Construction of flexible pavement Road including free maintenance guarantee period of 5 years at Damnagar Industrial Estate

DETAILED SPECIFICATION OF THE ITEMS OF WORK TO BE CARRIED OUT

Name of Work: Construction of flexible pavement Road including free maintenance

guarantee period of 5 years at Damnagar Industrial Estate

FOR SCHEDULE “B”

Clearing and grubbing of road land including uprooting rank vegetation, grass, bushes,

shrubs, saplings and trees of girth upto 300 mm removal of stumps of trees cut earier

and disposal of unserviceable materials. (C) By Mechanical means in area of light

This work shall consist of cutting, removing and disposing of all materials such as trees,

bushes, shrubs, stumps, roots, grass, weeds, top organic soil not exceeding 150 mm 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, drains, cross drainage

structures and such other areas as may be specified on the drawings or by the Engineer. It

shall include necessary excavation, backfilling of pits resulting from uprooting of trees and

stumps to required compaction, handling, salvaging, and disposal of cleared materials with

all leads and lights. Clearing and grubbing shall be performed in advance of earthwork

operations and in accordance with the requirements of these Specifications.

2. Preservation of Property/Amenities

Roadside trees, shrubs, any other plants, pole lines, fences, signs, monuments, buildings,

pipelines, sewers and all highway facilities within or adjacent to the highway which are not

to be disturbed shall be protected from injury or damage. The Contractor shall provide and

install at his own cost, suitable safeguards approved by the Engineer for this purpose.

During clearing and grubbing, the Contractor shall take all adequate precautions against soil

erosion, water pollution, etc., and where required, undertake additional works to that effect

vide Clause 306. Before start of operations, the Contractor shall submit to the Engineer for

approval, his work plan including the procedure to be followed for disposal of waste

materials, etc., and the schedules for carrying out temporary and permanent erosion control

works as stipulated in Clause 306.3.

3. Methods, Tools and Equipment

Only such methods, tools and equipment as are approved by the Engineer and which will not

affect the property to be preserved shall be adopted for the Work. If the area has thick

vegetation/roots/trees, a crawler or pneumatic tyred dozer of adequate capacity may be

used for clearance purposes. The dozer shall have ripper attachments for removal of tree

stumps. All trees, stumps, etc., falling within excavation and fill lines shall be cut to such

depth below ground level that in no case these fall within 500 mm of the subgrade. Also, all

vegetation such as roots, under-growth, grass and other deleterious matter unsuitable for

incorporation in the embankment/subgrade shall be removed between fill lines to the

satisfaction of the Engineer. All branches of trees extending above the roadway shall be

trimmed as directed by the Engineer.

All excavations below the general ground level arising out of the removal of trees, stumps,

etc., shall be filled with suitable material and compacted thoroughly so as to make the surface

at these points conform to the surrounding area.

Ant-hills both above and below the ground, as are liable to collapse and obstruct free subsoil

water flow shall be removed and their workings, which may extend to several metres, shall

be suitably treated.

4. Disposal of Materials

All materials arising from clearing and grubbing operations shall be taken over and shall be

disposed of by the Contractor with all leads and lifts. The rates deemed to include credit

towards value of usable materials and salvage value of unusable materials. The offset price of

cut trees and stumps as per guidelines/ estimates of State Forest Department shall be

deducted from the amount due to the Contractor and deposited with the State Forest

Department. The rate is deemed to account for this off-set price also.

5. Measurements for Payment

Clearing and grubbing for road embankment, drains and cross-drainage structures shall be

measured on area basis in terms of hectares. Clearing and grubbing of borrow areas shall be

deemed to be a part of works preparatory to embankment construction and shall be deemed

to have been included in the rates quoted for the embankment construction item and no

separate payment shall be made for the same. Cutting of trees upto 300 mm in girth

including removal of stumps and roots, and trimming of branches of trees extending above

the roadway shall be considered incidental to the clearing and grubbing operations.

Cutting of trees, excluding removal of stumps and roots of trees of girth above 300 mm shall

be measured in terms of number according to the sizes given below :-

i) Above 300 mm to 600 mm

ii) Above 600 mm to 900 mm

iii) Above 900 mm to 1800 mm

iv) Above 1800 mm

Removal of stumps and roots including backfilling with suitable material to required

compaction shall be a separate item and shall be measured in terms of number according to

the sizes given below:-

i) Above 300 mm to 600 mm

ii) Above 600 mm to 900 mm

iii) Above 900 mm to 1800 mm

iv) Above 1800 mm

For the purpose of cutting of trees and removal of roots and stumps, the girth shall be

measured at a height of 1 metre above ground or at the top of the stump if the height of the

stump is less than one metre from the ground.

1 . The Contract unit rates for one hector for the various items of clearing and grubbing shall

be payment in full for carrying out the required operations including full compensation for

all labour, materials, tools, equipment and incidentals necessary to complete the work. These

will also include removal of stumps of trees less than 300 mm girth excavation and back-

filling to required density, where necessary, and handling, giving credit towards salvage

value disposing of the cleared materials with all lifts and leads. Ground levels shall be taken

prior to and after clearing and grubbing. Levels taken prior to clearing and grubbing shall be

the base level and will be accordingly used for computation of quantity of material arising

due to clearing and grubbing, including the computation of unsuitable material, if any, which

may be required to be removed as per the approval of the Engineer. The levels taken

subsequent to clearing and grubbing shall be the base level for computation of earthwork for

embankment. Clearing and grubbing shall be restricted to 150 mm only for payment

purpose. Where clearing and grubbing is done a level beyond 150 mm, the excess excavation

shall be made good as per Clause 301.3.3 and 301.6 to the satisfaction of the Engineer prior

to taking up earthwork. This shall not be paid and shall be treated as part of clearing and

2 .The Contract unit rate for cutting trees of girth above 300 mm shall include handling,

giving credit towards salvage value disposing of the cleared materials with all lifts and leads.

3 .The Contract unit rate for removal of stumps and roots of trees girth above 300 mm shall

include excavation and backfilling with suitable material to required compaction, handling,

giving credit towards salvage value disposing of the cleared materials with all lifts and leads.

4 .The Contract unit rate is deemed to include credit towards value of usable materials and

salvage value of unusable materials. The off-set price of cut trees and stumps as per

guidelines/ estimates of State Forest Department shall be deducted from the amount due to

the Contractor and deposited with the State Forest Department. The rate is deemed to

account for this off-set price also.

5 .Where a Contract does not include separate items of clearing and grubbing, the same shall

be considered incidental to the earthwork items and the Contract unit prices for the same

shall be considered as including clearing and grubbing operations.

MODE OF MEASUREMENT AND PAYMENT :

The work shall be measured as finished work in position in Hect.

Earthwork in cuting in all sorts of soil and soft murrum including conveying and

spreading the stuff, embankment as and where directed within Estate boundry from

the end of cutting with all lead and lift. (i) All kind of soil

This item shall consist of excavation, removal and satisfactory disposal of all materials

necessary widening of Road, Re-sectioning & Profile correction of Road., Side Shoulder &

Road by using cutting stuff received from cutting, in accordance with the requirement of

these specification including all lead and lift and conformity with the lines, grades and cross

sections shown in the drawings or directed by the engineer- in – charge. This work shall

include the hauling and stacking of or hauling to sites of embankment for land scraping

Island, Road work & side shoulder construction etc. of suitable cut materials as required and

also the disposal of unsuitable cut materials in specified manner, including

all lead and lifts including trimming and finishing of the road to specified dimensions or as

directed by the engineer in charge including rolling and watering etc. complete.

1) CLASSIFICATION OF EXCAVATED MATERIALS:

1.1.) Classification:

All materials involved in excavation shall be classified by the Engineer in the following

i) All sorts of soil and soft murrum.

ii) Ordinary Rock (not requiring blasting)

iii) Hard Rock (requiring blasting)

iv) Hard Rock (blasting prohibited)

1.2.) AUTHORITY FOR CLASSIFICATION:

The classification of excavation shall be decided by the Engineer and his decision shall be

final and binding on the Contractor. Merely the use of explosives in excavation will not be

considered as a reason for higher classification unless blasting is clearly necessary in the

opinion of the Engineer.

2) CONSTRUCTION OPERATIONS:

2.1.) SITE CLEARANCE:

The land width on which the earth work is to be done, shall be cleared from all trees, bushes,

shrubs, rubbish and other objectionable materials. Useful material shall be arranged in

convenient stacks and un-useful material shall be burnt or otherwise disposed off by

contractor at his own cost. MoRTH specification clause No.201 shall be also followed.

2.2.) SETTING OUT:

After the site has been cleared, the limits of excavation and the alignment of the road shall be

set out true to lines, curves, slopes, grades and sections as shown on the drawings or as

directed by the Engineer in charge. The contractor provide all labour and materials such as

strings, time pegs, stones etc. required in connection with the setting out of works and

establishment of Temporary & permanent Bench mark, centre line stone & other marks. The

contractor shall be responsible for the maintenance of the bench mark and other marks, and

stacks as long as in the opinion of the Engineer in charge. Before start of the work, toe line of

embankment shall be marked on ground.

2.3.) COMPACTING ORIGINAL GROUND:

The original ground, where construction of embankment for land scapping Island, Road

work, side shoulders and water way to be done, with excavated stuff shall be consolidated by

rolling as directed by Engineer in charge and in accordance with MoRTH specification Clause

2.4.) EXCAVATION:

All excavation shall be carried out in a manner approved by the Engineer in charge and in

conformity with the directions laid herein under and in manner approved by the Engineer in

charge. The work shall be so done that the suitable materials available from excavation are

satisfactory utilized as decided upon beforehand.

While planning or executing excavations, the contractor shall take all adequate precaution

against soil erosion, water pollution etc. as per MoRTH Clause No.306 & take appropriate

drainage measures to keep the site free from water in accordance with the MoRTH Clause

The excavation shall conform to the lines, side slopes, and levels shown on the drawings or

directed by the Engineer in charge. The contractor shall not excavate outside the limit of

excavation subject to the permitted tolerance, any excess depth/width excavated beyond the

specified levels/ dimensions on the drawing shall be made at the cost of contractor with

suitable material of characteristics similar to that removed and compacted to the

requirements of MoRTH clause No.305.

