engineer, of the civil authorities of the district.

The Contractor shall make sure that his supervisors and workmen are fully conversant with all the rules to be observed in storing, handling and use of the explosives. It shall be ensured that the supervisors in charge are thoroughly acquainted with the details of the handling of explosives and blasting operations.

CLAUSE A-5 INTER LOCKING CONCRETE BLOCKS

Clause A-5.1 Scope

The scope of work involves laying of interlocking concrete blocks laid on 300 mm thick prepared sand bed conforming to IRC: SP: 63 and as directed by Engineer. The shape of blocks, the source of supply, the methodology for laying of blocks shall be got approved from Engineer.

Clause A-5.2 Unit of measurement

The unit of measurement shall be the area of the finished item of work of interlocking blocks measured in plan in sq m.

Clause A-5.3 Rate

The unit cost includes full compensation for laying the sand bed and laying the interlocking tiles including the cost of sand and tiles.

CLAUSE A-5A Inter locking paver blocks for Raised Pedestrian Crossing

Clause A-5A.1 Scope

The scope of work involves laying of interlocking Paver blocks of 75mm thick conforming to IRC: SP: 63 laid on 50 mm thick prepared sand bed. M-30 grade Precast Concrete blocks of size (400x100X150) mm for lateral support and Bituminous Concrete ramp as per drawing on either side and as directed by the Engineer. The shape of paver blocks, the source of supply, the methodology for laying of blocks shall be got approved from Engineer.

Clause A-5A.2 Unit of measurement

The unit of measurement shall be the area of the finished item of work of interlocking Paver blocks including M-30 grade Precast Concrete blocks and Bituminous Concrete ramp on either side measured in plan in sq m.

Clause A-5A.3 Rate

The unit cost includes full compensation for laying the sand bed, laying the interlocking Paver blocks, M-30 grade Precast Concrete blocks and Bituminous Concrete ramp including the cost of sand, interlocking Paver blocks, M-30 grade Precast Concrete blocks and forming Bituminous Concrete ramp on either side complete.



CLAUSE A-5B Over head sign for Raised Pedestrian Crossing

Clause A-5B.1 Scope

The scope of work involves excavation for foundation, Plain Cement Concrete foundation, including base plate with nut and bolt of 25mm dia, 100mm square MS pole of 5mm thick including painting of approved quality, colour and 150 Watts Metal Hallide Luminaire with 2 nos of Cautionary warning signs (Triangular 900 sides) for each pole including lighting and other electrical installation as per drawing.

Clause A-5B.2 Unit of measurement

The unit for measurement shall be per pole including compensation for all items of work as specified above and as per the drawing for finished item of work.

Clause A-5B.3 Rate

The unit cost includes full compensation for excavation for foundation, Plain Cement Concrete foundation, including base plate with nut and bolt of 25mm dia, 100mm square MS pole of 5mm thick including painting of approved quality, colour and 150 Watts Metal Hallide Luminaire with 2 nos of Cautionary warning signs (Triangular 900 sides) for each pole including lighting and other electical installation as per drawing.

CLAUSE A-6 GRATING ACROSS DRAIN

Clause A-6.1 Scope

The scope of work includes provision of mild steel gratings across drain provided near petrol pumps, service stations and other locations as directed by Engineer. The material used for grating and welding procedure should conform to Cl 1900 and the dimensions of the steel flats used in the gratings should conform to the drawings or as directed by Engineer. Suitable anti-theft mechanism as approved by Engineer has to be provided for the gratings.

Clause A-6.2 Unit of measurement

The unit of measurement shall be area of the finished grating measured in Sq. m.

Clause A-6.3 Rate

The unit of payment shall be full compensation for the cost of material, fabrication, welding, and transportation to site and installation including the cost of anti theft mechanism.

CLAUSE A-7 TRAFFIC MANAGEMENT AND SAFETY DURING CONSTRUCTION OPERATIONS

Cluster of red markers

Scope: The scope of work includes installation of posts carrying cluster of red markers of the type approved by Engineer at the locations specified by Engineer.