Care shall be taken to see that excavation is arranged in a safety way so that there will be no

risk to the work or workmen. If slides occur in cutting during the process of the construction,

they shall be removed at the cost of contractor as ordered by the Engineer in charge. While

planning or executing excavations, the contractor shall take all adequate precautions against

soil erosion, water pollution etc. as per MoRTH specification clause no.306.

All debris and loose materials on the slopes of cutting shall be removed. No back filling shall

be allowed to obtain required slopes excepting that when boulders or soft materials are

encountered in instruction of the Engineer in charge & the resulting cavities filled with

suitable materials and thoroughly compacted in an approved manner.

For rock excavation, specifications under MoRTH clause No. 301.3.5 shall be followed.

2.5.) DISPOSAL & UTILIZING OF EXCAVATED STUFF:

All the excavated material shall be property of the corporation. The material obtained from

the excavation of roadways, widening work, SWD, foundation for structures etc. shall be used

for the work of embankment, for land scapping Island, Road work, embankment for side

shoulder of roads & embankment work as directed by the Engineer in charge including

levelling & spreading with all lead and lift and no extra payment shall be made for the same.

Unsuitable and surplus materials not intended for use shall be removed from site of the work

to outside estate limit or within estate limit by suitable means. No extra payment shall be

made for the same.

The useful excavated materials shall be used in embankment and it shall be directly

deposited at the required location in specified layer. No handling or conveyance charges shall

be paid. If no DGIDCIEA land is available, but the excavated useful stuff is to be stacked

temporarily before use under the same agreement, the contractor shall make his own

arrangements for the stacking of this material temporarily on private land or land of plot

holders, by paying rent etc. without claiming any compensation. Surplus material not

required for use on embankment or unsuitable materials may be used of his own cost to

uniformity widen embankment to flatten slopes and fill low places in the road land or plot

land, if so permitted by the Engineer in charge. Material not required for any use whatsoever

may be disposed off by the contractor at his own cost in a manner approved by the Engineer

The excavation shall be finished neatly, smoothly and evenly to the correct lines, curves,

grades sections and side slopes as shown on the plans or directed by the Engineer. Any

damage to the existing works or work in hand caused as a result of his operations or

negligence shall be made good by the contractor at his own cost. Road side gutters shall be

excavated to the specified section.

2.6.) SPREADING THE EXCAVATED STUFF IN LAYERS:

The excavated stuff shall be spread uniformly over the entire width of embankment for

landscaping Island, Road work, side shoulders in layers not exceeding 250 mm in loose

thickness. Successive layers of embankment shall not be placed until the layer under

construction has been thoroughly compacted to the requirements set down in the detailed

specifications of MoRTH

Clods or hard lumps of cutting stuff shall be broken as directed by the Engineer in charge.

2.7.) DEWATERING:

If water is met with the excavation due to springs, seepage, rain etc. shall be removed by

suitable diversions, pumping or bailing out and the excavation part kept dry whenever so

required or directed. Care shall be taken to discharge, the drained water into suitable outlets

as not to cause damage to the works, demarcated plots, crops any other property. Due to any

negligence on the part of the contractor, if any such damage is caused, it shall be the sole

responsibility of the contractor to repair/ restore to the original condition at his own cost or

compensate for the damage. MoRTH Specification Clause No. 304.3.3 shall also apply.

2.8.) PUBLIC SAFETY:

Near towns, villages and all frequented places, trenches and foundation pits shall be securely

fenced, provided with proper caution signs and market with red lights at night to avoid

accidents. The contractor shall take adequate protective measures to see that the excavation

operations do not affect or damage adjoining structures. For safety precautions, guidance

may be taken from IS:

2.9.) PRESERVATION OF PROPERTY:

The contractor shall undertake all reasonable precautions for the protection and

preservation of any or all existing road side trees, structures, drains, sewers, pipes, conduits

and any other structures under or above ground, which may be affected by construction

operations and which in the opinion of the Engineer in charge shall be continued in use

without any change. Safeguards taken by the contractor in this respect, shall be got approved

by him from the Engineer in charge. However, if any of these objects is damaged by reason of

the contractor’s negligence, it shall be replaced or restored to the original condition at his

expense. If the contractor fails to do so, within the required times as directed by the Engineer

in charge or if, in the opinion of the Engineer, the actions initiated by the contractor to

replace/ restore the damage objects are not satisfactory, the Engineer shall arrange the

replacement/ restoration directly through any other agency at the risk and cost of the

contractor after issuing a prior notice to the effect.

2.10.) REPARATION OF CUT FORMATION

The cut formation, which serves as a sub-grade, shall be prepared to receive the sub – base /

base course as directed by Engineer.

Any unsuitable material encountered in the sub grade level shall be removed as directed by

Engineer in charge & replace with suitable materials compacted in accordance with the

MORTH clause no.305.

In rock formations, the surface irregularities shall be corrected and the level brought up to

the specified elevation with granular base material as directed by the Engineer in charge, laid

and compacted in accordance with the respective specifications of these materials. After

satisfying the density requirement, the cut formation shall be prepared and to receive the

sub-base / base course in accordance with MORTH Clause No.310 & 311 to receive the sub-

base/ base course.

2.11.) FINISHING OPERATIONS:

Finishing operations shall include the work of properly shaping and dressing all excavated

surface/embankment works, and shall conform to MORTH specification Clause No.301.7 and

The finished cut surface shall satisfy the surface tolerance described in MORTH Clause

3) QUALITY CONTROL OF WORK:

Control on the quality of materials and works shall be exercised by the Engineer-in-charge in

accordance with these specifications and general specification for quality control on works

and materials attached herewith. All testing charges shall be borne by the contractor.

4) ARRANGEMENT FOR TRAFFIC:

MoRTH specification Clause –112 shall be applicable.

5) MODE OF MEASUREMENT & PAYMENT:

The contract rate shall be for a unit of one cubic meter for the strata mentioned in the

wording of the item of excavation acceptable completed and limited to the dimensions

shown on the plans and construction of embankment/ side shoulders with cutting stuff,

acceptably completed and limited to the dimensions only. Excavation shall be measured in its

original position by taking cross sections before the work starts and after it is entirely

completed, or levels shall be taken before and after construction. The quantity shall be

worked out by the average end area method. Where it is not feasible to compute volumes by

this method, because of erratic location of isolated deposits, the volumes shall be computed

of the strata changes, the contractor shall bring this to the notice of the Engineer-in-charge

who will then verify and if necessary take levels for the changed strata for purposes of

Levels and sections of the ground shall be taken in the presence of the contractor or his

authorized agent before the excavation is started so as to serve as the basis of measurement.

The contractor or his representative shall sign the field book in token of his acceptance of the

levels. If there is any disagreement the contractor shall inform of it in writing to the officer

concerned with the specific reference to the sections before starting further work. Once the

work is started, no cognizance of any complaint shall be taken. Merely not signing of the field

book shall not be deemed as disagreement.

The contract unit rate for this item shall be payment in full for carrying out the required

operations including full compensation for setting out, transporting the excavated materials

& disposing the same on site of the embankment/ work of side shoulder etc. as directed

within all lead and lift. trimming bottoms and slopes of excavation, dewatering, keeping the

work free of water as per clause 311, all materials, labours, tools, equipment, safety

measures all testing charges, making arrangement for traffic and incidentals necessary to

complete the work to the specifications above and all leads and lifts. No extra payment shall

be made for the cutting stuff used in embankment/ shoulders.

The contract unit rate shall be for a unit of one Cubic meter of finished work at the site

Construction of granular sub-base by providing & laying of compacted thickness of

200 mm Grading 5th Granular sub base (GSB) in Two equal layers (each layer

should be less than 125 mm) of graded granular material consisting of machine cut

black trap stone aggregate as per grading - V given in table 400-1 of the

specification MORT&H and compactor to the required density with vibratory roller

in all seasons as per MORT&H, maintaining the required slope & grade during the

operation as approved by the engineer in charge & watering to the proper moisture

content and sprinkled with the help of truck mounted water tank fitted with suitable

arrangement. (fully saturated having CBR value minimum 30).

Thisworkshallconsistoflayingandcompactingwell-gradedmaterialonpreparedsubgradein

accordance with the requirements of these Specifications. The material shall be laid in one or

more layers as sub-base or lower sub-base and upper sub-base (termed as sub-base

hereinafter) as necessary according to lines, grades and cross-sections shown on the

drawings or as directed by the Engineer.

The material to be used for the work shall be natural sand, crushed gravel, crushed stone,

crushed slag, or combination thereof depending upon the grading required. Use of materials

like brick metal, Kankar and crushed concrete shall be permitted in the lower sub-base. The

material shall be free from organic or other deleterious constituents and shall conform to the

grading given in Table 4001 and physical requirements given in Table 400-2. Grading’s III

and IV shall preferably be used in lower sub-base. Grading’s V and VI shall be used as a sub-

base-cum-drainage layer. The grading to be adopted for a project shall be as specified in the

Contract. Where the sub-base is laid in two layers as upper sub-base and lower sub-base, the

thickness of each layer shall not be less than 150 mm.

If the water absorption of the aggregates determined as per IS:2386 (Part 3) is greater than

2 percent, the aggregates shall be tested for Wet Aggregate Impact Value (AIV) (IS:5640).

Soft aggregates like Kankar, brick ballast and laterite shall also be tested for Wet AIV

Table400-1:Grading for Granular Sub-base Materials

(As per MORTH 5th Revision)

IS Percent by Weight Passing the IS Sieve

Designation Grading I Grading II Grading III Grading IV Grading V Grading VI

Table400-2: Physical Requirements for Materials for Granular Sub-base

Aggregate Impact Value(AIV) IS:2386 (Part 4)or 40maximum

Liquid Limit IS:2720(Part 5) Maximum25

Plasticity Index IS:2720(Part 5) Maximum6

CBRat98%drydensity IS:2720(Part 5) Minimum30 unless otherwise

specified in the Contract

(at IS:2720-Part8)

(As per MORTH 5th Revision)

CONSTRUCTION OPERATIONS:

PREPARATION OF SUB-GRADE:

Immediately prior to the laying of sub-base, finished sub-grade/ sub-base shall be prepared

by removing all vegetation and other extraneous matter, lightly sprinkled with water if

necessary and rolled with one or more passes of 80/100 KN smooth roller as directed by the

Engineer-in-charge.