Measurement for payment: Shall be made in number of posts with cluster of red markers fixed at site



Rate: For each post with cluster of red markers shall be the full compensation for furnishing all labour, materials, tools, equipment for manufacturing, supplying and fixing at site and all other incidental costs to complete the work as directed by Engineer.

Clause A-7.1 Construction Works Involved in the Project

The following broad types of construction works which will have impact on movement of public traffic are involved in the project.

Widening of existing two lane Highway to four lane divided cross section in rural stretches with concomitant widening of bridges and cross drainage structures.

Widening the urban stretches of the Highway to 4 lane divided cross section including provision of service roads and widening of related drainage structures.

Prior to start of the construction work at the site, the Contractor shall prepare a detailed traffic management and safety program tailored to the works program proposed by him and get the same approved by the Engineer. The works program should be based on the following sequencing of operations:

Clause A-7.2 Widening of rural stretches

Widening of rural stretches may involve the following two cases;

Construction of the new 2 lane carriageway by the side of the existing carriageway separated by the median. In such cases, the new carriage way should be taken up for construction while the traffic is allowed to use the existing carriageway. After work on the new carriageway short of BC wearing course is completed, the traffic should be diverted on to it when work on widening and strengthening of the existing carriageway should be taken up. During both the situations, connection between the 2 carriageways shall be provided for movement of construction traffic.

Symmetrical widening of the existing carriageway in hilly areas or at locations where adequate space for eccentric widening is not available. For this situation, widening of the existing carriageway to a level in line with the existing pavement should be taken up for one side at a time. During this period, public traffic should be passed over the existing carriageway with due barricading of the construction area.

Work on constructing the central median should be taken up after widening on both sides is completed. The final strengthening/ wearing course should be applied on one carriageway at a time while traffic is diverted on to the other carriageway.

Clause A-7.3 Widening in Urban Structures

Construction of the services roads and the covered drains should be taken up in the first instance when public traffic will continue to use the existing carriageway. After the completion of the service road short of the final wearing course, traffic should be diverted on to these, when work on widening and strengthening of the existing carriage way should be taken up.

During both situations, connection between the main carriageways and the service roads should be provided for facilitating movement of construction



traffic, and for cross over to public traffic from the sections under construction to normal or completed sections.

Clause A-7.4 Traffic Management and Safety

Any construction activity on the project will pose a hazardous situation to the road users. For least disturbance to safe passage of public traffic appropriate traffic management and safety measures should be adopted throughout the construction period. In this regard, the construction zone in which conflict from safety angle may arise between the road users on one hand and the construction activities on the other shall be divided into 4 sub zones, and safety measures as appropriate for each subzone shall be ensured. The subzones and the safety measures to be adopted therefore shall be as described hereunder:

a. Advance Warning Zone

This warning sub-zone is meant to inform, alert and prepare the approaching driver well in advance by providing information regarding the distance and extent/type of hazard ahead so that he is able to reduce the speed and be in readiness to carry out the necessary manoeuvres as he meets with the changed situation. For the operating speeds on the project road, length of this sub-zone shall be 100mtr. and 500m, in plain and hilly terrain respectively. Information in this sub-zone will be conveyed through a series of traffic signs, which will include "Men at Work" and the speed reduction signs at the start and middle of this sub-zone.

b. Transition Sub-Zone

This sub-zone is the area in which the traffic is steered and guided into and out of the diverted path around the work sub-zone. This is the most crucial subzone from safety angle as vehicles have to be guided on to the diverted path, and most of the movements will be of turning type. The elements for designing this sub-zone are speed of the vehicles, extent of lateral shift and elevation difference between the normal and the diverted paths. The essential safety measures shall include delineation of the travel path and prevention of wayward movements of vehicles by means of barricades, channelizers, red cones, red lamps during hours of darkness etc., as appropriate.