After completion of the sub-grade the alignment of the road shall be properly set out true to

lines curves, slopes, grades and sections as shown in the plan or as directed by the Engineer-

in-charge. The contractors shall provide all labours and materials such as lime, string, pegs,

nails, bamboos, stones, mortar, concrete etc. required for setting out, establishing temporary

& permanent bench marks, centre line stone & other marks and giving profiles, alignments

and other marks, as longer they are required for the marks and long as opinion of the

Engineer-in-charge.

SPREADING AND COMPACTION:

The graded granular materials shall be spread on the prepared sub-grade/blanket layer with

the help of a motor graders of adequate capacity, its blade having hydraulic controls suitable

for initial adjustment and for maintaining the required slops and grade during the operation

or other approved means. The thickness of loose layer shall be so regulated that the

maximum thickness of the layer after consolidation of required thickness, shown on the

drawing or as directed by the Engineer-in-charge. Successive layers of W.M.M. shall not be

placed until the layers under construction have been thoroughly compacted to the

requirements set down hereunder and accepted by the Engineer-in-charge.

The operation of laying the successive layers of graded granular materials shall have to be

suitable synchronized with the consolidation work. Moisture content of the loose material

shall be checked in accordance with IS:2720 (Part-2) and suitable adjusted by sprinkling

additional water from a truck mounted or trailer mounted water tank and suitable for

applying water uniformly and at a control quantities to variable width of surface or other

approved means so that at the time of compaction it is from 1 percent above to 2 percent

below the optimum moisture content corresponding to IS:2720 (Part-B). While adding water,

due allowance shall be made for evaporations losses. After water has been added the

material shall be processed by mechanical or other approved means if so directed by the

Engineer-in-charge until the layer is uniformly wet.

Immediately thereafter rolling shall be started with vibratory roller of 80 to 100 KN static

weights with plain drum or heavy pneumatic tyre roller of minimum 200 to 300 KN weight

having a minimum tyre pressure of 0.70 MN/m2 or other approved plant. Rolling shall

commence at the lower edges and proceed towards the upper edge longitudinally for portion

having unidirectional cross fall and on super elevation and shall commence at the edge and

progress towards the centre of portions having cross fall on both sides.

Each pass of the roller shall uniformly overlap not less than one third of the track made in the

proceedings pass. During rolling the grade and cross fall (camber) shall be checked and any

high spots or depressions which become apparent corrected by removing or adding fresh

material. The speed of roller shall not exceed 5 KM per hour.

Rolling shall be continued till the density achieved is at least 98% of the maximum dry

density for the material determined as per IS:2720 (Part-8). The surface of any layer of

graded granular materials on completion of compaction shall be well closed free from

movement under compaction plant and from compaction planes, ridges, cracks or loose

material. All loose, segregated or otherwise defective areas shall be made good to the full

thickness of layer and re compacted.

FINISHING OPERATIONS:

The sub-base shall be finished conformity with the alignments, levels, cross sections and

dimensions shown on the plans or as directed by the Engineer-in-charge. Finishing

operations shall include the work of shaping and dressing the sub-base/shoulders and the

side slopes to conform to the cross section.

When earthwork operations have been substantially completed, the road way are shall be

cleared of all debris and ugly scraps in the construction area, responsible for objectionable

appearance shall be eliminated. The defective portion shall be removed and re-constructed

as directed by the Engineer-in-charge.

The surface finish of construction shall conform to the requirements as per general technical

specification for Quality control on works and materials attached herewith ( As per MORT &

H clause No.902 section 900).

1) ARRANGEMENT FOR TRAFFIC:

M.O.R.T. & H. specification clause no. 112 shall be followed.

2) QUALITY CONTROL OF WORK:

C.B.R. tests on materials to be used in the sub-base shall be carried out as and when required

by the Engineer-in-charge. All testing charges shall be borne by the contractor.

Control on the quality of materials and works shall be exercised by the Engineer–in-charge in

accordance with this specifications and general technical specifications for quality control on

the works and materials attached herewith. The Engineer-in-charge shall have the right to

modify the frequencies of testing according to the needs.( As per M.O.R.T. & H. clause no.900

3) MODE OF MESUREMENT AND PAYMENT:

The work of providing, spreading & compacting the graded granular materials shall be

measured as compacted and finished work in position in cubic meters. The finished and

compacted thickness to be paid on volume basis shall be computed in the following manner.

Levels shall be taken before and after construction at a grid of points 10 or 30m centre

to centre longitudinally in straight but 5 meters at curves. Normally on two lane roads,

the levels shall be taken at four position transversely at 0.75 and 2.75meters from

either edge of the carriage way or as directed by the Engineer-in-charge and on single

lane roads these shall be taken at two positions transversely being at 1.25m from the either

edge of the carriage way or as directed by the Engineer-in-charge. The measurement may be

taken at closer intervals also if so desired by the Engineer-in-charge.

The average thickness of the layer of granular material in any area shall be the arithmetical

mean of the difference of levels before and after construction at all the grid points falling in

that area, provides that thickness of finished work shall be limited to those shown on the

drawings or approved by the Engineer-in-charge in writing.

The contractor shall sign day to day levelling work and also original cross section,

longitudinal section in token of his acceptance etc. The working sections both longitudinal

and cross of the sub-grade shall be taken by the Engineer-in-charge before the work is

started. The contractor or his authorized representative shall attend day to day levelling

work and sign with date the field book daily in token of this acceptance.

If there is any dis-agreement the contractor shall inform of it in writing to the officer

concerned with specific reference to the sanctions before starting further work. Once the

work is started no cognizance of any complaint taken, merely not signing of the level book

shall not be deemed as dis-agreement. The contractor shall maintain the finished work to

proper formation and grade till this item is finally measured and accepted by department.

The measurement shall be taken on compacted work.

The contract unit rate for the work of providing, Laying, & compacting the graded granular

materials for sub-base, shall be payment in full for carrying out the required operations

including full compensation for :

i) Cost of arrangement of land as a source of supply of granular material of required

quality for construction.

ii) Setting out

iii) Compacting ground surrounding embankment prepared surface, sub-grade except

where removal & replacement of unsuitable material or loosening and re compacting is

iv) Scarifying or cutting continuous horizontal benches 300mm wide on side slope of

existing embankment and sub-grade as applicable.

v) Cost of watering.

vi) Spreading in layers, bringing to the appropriate moisture content and compacting to

specifications requirement.

vii) Shaping & dressing the top and slope.

viii) Transporting the material to embankment & sub-grade side with all lead and lift.

ix) All materials, labours, tools, equipment’s and incidental necessary to complete the

work to the specifications.

x) Carrying out required tests for quality control.

xi) Making arrangement for traffic.

xii) Furnishing of all material to be incorporated in the work including all royalty, fee,

rent & all lead & lift.

xiii) Dewatering.

The contract unit rate shall be for a unit of one cubic meter of finished compacted

work in position at site of work.

Providing, laying, spreading and compacting graded stone aggregate to wet mix

macadam specification including premixing the materials with water at OMC in

mechanical mix plant carriage of mixed materials by tipper to site, laying in uniform

layers (Layer should not be more than 200 mm)with paver in sub base/base course on

well prepared surface and camber with Sensor paver consolidation by vibratory road

roller to achieve the desired density by using machine crushed chips as per required

gradation mixing with required optimum quantity of water incl material, labour,

plant and machinary and equipment etc. complete by plant mix method. ( Using

mechanical paver ) .

This work shall consist of lying and compacting clean, machine crushed stone graded

aggregate and granular materials, premixed with water to a dense mass on a prepared sub-

base/base in accordance with the requirement of these specifications. The material shall be

laid in single layer of 100mm for base constructing the base to lines grades and cross

sections shown on the approved drawing or as directed by the Engineer-in-charge.

MATERIAL : SOURCES:

The machine crushed black stone coarse aggregates & granular materials of approved quality

shall be obtained from outside sources / area other than G.I.D.C. land. The contractor will

have to make their own arrangement at his own cost to obtain the M.C. stone dust, soft

murrum & required materials of approved quality from existing or new sources / Quarries.

The M.C. stone aggregate, stone dust, soft murrum and required materials shall be obtained

only from sources / Quarries approved by the Executive Engineer. The M.C. stone aggregate,

stone dust, soft murrum and required materials shall be of approved quality and shall have

to be brought on site from all leads and lifts. The sample of aggregate shall be got approved

from Engineer-in-charge, prior to collection.

GENERAL REQUIREMENTS:

The M.C. stone aggregate, stone dust and required materials shall be obtained from hard,

tough, sound, durable, stone of close texture as is locally available and reasonably free from

decay and weathering. Pieces of the stone shall be angular and roughly cubical in shape and

round. Elongated or flaky aggregates shall be rejected. No round or oblong pebbles or

angular chips large r smaller than specified size shall be allowed. All unsound, weathered or

disintegrated stone obtained from the upper surface layer of the quarry or other layers of

boulders shall be rejected.

The screening material to be used for the work shall be machined stone aggregate of specific

size. The M.C. stone aggregate shall be hard, durable, & free from excess flat, elongated, soft

and disintegrated particles, dirt and other deleterious materials.

The binding material to be used for the work shall be soft murrum having PI value less than

6. The soft murrum shall be free from logs/ stumps, roots, rubbish or any other matter likely

to deteriorate or to affect the stability of base.

Inferior quality of M.C. stone aggregate, stone dust soft murrum and required materials and

excess quantity over the actual requirement at any place shall be rejected and shall have to

be removed from site of work by the contractor at his own cost.