In the design of this sub-zone adequate attention shall be paid for providing necessary turning radius of the curves, grade to permit for safe passage of animal driven vehicles, drainage and dust-proofing. Where necessary traffic control shall be effected through manual flagging and by battery operated traffic lights during hours of darkness. Where vehicles have to wait, the waiting area shall be demarcated by stop lines. Length of the sub-zone will generally be between 50 and 100m.

c. Work Sub-Zone

This is the area where construction activity takes place, and the main concern relates to safety of workers as also prevention of public traffic from entering the work area. In this sub-zone, path of traffic shall be clearly delineated to avoid intrusion of public traffic moving on to the work area or construction equipment moving on to the public traffic. It



shall be ensured that adequate distance is available between 2 consecutive work zones (2 km. on urban section and 5-10 km. in rural sections) so that vehicles get sufficient breather

space for overtaking slow vehicles, lane adjustment etc. Traffic across this sub-zone shall be guided through with the help of various traffic control devices, such as signs, delineation of travel path by cones/drums, barricades, luminous tapes etc. as appropriate.

d. Termination Sub-zones

The sub-zone is intended to inform the road users of the end of the construction zone. This shall be effected through suitable informatory sign boards.

Clause A-7.5 Traffic Control Devices

Traffic control devices in the construction zones perform the crucial task of warning, informing and alerting drivers apart from guiding the vehicle movements so that the drivers of the vehicles as well as the workers on site are not faced with situations posing surprise/hazard, and safe passage to traffic is effected.

The primary traffic control devices used in work sub-zones are signs, delineators, barricades, cones, pylons, pavement marking, flashing lights etc. They shall be such that they are easily understood without any confusion, are clearly visible during day and night, conform to the prevailing speeds in immediate vicinity, stable against sudden adverse weather conditions and are easy in installation, renewal and maintenance. Broad details of the different devices are hereunder:

a) Signs

The construction signs fall into 3 major categories namely, regulatory signs, warning signs and guide or informatory sign as defined and detailed in IRC:67-1977, Code of Practice for Road Signs. These signs shall be placed on the left hand side of the travel path. The common Regulatory signs used in the construction zones are "No Entry", "Road Closed", "Speed Limit" etc. These shall be used in consultation with the local police and / or authorities.

The warning signs to alert the drivers of the possible danger ahead in the construction zones are "Lane Closed", "Diversion to other carriageway","Divided carriageway Starts", "Divided carriageway Ends", “Two wayTraffic" etc. It will be advisable to explain the signs with the help of arectangular definition plate of size of appropriate to the size of warning triangle and placed 0.15m below, from the bottom of the triangle.

Guide signs in construction zones shall have different background colour thanthe normal informatory signs of IRC:67-1977, These signs shall have black messages and arrows on yellow (Traffic Yellow of IS: 5-1978) background.

The guide signs to be commonly used are "Diversion,"Road AheadClosed","Sharp Deviation of Route" etc.The commonly used temporary signs during construction are depicted in the Drawings. These



should preferably be of reflectorised type to be visible during hours of darkness.

b) Delineators

Delineators are channelizing devices such as cones, traffic cylinders, tapes, drums etc. which are placed in or adjacent to the roadway to guide the driver along a safe path and to control the flow of traffic. These shall normally be retro-reflectorised for night visibility. IRC:79-1981 (Recommended Practice for Road Delineators) gives details of some of the delineators. The other types of delineators commonly used are traffic cones, drums and barricades.

c) Traffic Cones

Traffic cones shall normally be 0.5m to 0.75m high and 0.3m to 0.4m diameter or in square shape at the base. These shall be made of plastic or rubber with retro reflectorised red and white band and have suitable anchoring so that they are not easily blown over or displaced. The cones shall be placed close enough together (spacing 3-9m) to give an impression of the continuity. Larger size cones shall be used for high speeds or where more conspicuous guidance is required.

d) Empty Bitumen Drums

Empty bitumen drums can be used as channelizing device since they are highly visible, give the appearance of being formidable objects, there by commanding the respect of the drivers. These drums can also be of plastic which are lighter, easy to transport and store. As delineators, these drums shall be painted in circumferential strips 0.10m to 0.15m wide, alternatively in black and white colours.

e) Barricades

Whenever the traffic has to be restricted from entering the work areas such as excavations or material storage sites so that hazardous locations are barred for public and protection to workers is provided, or there is need for separating the two way traffic, barricades shall be used. The barricades maybe of portable or fixed type and can be made of wooden planks, metal orother suitable material. The horizontal component facing the traffic shall be made of 0.30m wide wooden planks joined together and painted in alternate yellow and white strips of 0.15m width and sloping down at an angle of 45°in the direction of traffic. Suitable support or ballasting shall be provided so that they do not over turn or are not blown away in strong winds. In case of fixed type barricades, a gate or moveable section shall be separately provided to allow the movement of the construction/ supervision vehicles.

Sketches of typical portable and fixed barricades are provided in drawings document.

f) Flagmen

In large construction sites, flagmen with flags and sign paddles shall be effectively used to guide the safe movements. The flags for signalling shall be0.60m x 0.60m size, made of good red cloth and securely fastened to a



staffof approximately 1 meter in length. The sign paddles shall conform to IRC:67-1977 and provided with a rigid handle. For one-way operation at a time during hours of darkness, battery operated red/green lights shall be used at either end of the affected section.

g) Solar Stud

Supply and installation of solar studs of size 125 mm x 125 mm x 90 mm or any suitable dimensions comprises of ultra bright LEDs with microcontroller, all electronics and reflector strip housed in the cast. The stud should be unidirectional with three LEDs. The system shall be water proof and withstand the weight of fully loaded tuck-trailer and provide 35-40 per minute with two years warranty. The system shall work in weather condition in temperature range of -4oC to +55oC necessary structure to be provided for mounting the stud on the road. The system shall comply with the technical specification provided in the 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 m at test condition. It shall withstand all weather conditions with aluminium die cast. All electronic and LEDs shall house in the case with reflector 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 suitable

dimensions. Battery voltage shall be 2 volts. Solar Panel voltage shall be 2 volts. Warranty two years.

Clause A-7.6 Safety and Management Practices

Measures for providing safe movement of traffic in some of the most commonly occurring work-zones on highways shall be as follows:

a) Detour on Temporary Diversion In certain situations during the project construction period it may become necessary to pass the traffic on temporary diversion constructed parallel to highway.

A temporary diversion road shall basically satisfy the following requirements. It shall have smooth horizontal and vertical profile for easy negotiation by vehicles.

It shall not get overtopped by flood or drainage discharge under any circumstances.

It shall have adequate capacity to cater for the diverted traffic.



It shall be dust free and shall ensure clear visibility at all times of the day and night. Pavement and riding surface for the diversion will depend on the duration over which the diversion will be used, and shall be as directed by the Engineer. The commonly used specifications are mix seal surfacing over 150-200mm thick WMM constructed on completed sub-grade.

It shall be provided with the required safety standards and the warning for the construction ahead shall be provided by the sign "Men at Work" about 1 km. in advance of the work zone. In addition a supplementary plate indicating "Diversion 1 Km Ahead" and a sign "Road 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 traffic on to the diversion. Hazard markers shall be placed where the railings for the cross drainage structures on the diversion start.

b) Partial Closure of Existing Two Lane Carriageway

Such an eventuality will arise only in a special situation where the existing 2 lanes in use for the main traffic need emergency repairs and the new lanes under construction are not available for diversion of the traffic. It will become necessary to carryout special repairs through partial closure of the existing 2 lane facility. In such a situation care shall be taken that the traffic is guided away from the closed lane into the operating lane without conflicting with the traffic from opposite direction. The warning sign for "Men at Work" shall be the first sign to be seen by the drivers of the approaching vehicles.