Approval of the samples of materials given by the Executive Engineer shall not absolve the

contractor from the responsibility of replacing defective and materials brought on site. The

contractor shall have no claim to any payment or compensation whatsoever on account of

any such materials being rejected by the Engineer-in-charge.

PHYSICAL REQUIREMENTS:

The samples of required materials/ machine crushed black stone aggregate collected from

approved sources/quarries shall be got tested at Govt. recognized laboratory as may be

directed to the contractor at his own cost. The test results of M.C. Stone aggregates shall

conform to the physical requirement laid down in table below.

Physical requirement of M.C. stone aggregates for wet Mix Macadam T A B L E

Sr. Test Test method Requirement

(A) MACHINE CRUSHED STONE AGGREGATES:

1 *Los angles Abrasion value. IS:2386(Part-4) 40% maximum.

*Aggregates impact value IS:2386(Part-4) OR 30% maximum

2 Combined flakiness & IS:2386 (Part-1) 35 % maximum**

elongation indices (total)

* Aggregate may satisfy requirements of either of the two tests.

** To determine this combined proportion, the flaky stone from a representative sample

should first be separated out. Flakiness index is weigh of flaky stone metal divided by weight

of stone sample. Only the elongated particles be separated out from the remaining (non-

flaky) stone metal. Elongation index is weight of elongated particles divided by total non-

flaky particles. The value of flakiness index and elongation index so found are added up.

If the water absorption value of the coarse aggregate is greater than2% the soundness test

shall be carried out on the material delivered to site as per IS-2386 (Part-V).

GRADING REQUIREMENTS:

The Machine crushed stone coarse aggregate shall conform to the grading given in table

T A B L E 400 – 13 ( 5th revision MORTH )

I.S. Sieve designation Percentage by weight passing the I.S. sieve.

600 Micron 8-22

Wherever any doubt exists as to where the above requirements are satisfied, whole or any

part of the collection of aggregate shall be got screened by the contractor at his own cost, is

so ordered by the Engineer-in-charge.

Materials finer than 425 Micron shall have plastic index (P.I.) not exceeding

The final gradation approved within this limits shall be well graded from coarse to fine and

shall not vary from the low limit on one sieve to the high limit on the adjacent sieve or vice

CONSTRUCTION OPERATION: PREPARATION OF BASE:

The surface of the sub-base/ base to receive wet mix macadam course shall be prepared to

the specified lines and cross fall (camber) & make free from dust & other extraneous

materials. Any roots or soft yielding place shall be corrected in an approved manner and

rolled until firm surface is obtained if necessary by sprinkling water. Any sub base/ base

surface irregularities where predominant, shall be made good by providing appropriate type

of profile corrective course (levelling course) to M.O.R.T. & H. clause No.

After completion of the sub-base/base the alignment of the road shall be properly set out

true to lines curves, slopes, grades and sections as shown in the plan or as directed by the

Engineer-in-charge. The contractors shall provide all labours and materials such as lime,

string, pegs, nails, bamboos, stones, mortar, concrete etc. required for setting out,

establishing temporary & permanent bench marks, centre line stone & other marks and

giving profiles, alignments and other marks, as longer they are required for the marks and

long as opinion of the Engineer-in-charge.

PREPARATION OF MIX:

Wet mix macadam shall be prepared in an approved mixing plant of suitable capacity having

provision for controlled addition of water and forced/positive mixing arrangement like pug

mill or pan type mixer of concrete batching plant, as approved by the Engineer-in-charge.

Optimum moisture for mixing shall be determined in accordance with I.S. 2720 (Part-8) after

replacing the aggregate fraction retained on 22.4 mm sieve with material of 4.7 mm to

mm size. While adding water, due allowance should be made for evaporation losses.

However, at the time of compaction, water in the wet mix should not vary from the optimum

value by more than agreed limits. The mix material should be uniformly wet and no

segregation should be permitted.

SPREADING OF MIX:

The work of spreading the mix shall be synchronized with the work of rolling and

consolidation of mix.

The mix shall not be spread without permission of the Engineer-in-charge.

Immediately after mixing, the aggregates shall be spread uniformly and evenly upon the

prepared sub-base / base in required quantities to achieve the compacted thickness. In no

case should these be dumped in heaps directly on the area where these are to be laid nor

shall their hauling over a party compacted stretch be permitted.

The mix shall be spread by the paver finisher with electronic sensor device for automatic

leveling & profile control having at least 7.00m screed. As approved by Engineer-in-charge.

The paver finisher shall be self-propelled having the features mentioned in the special

condition for bitumen surface work with use of M.O.R.T. & H. D.M.P. and P.F. attached

The surface of the aggregates shall be carefully checked with templates and all high or low

spots remedied by removing or adding aggregate as may be required. The layer may be

tested by depth blocks during construction. No segregation of larger and fine particles should

be allowed. The aggregate as spread should be uniform gradation with no pockets of fine

The surface shall be checked frequently with a straight edge while spreading and rolling so

as to ensure a finished surface as per approved drawing or as desired.

The work of rolling and consolidating the mix shall be synchronized with the work of

spreading the mix.

After the mix has been laid to the required thickness, grade & cross fall / camber the same

shall be uniformly compacted, to the full depth with help of vibratory roller. If the thickness

of single compacted layer does not exceed 100 mm. a smooth wheel roller of 80 to 100 KN

weight shall be used. For a compacted single layer up-to 200 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 exceed 5 km/hr.

In portion having unidirectional cross fall / super elevation, rolling shall commence from the

lower edge and progress gradually towards the upper edge. There after roller should

progress parallel to the centre of road, uniformly overlapping each preceding track by at

least 1 meter away from any preceding stop.

In portions in camber, rolling should begin at the edge with the roller running forward and

backward until the edges have been firmly compacted. The roller shall then progress

gradually towards the centre parallel to the centre line of the road uniformly overlapping

each of the preceding track by at least one-third width until the entire surface had been

Any displacement occurring as a result of reversing of the direction of roller or from any

other cause shall be corrected at once as specified / or removed and made good.

Along forms, kerbs, walls or other places not assessable to the roller. The mixture shall be

thoroughly compacted with the mechanical tampers or a plate compactor as approved. Skin

patching of an area without scarifying the surface to permit proper bounding of the added

material shall not be permitted.

Rolling should not be done when the sub-grade is soft or yielding or when it causes a wave

like motion in the sub-base course or sub-grade. If irregularities develop during rolling

which exceed 12mm when tested with a 3 meter straight edge, the surface should be loosen

and premixed material added or removed as required before rolling again so as to achieve

uniform surface confirming to the desired grade and cross fall. In case the use of un mix

material be permitted to make up the depressions.

Rolling shall be continued till the density achieve is at least 98% of the maximum dry density

for material as determined by the method outlined in IS 2720 ( Part-8) or as directed by

Engineer in Charge.

After completion the surface of any finished layer shall be well closed, free from movement

under compaction equipment or any compaction planes, ridges, cracks & loose material. All

loose segregated or otherwise defective area shall be made good to the full thickness of the

layer and re-compacted.

SETTING AND DRYING:

After the final compaction of W.M.M. course, the road shall be allowed to dry for 24 hrs.

ARRANGEMENT OF TRAFFIC:

No traffic shall be allowed on the finished wet mix macadam surface till it has dried and the

wearing coarse laid.

During the period of executing the work, flow of traffic shall be maintained in accordance

with M.O.R.T. & H. specification clause no.112 or as directed by Engineer-in-charge.

SURFACE FINISH AND QUALITY CONTROL ON WORK:

The relevant provision of general specification for quality control for works and materials

attached with the technical bid with pre-qualification application and under M.O.R.T.& H.

specification close number 900 shall be apply.

All tests shall be got carried out in Govt. or as approved laboratories and cost thereof shall be

entirely borne by the contractor. The general specification for Quality control on works and

materials attached herewith shall be also followed.

FINISHING OPERATIONS & SITE CLEARANCE:

The work shall be carried out as directed by the Engineer-in-charge. Relevant M.O.R.T.& H.

clause made also be applicable.

RECTIFICATION OF SURFACE IRREGULARITY:

Where the surface irregularity of the wet mix macadam course exceed the permissible or

where the course is otherwise defective due to sub grade soil getting mixed with the

aggregates, the full thickness of the layer shall be scarified over the affected area, re-shaped

with added premix material or removed and replaced with fresh premixed materials as

applicable and re compacted in accordance with MORT &H clause No. 406.3. The area treated

in aforesaid manner shall not be less than 5 mtr. Long and 2 mtr. Wide in no case shall

depressions be filled up with the unmixed and un graded materials or fines.

MODE OF MEASUREMENT AND PAYMENT:

The work of providing, laying, spreading & compacting, specified graded M.C. stone

aggregate of specific size in single compacted layer for construction of 100 MM thick base to

W.M.M. specification shall be measured as compacted and finished work in position in cubic

meters. The finished and compacted thickness to be paid on volume basis shall be computed

in the following manner. Levels shall be taken before and after construction at a grid of

points 10 or 30 M centre to centre longitudinally in straight but 5 meters at curves. Normally

on two lane roads, the levels shall be taken at four position transversely at 0.75 and

meters from either edge of the carriage way or as directed by the Engineer-in-charge and on

single lane roads these shall be taken at two positions transversely being at 1.25 M from

either edge of the carriage way or as directed by the Engineer-in-charge. The measurements

may be taken at closer intervals also if so desired by the Engineer-in-charge. The average

thickness of the layer of coarse aggregate in any area shall be the arithmetical mean of the

difference of levels before and after construction at all the grid points falling in that area,

provided that thickness of finished work shall be limited to those shown on the drawings or

approved by the Engineer-in-charge in writing.

The contractor shall sign day to day leveling work and also original cross section,

longitudinal section in token of his acceptance etc. The working sections both longitudinal

and cross of the sub-grade shall be taken by the Engineer-in- charge before the work is

started. The contractor or his authorized representative shall attend day to day leveling work

and sign with date the field book daily in token of this acceptance. If there is any dis-

agreement the contractor shall inform of it in writing to the officer concerned with specific

reference to the sections before starting further work. Once the work is started no

cognizance of any complaint taken, merely not signing of the level book shall not be deemed

as dis-agreement. The contractor shall maintain the finished work to proper formation and

grade till this item is finally measured and accepted by department. The measurement shall

be taken on compacted work. The contract unit rate for the work of providing, Laying, &

compacting of specified graded M.C. stone aggregates of specific size having 250 mm

compacted thickness ( of each layers ), shall be payment in full for carrying out the required

operations including full compensation for :

i) Cost of arrangement of land as a source of supply of all materials of required quality

for construction.

ii) Furnishing of all material to be incorporated in the work including all royalty, fee,

rent & all lead & lift.

iii) Setting out

iv) Compacting ground surrounding embankment prepared sub-base, base except where

removal & replacement of unsuitable material or loosening and re compacting is

v) Cost of watering.

vi) Spreading in layers, compacting to specifications requirement.

vii) Shaping & dressing etc.

viii) All materials, labours, tools, equipment’s and incidental necessary to complete the

work to the specifications.

ix) Carrying out required tests for quality control on work and & materials.

x) Making arrangement for traffic as per M.O.R.T & H. clause no

The contract unit rate shall be for a unit of one cubic meter of finished compacted

work in position at site of work.

Providing and applying primer coat with bitumen emulsion SS1 on prepared

surface of granular Base including clearing of road surface and spraying primer

at the rate of 0.70 kg/sqm using mechanical means.

This work shall consist of the application of a single coat of medium viscosity liquid

bituminous material over porous granular base ( wet mix macadam base ) surface

preparatory to the super imposition of bituminous treatment or mix.

The primer shall be bitumen emulsion (Grade SS1) complying with IS-

The agency shall have to purchase bitumen from only Govt. recognized refinery.

The agency has to produce the original purchase bills of bitumen of refinery along with

original gate passes.

Gate pass no. and Tanker no. shall be invariably mentioned in the original bills produced by

The grade of bitumen emulsion purchase by the agency shall be mentioned in the original

bills of the refinery.

The agency shall have to produce the certificate of the test results of the bitumen emulsion

showing the actual grade of bitumen emulsion purchased & tested.

Agency shall have to make adequate arrangement for storage of bitumen emulsion at plant

site according to requirement.

Bitumen emulsion shall be stored as to allow easy inspection and in such place as well not

damage the stored primer and cause the leakage or allow water and other foreign matter to

enter. Agency has to make his own arrangement / insurance at his own cost for safety of

stocked primer brought on plant as well as site of work. For the purpose of calculating

consumption, wastage will not be allowed be yond ( + / -) 2.00 percent. Quantity of excess

Consumption over (+) 2.00% shall not be paid. If actual consumption of bitumen emulsion is

found below (-) 2.00% then the theoretically consumption, necessary reduce rate analysis for

this item shall be worked out and accordingly paid.

The agency shall keep a day to day account of the receipt, consumption and balance of

bitumen emulsion in a separate bound register having numbered pages and in the

Performa’s prescribed by the department day to day signature of the agency’s

representatives shall be initiated in this register. The register shall be maintained by the

agency. “ P “ form shall not be provided by the corporation for purchasing the primer no

claim shall be made by the agency on account of delay in supply of bitumen emulsion by I.O.C.

The bitumen emulsion shall be got tested at govt. recognized laboratory as may be directed

the agency at his own cost. The result shall confirm the IS 8887 (grade SS1).

VISCOSITY REQUIREMENT AND QUANTITY OF LIQUID BITUMINOUS PRIMER.

Quantity of liquid

Kinetic Viscosity of primer at 60 deg.

Type of surface bituminous material per

Low porosity 30 - 60 7.0 Kg.

The testing frequencies set forth in the table – 2 control test and their frequency for

bituminous construction for general specification for quality control on works & materials

attached here with are the minimum as desired by the Engineer-in-charge or shall have the

full Authority to carry out test as per frequently or he may found necessary to satisfy himself

that the materials and works comply the appropriate specification. All testing charges

involved in the entire work shall be borne by the contractor.

CONSTRUCTION : WEATHER AND SEASONAL LIMITATIONS :

Bituminous primer shall not be applied to a wet surface or during a dust storm or when the

weather is foggy / rainy / windy or when the temperature in the shade is less than

degree centigrade. Surfaces which are to receive emulsion primer shall be damp but no free

or standing water shall be present.

The primer distributor shall be a self-propelled or towed bitumen pressure sprayer equipped

for spraying the material uniformly at specified rates i.e. 7.0 kg. per 10 sq. Meter and

temperatures. Hand spraying shall not be allowed at any cause.

PREPARATION OF ROAD SURFACE :

The surface to be primed shall be prepared in accordance as MoRTH clause no. 501.8 &

clause no. 902 as appropriate

Immediately prior to applying the primer, the surface shall be carefully swept, clean of dust

and loose particles, care being taken not to disturb the interlocked aggregates. There is best

achieved when the surface layer is slightly moist (Lightly sprayed with water and the surface

allowed to dry) and the surface should kept moist until the primer is applied.

APPLICATION OF BITUMINIOUS PRIMER

The viscosity and rate of application of the primer shall be 8.5 Kg per 10 m2 the bituminous

primer shall be spread uniformly in accordance with MORTH clause no.

The method of application of the primer shall depend on the type of equipment to be used,

size of nozzles, pressure at the spray par and speed of forward movement as approved by the

Engineer-in-charge. The contractor shall demonstrate at a spraying

trial, that the equipment and method to be used is capable of producing a uniformly spray

within the tolerances specified, if required.

CURING OF PRIMER AND OPENING TO TRAFFIC :

A primed surface shall be allowed to cure at least 24 hours or such other period as is found to

be necessary to allow all the volatiles to evaporate before any sub sequent surface treatment

or mix is laid.

Any unabsorbed primer shall first to be blotted with an application of sand using the

minimum quantity possible as directed by Engineer-in-charge.

A Primed surface shall not be opened to traffic other than that necessary to lay the next

course a very thin layer of clean sand shall be applied to the surface of the primer, to prevent

the primer picking – up under the wheels of the paver and trucks delivering bituminous

material to the paver, if required or as directed by Engineer-in-charge.

QUALITY CONTROL OF WORK :

For control of the quality of materials supplied and the works carried out, the relevant

provisions of MoRTH clause No. 900 and General specification of quality control on works

and materials attached herewith shall be applied.

ARRANGEMENT FOR TRAFFIC :

During construction operation, arrangements for traffic shall be made in accordance with the

provision of MoRTH clause no.112.

MEASUREMENT FOR PAYMENT :

The contract unit rate of prime coat with adjustment as described in MoRTH clause no. 502.7,

shall be payment in full for carrying out the required operation including full compensation

for all components listed in MoRTH clause no.401.8 ( I to V ) and as applicable to be to the

work specified in this specifications. Payment shall be made on the basis of the provision of

prime coat at an application rate of 8.5 kg per 10 m2, with adjustment, plus or minus, for the

variation between this amount and the actual amount approved by the Engineer-in-charge

after preliminary trails referred to in accordance with MoRTH clause no. 502.4.3 as directed

by Engineer-in-charge.

Prime coat shall be measured in terms of area of application and payment shall be

made in square meters.

Providing & laying compacted 60 mm thick dense graded bituminous macadam (DBM)

Grade-II in Single layer using 100-120 TPH batch type HMP with tack coat at the rate of

2.5 kg / 10 m2 (VG10) in each using crushed aggregates of specified grading premixed

with bituminous binder @ 4.5% ( VG - 40) bitumen by weight of total mix and filler

transporting the hot mix to work site laying with a hydrostatic paver finisher with

sensor control with full road carpet width (Single screed) or as directed by Engineer in

charge to the required grade, level and alignment, rolling with smooth wheeled roller,

intermediate rolling 8-10 tonnes dead weight or vibratory roller & pneumatic tire

roller of 12 to 15 tonnes weight having sufficient width and pressure & the finishing

rolling shall be done with 6 to 8 tonnes smooth wheeled tendem rollers to acheive the

desired compaction as per MORT&H specification etc complete in all respects. The

agency shall have to get the mix design done from approved laboratory and submit to

the Engineer in charge for approval.(Va = 3.5% & Vbe= 11.50% must be considered in

mix design ) If the asphalt (bituminous) content is more than above, the agency shall

have to bear the cost of additional asphalt. The payment shall be done on the

permissible field density achieved on the site instead of density derieved in the mix

design. ( The density obtained by mix design above 2.31 MT/M3 shall be boarn by

This work shall consist of construction of Dense Graded Bitumen Macadam in single layer of

70 mm thick thickness course of compacted crushed aggregates premixed with a bituminous

binder on a previously prepared base (i. e. existing W.M.M.) to the requirements of these

specifications.

The work in general shall be carried out as per specification No. 505 of Ministry of Road.

Transport & Highways specification for road and bridge work published by the Indian Roads

Congress, New Delhi (5th Revision).

MATERIALS: BINDERS: Bitumen

The bitumen shall be paving bitumen of penetration Grade complying with I.S.S. for "paving

bitumen” IS: 73 & of the penetration indicated in the Table- Viscosity grade for mixing as a

Binder and Bitumen (Grade – VG 10 ) complying with I.S. 73:2006 for tack coat.

The agency shall have to purchase the bitumen from only Govt. recognized Refinery.

Bitumen is a thermoplastic material and its stiffness is dependent on temperature. The

temperature-vs-stiffness relationship of bitumen is dependent on the source of crude oil and

the method of refining. The Bureau of Indian Standards (BIS) introduced paving grade

bitumen specifications (IS: 73- 1950) for the first time in the year 1950 and classified it on

penetration. The specifications were revised in the years 1962 and 1992. To improve the

quality of Bitumen, BIS revised IS-73-1992 specifications based on Viscosity (Viscosity at

60oC) in July 2006. As per these specifications, there are four grades VG-10, VG-20, VG-30 &

VG-40. A few qualification tests like specific gravity, water content, ductility, loss on heating

& Farass breaking point were removed from IS:73-1992 specifications as these tests do not

have any relationship either with the quality or performance of the product.