This sign shall have supplementary plate also showing the distance of work zone. The next warning sign shall be for the "Road Narrowing"(depending upon the lane closure). Compulsory "Keep Right" or "Keep Left" sign depending upon the situation shall be provided at the beginning of the transition zone and taper. The point where traffic is to deviate from its normal path, the channel for the traffic shall be clearly marked with the aid of painted drums of traffic cones. "The traffic lane or carriageway closed" sign shall also be provided at the barricades along with the "Keep Right / Left" sign.

Switch over of traffic from widened to un widened section and vice versa. In the course of construction widening of the carriageway will have to be taken up in stretches with intervening space between two such stretches. This will bring about the situations in which the traffic passing through the widened road would have to pass on and merge with the unwidened section and vice-versa.

For such cases, apart from "Men at Work" signs with distance plate in the advance warning zone, the signs indicating "Road Narrowing" or "Road widening" as appropriate shall be installed.

The typical arrangement for cross-over of traffic from 4 lane widened to unwidened sections in rural stretches is shown in the Drawings.

The arrangement to be made while the service roads are under construction in urban stretches is shown in the Drawings.



Clause A-7.7 Precautions for Safety

The following general precautions shall apply to all the work sites.

a) General Measures

i) All the signs and delineators shall be maintained in clean and brightly painted conditions at all times.

ii) Adequate lighting arrangements shall be made for proper visibility during night travel through the work area.

iii) Adequate arrangements for frequent sprinkling of water 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 reflective tapes.

c) For Safety of Road User

i) As far as possible, the material, equipment and machinery shall be placed parked in places sufficient away from the berms in the available road land. Only in avoidable cases the same shall be allowed near the edge of berms.

ii) Machinery shall be parked at appropriate places away from the path of public traffic, and shall be provided with red flags and red lights.

iii) Only minimum quantity of material required for the construction operations shall be collected at site near the public travelled way.

Clause A-7.8 Safety Audit

Safety audit shall be conducted periodically on the safety measures adopted during the constructions operations. The main aspects to be covered shall include:

Manpower and their safety Machinery Temporary works Equipment &Vehicles Material storage and handling Construction procedures Environment Site safety guidelines Miscellaneous services

The Contractor shall constitute special teams from his staff for the above audit, and shall take appropriate corrective measures to the directions of the Engineer.

Clause A-7.9 Measurements for Payment



Traffic management and safety during the construction shall be measured asper the items provided in the Bill of Quantities. Full compensation for items under A-7, which are not covered in the BoQ are deemed to be included under items given under BoQ.

Clause A-7.10 Rates The bid rate for traffic management and safety during construction will be in full compensation for providing all the necessary arrangements as described in these specifications or as ordered by the Engineer, including provision and installation of signs, pavement markings, delineators, barricades, flagmen, red lamps/ blinking lights etc. The rate will also include for removal of the above installation after completion of the construction work in a particular stretch.

Payment for traffic management and safety during construction shall be regulated in 2 stages as follows:

Stage 1: Number and type of safety devices shall be as per the requirement shown in the drawings or as directed by the engineer during construction and maintenance of the same for the entire period of particular construction zone.

Stage 2: Continuous maintenance of the above, with all barricades, traffic cones, reflective tapes, signs, flagmen, lamps/blinkers etc., as per the drawings or as directed by the engineer.

Measurement shall be made on the basis of respective units shown in the BOQ for the periods the safety equipment are maintained in a condition deemed satisfactory by the Engineer. In the event of removal of required signs or other safety fixtures, or not replacing the damaged safety fixtures with the new ones during the construction, proportionate payment shall be deducted from the contractor’s bill or otherwise, Engineer himself may arrange to install those signs or safety fixtures by deploying any other agency and the cost incurred thereof shall be deducted from the contractor’s bill for not maintaining properly.