Indian Oil commenced marketing of Bitumen as per Viscosity Grade specifications

conforming to IS: 73-1992 from all its refineries from Aug 2009. Therefore, the Penetration

grades have been replaced by Viscosity grade Bitumen.

According to viscosity (degree of fluidity) grading, higher the grade, stiffer the Bitumen.

Tests are conducted at 60o C and 135o C, which represent the temperature of road surface

during summer (hot climate, similar to northern parts of India) and mixing temperature

respectively. The penetration at 25o C, which is annual average pavement temperature, is

Different Grades of Bitumen marketed by Indian Oil :

VG-10 BITUMEN: VG-10 is widely used in spraying applications such as surface-dressing

and paving in very cold climate in lieu of old 80/100 Penetration grade. It is also used to

manufacture Bitumen Emulsion and Modified Bitumen products.

VG-20 BITUMEN: VG-20 is used for paving in cold climate & high altitude regions

VG-30 BITUMEN: VG-30 is primarily used to construct extra heavy duty Bitumen pavements

that need to endure substantial traffic loads. It can be used in lieu of 60/70 Penetration

VG-40 BITUMEN: VG-40 is used in highly stressed areas such as intersections, near toll

booths and truck parking lots in lieu of old 30/40 Penetration grade. Due to its higher

viscosity, stiffer Bitumen mixes can be produced to improve resistance to shoving and other

problems associated with higher temperature and heavy traffic loads.

TABLE: VISCOSITY GRADE (VG) BITUMEN SPECIFICATION AS PER IS 73:2006

Characteristics VG-10 VG-20 VG-30 VG-40

Absolute Viscosity, 60oC, poises, min 800 1600 2400

Kinematic Viscosity, 135oC, CST, min 250 300 350

Flash point, C, min 220 220 220

Solubility in trichloroethylene, %, min 99.0 99.0 99.0

Penetration at 25oC 80-100 60-80 50-70 40-60

Softening point, C, min 40 45 47

Tests on residue from thin film over test / RTFOT:

i. Viscosity ratio at 60oC, max 4.0 4.0 4.0

ii. Ductility at 25oC, cm, min,

after thin film over test 75 50 40

The bitumen shall be paving bitumen of penetration Grade complying with I.S.S. for "paving

bitumen” IS: 73 & of the penetration indicated in the Table-3. A-65 or S-65 (VG - 30 GRADE)

for mixing as a Binder and Bitumen A -90 or S- 90 (Grade: VG – 10 ) for tack coat.

The agency shall have to purchase the bitumen from only Govt. recognized refinery.

The agency shall have to produce the original purchase bills of bitumen of refinery along

with original gate passes.

Gate pass No. & Tanker No. shall be invariably mentioned in the original bills produced by

the contractor.

The grade of binder purchased by the agency shall be mentioned in the original bills of the

The agency shall have to produce the certificate of the test results of the bitumen showing

the actual grade of bitumen purchased & tested.

Contractor shall have to make adequate arrangement for storage of bulk bitumen at plant

site according to requirement.

Bitumen shall be so stored so as to allow easy inspection and in such place as will not

damage the stored asphalt and cause the leakage or allow water and other foreign matter to

enter. Contractor has to make his own arrangement/ Insurance at his own cost for safely of

stacked bitumen brought on plant site.

For the purpose of calculating consumption, wastage will not be allowed beyond (+/-)

percent. Quantity of excess consumption over (+) 2.00% shall not be paid. If actual

consumption of bitumen is found below (-) 2.00% then the theoretically consumption will be

worked out and necessary reduced rate analysis for similar items of this tender will be

worked out and accordingly paid.

The contractor shall keep a day to day account of the receipt, consumption, & balance of

bitumen in a separate bound register having numbered pages and in the Performa as

prescribed by the department. Day to-day signature of the contractor's representative shall

be initiated in this register. The register shall be maintained by the agency.

"P" form shall not be provided by the corporation for purchasing the bitumen. No claim shall

be made by the contractor on account of delay in supply of bitumen by the I.O.C.

The bitumen shall be got tested at Govt. recognized laboratory as may be directed to the

contractor at his own cost. The results shall conform to the standards requirements laid

down in I.S. Code or M.O.R.T. & H. specifications.

The testing frequencies set forth in the Table-2, control Test & Their frequency for

bituminous construction of general specification for quality control on works & materials

attached herewith are the minimum as desired by the Engineer in charge or shall have the

full authority to carry out tests as per frequently or he may found necessary to satisfy himself

that the materials and works comply with the appropriate specifications.

All testing charges involving in the entire work shall be borne by the contractor.

COARSE AGGREGATE: Coarse aggregates:

The coarse aggregate shall consist of crushed stone. These shall be strong, durable, of cubical

shape, free of disintegrated pieces, organic or other deleterious matter and adherent

coatings. The aggregate shall preferably by hydrophobic and of low porosity and shall satisfy

the physical requirements set forth in table –

TABLE -1: PHYSICAL REQUIREMENTFOR COARSE AGGREGATE FOR DBM

PROPERTY TEST AND TEST METHOD SPECIFICATION

Cleanness Grain size analysis (IS : 2386-Part-1) Maximum 5% passing 0.075mm

Particle Flakiness & Elongation combined

shape Maximum 35%

(IS: 2386-Part-1)

Strength* Los Angle Abrasion Value. Maximum 35%

Aggregate impact value (IS: 2386 Part-4) Maximum 27%

Durability Soundness (IS: 2326- Part-5)

Sodium suplhate Maximum 12%

Magnesium sulphate Maximum 18%

Water Water absorption (IS: 2386, PART-3)

Stripping Coating & stripping of bitumen aggregate

Minimum retained coating 95%

mixture (IS: 6241)

Water Retained tensile strength

1) (*)Aggregate satisfy the requirements of either of these two tests.

2) (**)The water sensitive test is only to be carried out if the minimum retained

coating in the stripping test is less than 95%.

Fine aggregate:

The fine aggregates shall consist of crusher run screenings, natural sand or a mixture of both,

passing 2.36mm sieve and retrained on 75-micron sieve. These shall be clean, hard, durable,

dry and free from dust, & soft or friable matters, organic or other deleterious matter.

The fine aggregate shall have a sand equivalent value not less than 50 when tested in

accordance with the requirement of IS-2720-Part-37. The plasticity index of the fraction

passing the 0.425mm sieve shall not exceed 4, when tested in accordance with IS: 2720(Part-

The aggregate shall satisfy the physical requirements set forth in the table -1 above.

Filler shall consist of finely divided mineral matter such as rock dust, hydrated line or cement

approved by the Engineer.

The filler shall be graded within the limits indicated in Table-2 as under.

TABLE – 2: GRADING REQUIREMENTFOR MINERAL FILLER :

Cumulative percent passing by weight of

I.S. sieve (mm)

total aggregate.

The filler shall be free from organic impurities and have a plastic index not greater than

The plastic index requirement shall not apply if filler is cement or lime. Where the

aggregates fail to meet the requirement of water sensitivity test in Table-1 then 2% by total

weight of aggregate, of hydrated line shall be added without additional cost.

Aggregate grading& binder content:

When tested in accordance with I.S 2326 – Part-1 (Wet sieving method), the combined

grading of the course and fine aggregate and added filler shall fall within the limit shown in

table-3 for grading No. 2 as specified.

TABLE – 3: COMPOSITION OF DENSE GRADED BITUMINIOUS MACADAM PAVEMENT

(As per MORT & H 5th Revision)

Nominal aggregate sieve 26.5 MM

Layer thickness 70 MM

I,.S. Sieve (mm) Commutative percentage by weight of total aggregate

Bitumen content

percentage by mass of total mix 4.50 %

Bitumen grade (pen) VG –

1) The combined aggregate grading shall not vary from the low limit on one sieve to the

high limit on the adjacent sieve.

2) Determined by the Marshal method.

Proportioning of materials: The binder content shall be within a tolerance of +0.3 or -0.3

% by of the total mix when individual specimens are taken for quality control tests in

accordance with the provisions of section

Preparation and transportation of the Mix

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 adequate capacity and capable of yielding a mix of proper and uniform

quality with thoroughly coated aggregates. Appropriate mixing temperatures can be found in

TABLE 500-2 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.

If a continuous mixing-plant is to be used for mixing the bituminous bound macadam; the

Contractor must demonstrate by laboratory analysis that the cold feed combined grading is

within the grading limits specified

for that bituminous bound material. In the case of a designed job mix, the bitumen and filler

content shall be derived using this combined grading. Further details are available in the

Manual for Construction and

Supervision of Bituminous Works.

Bituminous materials shall be transported in clean insulated vehicles, and unless otherwise

agreed by the Engineer, shall be covered while in transit or awaiting tipping. Subject to the

approval of the Engineer, a thin

coating of diesel or lubricating oil may be applied to the interior of the vehicle to prevent

sticking and to facilitate discharge of the material.

Spreading: The provisions of Clauses 501.5.3 shall apply.

TABLE 500-2. Mixing, Laying and Rolling Temperatures for Bituminous Mixes (Degree

Bitumen Bitumen Aggregate Mixed Rolling Laying

Viscosity Temperature Temperature Material Temperature Temperature

Grade (°C) (°C) Temperature (°C) (°C) (°C)

3.1) MIXTURE DESIGN : Requirement of the mixture:

Apart from confirmative with the grading and quality requirement for individual ingredients

mixture shall meet the requirement set out in Table -

TABLE – 4 : REQUIREMENT OF BITUMINIOUS CONCRETE PAVEMENT LAYER

Minimum, stability (KN at 600 C)

Minimum flow (MM)

Maximum flow (MM)

Compaction level (No. of blows) 75 blows on each of the two faces of the specimen.

Percent air voids 3-5

Percent voids in mineral aggregate

See Table – 500 – 13 OF MORTH

Percent voids filled with bitumen (VFB) 65 -

Viscosity Grade as per VG – 40 & MoRTH.

The requirement for minimum percent voids in mineral aggregate (VMA) are set out

in Table No. 500 -12 .

1) The nominal maximum particle size is one size larger than the first sieve to retain

more than 10 per cent.

2) Interpolate minimum voids in the mineral aggregate (VMA) for design air voids values

between those listed.

Binder content:

The binder content shall be optimized to achieve the requirement of the mixture set out in

Table – 3 & 4 and the traffic volume (may be obtained from the Engineer-in- charge). The

marshal method for determining the optimum binder content shall be adopted as described

in the asphalt institute manual at MS-2, replacing the aggregates retains on the 26.5mm sieve

and retained on the 22.4mm where approved by the Engineer.

Job mix formula :

The contractor shall inform the Engineer in writing, at least 20 days before the start of the

work, of the job mix formula proposed for use in the work and shall give following details.

(i) Source and location of all materials.

(ii) Proportion of all materials expressed as follows where is applicable.

(a) Binder type &percentage by weight of total mixture.

(b) Course aggregate, fine aggregate, mineral filler as percentage by weight of total

aggregate including mineral filler.

(iii) A single definite percentage passing each sieve for the mix aggregate

(iv) The individual grading of the individual aggregate fractions, and the proportion of

each in the combined grading.

(v) The result of test enumerated in Table-3 as obtained by the contractor.

(vi) Where mixture is a batch mixture, the individual weights of each type of aggregate, &

binder per batch.

(vii) The test result of physical characteristics of the aggregate to be used.

(viii) Mixing temperature and compacting temperature.

While establishing the job mix formula, the contractor shall ensure that it is based on a

correct and truly representative sample of the materials that will actually be used in the

work and that the mixture and its different ingredients satisfied the physical and strength

requirements of these specifications.

Approval of the job mix formula shall be based on independent testing by the Engineer for

which samples of all ingredients of its mix shall be furnished by the contractor as required by

The approved job mix formula shall remain effective unless and until a revised job mix

formula is approved, should a change in the source of materials be proposed, a new job mix

formula shall be forwarded to the Engineer for approval before the placing of the material.

3.2) Plant trial – permissible various in Job mix formula:

Once the laboratory job mix formula is approved, the contractor shall carryout plant trials at

the mixture to establish that the plant can be set up to produce uniform mix confirming to

the approved job mix formula. The permissible variations of the individual percentages of

the various ingredients in the actual mix from the job mix formula to be used shall be within

the limits as specified in the table – 500-13 as under:

The various are intended to apply to individual specimens taken for quality control test in

accordance with General quality control works on materials attached herewith.

TABLE – 500-13 : PERMISSIBLE VARIATIONS FROM THE JOB MIX FORMULA

Permissible variation

Base / binder course

Aggregate passing 19mm sizeor larger +/- 8%

Aggregate passing 13.2mm , 9.5mm +/- 7%

Aggregate passing 4.75mm +/- 6%

Aggregate passing 2.36mm, 1.8mm, 0.6mm +/- 5%

Aggregate passing 0.3mm,0.15mm +/- 4%

Aggregate passing 0.075mm +/- 2%

Binder content +/- 0.3%

Mixing temperature +/- 10* C

Once the plant trails have demonstrated the capability of the plant, and the trials are

approved, the laying operation may commence. Over the period of the first month of

production for laying on the work, the Engineer shall require additional testing of the

product to establish the reliability and consistency of the plants.

Laying trials :

Once the plant trails have been successfully completed and approved, the contractor shall

carry outlaying trial to demonstrate the proposed mix can be successfully laid, and

compacted all in accordance with MoRTH Clause -501. The laying trial shall be carried out on

a suitable area which is not formpart of the works, unless specifically approved in writing, by

the engineer. The area of the laying trial shall be a minimum of 100 sq.mtr. of construction

similar to that of the project road and it shall be in all respect particularly compaction, the

same as the project construction, on which the bituminous materials is to be laid.

The contractor shall previously inform the Engineer of the proposed method for laying and

compacting the materials. The plant trial shall then establish if the proposed laying plant,

compaction plant, and methodology is capable of producing satisfactory results. The density

of the finished paving layer shall be determined by taking cores, no sooner then 24 hours

after lying, or by other approved method. Once the laying trial have been approved, the same

plant and methodology shall be applied to the laying of the material on the project, and no

various of either shall be acceptable, unless approved in writing by the Engineer, who may at

discretion require further laying trials.

Keeping Records :

The department shall keep a day-to-day account of incoming material i.e. aggregate and

consumption of material in a bond register having numbered pages and in the pro-forms

prescribed by the department. Day to day signature of the contractor's representative shall

be obtained in this register.

Bound and numbered register in the form prescribed by the Department shall be maintained

to show daily outgoing tipper trucks which are measured before leaving the depot by the

authorized departmental representative. Gate pass shall be issued at the hot mix plant site

while leaving the depot, which shall be collected at the paver work site by another

departmental representative. The same should also be signed by the contractor or his

authorized representative.

The samples of aggregate of required grading for the work shall be got approved from the

Engineer in charge prior to transportation and collection on plant site. The aggregates shall

be of approved quality with all leads and lifts. The rejected materials shall have to be

removed from the plant site by the contractor at his own cost. If contractor fails to remove

the inferior type of materials from the plant site, the same will be removed by the

department at the cost of contractor. Collection of aggregate shall be in different stacks

according to various sizes of aggregates.

The materials shall be got tested at Govt. recognized laboratory as may be directed to the

contractor at his own cost. The results shall conform to the standards requirements laid

down in Table No. 1 & 2 above.

The testing frequencies set forth are the desirable minimum and the Engineer-in-charge shall

have the full authority to carry out tests as frequently as he may deem necessary to satisfy

himself that the materials and works comply with the appropriate specifications.

Testing charges shall be borne by the contractor.

The aggregate shall be proportioned and blended to produce a uniform mixture complying

with the requirement of Table No. 1 &

CONSTRUCTION OPERATION:

Weathered & Seasonal Limitation:

Bitumen macadam shall not be laid during rainy weather or when the base course is damp or

wet. The provision of clause 501.5.1 of M.O.R.T. & H shall also apply.

Spreading: The provisions of Clauses 501.5.3 and 501.5.4.shall apply.

Rolling: The general provisions of Clauses 501.6 and 501.7 shall apply, as modified by the

approved laying trials. The compaction process shall be carried out by the same plant, and

using the same method,

as approved in the laying trials, which may be varied only with the express approval of the

Engineer in writing.

Opening to Traffic

The newly laid surface shall not be open to traffic for at least 24 hrs after laying and

completion of compaction, without the express approval of the Engineer in writing.

Surface Finish and Quality Control of Work

The surface finish; of the completed construction shall conform to the requirements of Clause

902. All materials and workmanship shall comply with the provisions set out in Section

of this Specification.

Arrangements for Traffic

During the period of construction, arrangements for traffic shall be made in accordance with

the provisions of Clause 112 of the Ministry's Specification for Road and Bridge Works (third

Preparation of base:

The base on which D.B.M. is to be laid shall be prepared. Shaped and conditioned to the

specified lines grade and cross-sections in accordance with requirements as directed by the

Engineer-in-charge.

The surface shall be thoroughly swept and scraped clean and free of dust and foreign matter

as directed by the Engineer-in-charge.

M.O.R.T & H specification clause No. 501.8 & 902.3 as appropriate shall also follow.

Measurement for Payment

The contract rate shall before a one M.T of a mixture, except that the rate shall include

the provision of bitumen at 4.50%, by weight of total mixture. The variation in actual

percentage of bitumen used will be assessed and the payment adjusted up or down

accordingly. In any case, consumption of bitumen should not be exceed than 4.50% as

mentioned in Schedule “B” without approval of Competent authority..

Providing and laying compacted 40 mm thick Bituminous Concrete ( BC ) Grade -II in

single layer using 100-120 TPH batch type hot mix plant and using emulsion asphalt as

a tack coat @ 2.5 kg / 10 sq.m (VG 10) in each using crushed stone aggregateof

specified gradation and filler, Premix with VG-40 grade bitumenous binder at 5.40 %

by total weight of mix & filler incl. transporting the hot mix to work site and laying

with hydrostatic paver finisher having sensor control with Full road carpet width (

Single screed) or as directed by Engineer in charge to the required grade, level and

alignment, rolling with smooth wheeled roller, intermediate rolling 8-10 tonnes dead

weight or vibratory roller & pneumatic tire roller of 12 to 15 tonnes weight having

sufficient width and pressure & the finishing rolling shall be done with 6 to 8 tonnes

smooth wheeled tendem rollers to acheive the desired compaction as per MORT&H

specification etc complete in all respects. The agency shall have to get the mix design

done from approved laboratory and submit to the Engineer in charge for approval (Va

= 3.5% & Vbe= 11.50% must be considered in mix design ). If the asphalt (bituminous)

content is more than above, the agency shall have to bear the cost of additional

asphalt. The payment shall be done on the permissible field density achieved on the

site instead of density derieved in the mix design. ( The density obtained by mix design

above 2.36 MT/M3 shall be boarn by agency )

This work shall consist of the preparation, laying and compaction of Bituminous Concrete of

40 mm thickness compose of graded aggregates premix with bituminous binder on a

previously prepared base, in accordance with the requirements of these specifications, to

serve as a wearing course.

The work in general shall be carried out as per relevant specifications of Ministry of Road

Transport & Highway-specifications for Road and Bridge work published by the Indian

Roads Congress - New Delhi (5TH Edition).

MATERIALS: Bitumen :

The bitumen shall be paving bitumen of penetration Grade complying with I.S.S. for "paving

bitumen” IS: 73 & of the penetration indicated in the Table- Viscosity grade for mixing as a

Binder and Bitumen (Grade – VG 10 ) complying with I.S. 73:2006 for tack coat.

The agency shall have to purchase the bitumen from only Govt. recognized Refinery.

The relevant specifications under Item MENTIONED ABOVE of Schedule – B above shall be

made applicable.

Course aggregates:

The coarse aggregate shall consist of crushed stone. These shall be strong, durable, of cubical

shape, free of disintegrated pieces, organic or other deleterious matter and adherent

coatings. The aggregate shall preferably by hydrophobic and of low porosity and shall satisfy

the physical requirements set forth in

TABLE -1: PHYSICAL REQUIREMENT FOR COURSE AGGREGATE FOR BC

PROPERTY TEST AND TEST METHOD SPECIFICATION

Cleanness Grain size analysis (IS : 2386-Part-1) Maximum 5% passing 0.075mm

Particle shape Flakiness & Elongation combined

(IS: 2386-Part-1)

Strength* Los Angle Abrasion Value. Maximum 30%

Aggregate impact value (IS: 2386 Part-4) Maximum 24%

Polishing Polishing stone value

(B.S.:812-PART-114)

Durability Soundness (IS: 2326- Part-5)

Sodium sulphate Maximum 12%

Magnesium sulphate Maximum 18%

Water Water absorption (IS: 2386, PART-3)

Stripping Coating & stripping of bitumen aggregate Minimum retained coating 95%

mixture (IS: 6241)

Water Retained tensile strength

1) (*)Aggregate satisfy the requirements of either of these two tests.

2) (**)The water sensitive test is only to be carried out if the minimum retained

coating in the stripping test is less than 95%.

Fine aggregate:

The fine aggregates shall consist of crusher run screenings, natural sand or a mixture of both,

passing 2.36mm sieve and retrained on 75-micron sieve. These shall be clean, hard, durable,

dry and free from dust, & soft or friable matters, organic or other deleterious matter.

The fine aggregate shall have a sand equivalent value not less than 50 when tested in

accordance with the requirement of IS-2720-Part-37. The plasticity index of the fraction

passing the 0.425mm sieve shall not exceed 4, when tested in accordance with IS: 2720(Part-

The aggregate shall satisfy the physical requirements set forth in the table -1 above.

Filler shall consist of finely divided mineral matter such as rock dust, hydrated line or cement

approved by the Engineer.

The filler shall be graded within the limits indicated in Table-2 as under.

TABLE – 2 : GRADING REQUIREMENT FOR MINERAL FILLER :

Cumulative percent passing by weight of

I.S. sieve (mm)

total aggregate.

The filler shall be free from organic impurities and have a plastic index not greater than

The plastic index requirement shall not apply if filler is cement or lime. Where the

aggregates fail to meet the requirement of water sensitivity test in Table-1 then 2% by total

weight of aggregate, of hydrated line shall be added without additional cost.

Aggregate grading & binder content:

When tested in accordance with I.S 2326 – Part-1 (Wet sieving method), the combined

grading of the course and fine aggregate and added filler shall fall within the limit shown in

table-3 for grading No. 2 as specified.

TABLE – 500- 17 : COMPOSITION OF BITUMINIOUS CONCRETE PAVING LAYERS

Nominal aggregate sieve 13.2 mm

Layer thickness 30-40 MM

I,.S. Sieve (mm) Commutative percentage by weight of total

aggregate passing.

Bitumen content percentage by

mass of total mix

Bitumen grade ( VG – 40 ) VG -

1) The combined aggregate grading shall not vary from the low limit on one sieve to the

high limit on the adjacent sieve.

2) Determined by the Marshal method.

Proportioning of materials: The binder content shell be within a tolerance of +0.3 or -0.3

% by of the total mix when individual specimens are taken for quality control tests in

accordance with the provisions of section

Preparation and transportation of the Mix

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 adequate capacity and capable of yielding a mix of proper and uniform

quality with thoroughly coated aggregates. Appropriate mixing temperatures can be found in

Table 500-2 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.

If a continuous mixing-plant is to be used for mixing the bituminous bound macadam; the

Contractor must demonstrate by laboratory analysis that the cold feed combined grading is

within the grading limits specified

for that bituminous bound material. In the case of a designed job mix, the bitumen and filler

content shall be derived using this combined grading. Further details are available in the

Manual for Construction and

Supervision of Bituminous Works.

Bituminous materials shall be transported in clean insulated vehicles, and unless otherwise

agreed by the Engineer, shall be covered while in transit or awaiting tipping. Subject to the

approval of the Engineer, a thin

coating of diesel or lubricating oil may be applied to the interior of the vehicle to prevent

sticking and to facilitate discharge of the material.

Spreading: The provisions of Clauses 501.5.3 shall apply.

TABLE 500-2. Mixing, Laying and Rolling Temperatures for Bituminous Mixes (Degree

Bitumen Bitumen Aggregate Mixed Rolling Laying

Viscosity Temperature Temperature Material Temperature Temperature

Grade (°C) (°C) Temperature (°C) (°C) (°C)

1) MIXTURE DESIGN :

Requirement of mix: Apart from conformity with grading and quality requirements of

individual ingredients, the mix shall meet the requirements set out in Table 500–11.

TABLE –500-11 : REQUIREMENT OF BITUMINIOUS CONCRETE PAVEMENT LAYER

Minimum, stability (KN at 600 C)

Minimum flow (MM)

Maximum flow (MM)

75 blows on each of the two faces of the

Compaction level (No. of blows)

Percent air voids 3-5

Percent voids in mineral aggregate

See Table – 500 – 13 OF MORTH

Percent voids filled with bitumen (VFB) 65 -

Coating of aggregate particle 95% minimum

Tensile strength ratio 80% Minimum

Viscosity Grade as per VG – 40 & MoRTH.

Binder content: The binder content shall be so fixed as to achieve the requirements of the

mix set out in Table 500-17. Marshall Method for arriving at the binder content shall be

adopted, replacing the aggregates retained on 26.5 mm sieve by the aggregates passing

mm sieve and retained on 22.4 mm sieve.

Job mix formula: The Contractor shall intimate to the Engineer in writing, at least 20 days

before the start of the work, the job mix formula proposed to be used by him for the work

and shall give the following details:

i) Source and location of all materials;

ii) Proportions of all materials expressed as follows where each is applicable;

(a) Binder, as percentage by weight of total mix; (b) Coarse aggregate/Fine

aggregate/Mineral filler as percentage by weight of total aggregate including mineral filler;

iii) A single definite percentage passing each sieve for the mixed aggregate;

iv) The results of tests enumerated in Table 500-10 ( MORT & H )as obtained by the

v) Test results of physical characteristics of aggregates to be used;

vi) Mixing temperature and compacting temperature.

While working out the job mix formula, the Contractor shall ensure that it is based on a

correct and truly representative sample of the materials that will actually be used in the

work and that the mix and its different ingredients satisfy the physical and strength

requirements of these Specifications.

Approval of the job mix formula shall be based on independent testing by the Engineer for

which samples of all ingredients of the mix shall be furnished by the Contractor as required

The approved job mix formula shall remain effective unless and until modified by the

Engineer. Should a change in the source of materials be proposed, a new job mix formula

shall be established and got approved from the Engineer before actually using the materials.

Permissible variation from job mix formula: It shall be the responsibility of the

Contractor to produce a uniform mix conforming to the approved job mix formula subject to

the permissible variations of the individual percentages of the various ingredients in the

actual mix from the job mix formula to be used within the limits as specified in Table 500-11.

These variations are intended to apply to individual specimens taken for quality control tests

TABLE 500-18.PERMISSIBLE VARIATIONS FROM THE JOB MIX FORMULA

S. No. Description of Ingredients Permissible variation

by weight of total

mix-in per cent

1. Aggregate passing 19.00mm sieve and larger sieves +7

2. Aggregate passing 13.2 , 9.5 mm sieve and larger sieves +6

3. Aggregate passing 4.75 mm sieve +5

4. Aggregate passing 2.36,1.18& 0.6 mm sieve +4

5. Aggregate passing 300,150 micron sieve +3

6. Aggregate passing 75 micron sieve +

8. Mixing temperature + 10oC

Requirement of the mixture:

Apart from confirmative with the grading and quality requirement for individual ingredients

mixture shall meet the requirement set out in Table - 500 – 18 OF MORTH.

1) The nominal maximum particle size is one size larger than the first sieve to retain

more than 10 per cent.

2) Interpolate minimum voids in the mineral aggregate (VMA) for design air voids values

between those listed.

Binder content:

The binder content shall be optimized to achieve the requirement of the mixture set out in

Table – 500-17 and the traffic volume (may be obtained from the Engineer-in- charge). The

marshal method for determining the optimum binder content shall be adopted as described

in the asphalt institute manual at MS-2, replacing the aggregates retains on the 26.5mm sieve

and retained on the 22.4mm where approved by the Engineer.

Job mix formula :

The contractor shall inform the Engineer in writing, at least 20 days before the start of the

work, of the job mix formula proposed for use in the work and shall give following details.

(i) Source and location of all materials.

(ii) Proportion of all materials expressed as follows where is applicable.

(a) Binder type & percentage by weight of total mixture.

(b) Course aggregate, fine aggregate, mineral filler as percentage by weight of total

aggregate including mineral filler.

(iii) A single definite percentage passing each sieve for the mix aggregate

(iv) The individual grading of the individual aggregate fractions, and the proportion of

each in the combined grading.

(v) The result of test enumerated in Table – 500-18 as obtained by the contractor.

(vi) Where mixture is a batch mixture, the individual weights of each type of aggregate, &

binder per batch.

(vii) The test result of physical characteristics of the aggregate to be used.

(viii) Mixing temperature and compacting temperature.

While establishing the job mix formula, the contractor shall ensure that it is based on a

correct and truly representative sample of the materials that will actually be used in the

work and that the mixture and its different ingredients satisfied the physical and strength

requirements of these specifications.

Approval of the job mix formula shall be based on independent testing by the Engineer for

which samples of all ingredients of its mix shall be furnished by the contractor as required by

The approved job mix formula shall remain effective unless and until a revised job mix

formula is approved, should a change in the source of materials be proposed, a new job mix

formula shall be forwarded to the Engineer for approval before the placing of the material

Plant trial – permissible various in Job mix formula:

Once the laboratory job mix formula is approved, the contractor shall carry out plant trials at

the mixture to establish that the plant can be set up to produce uniform mix confirming to

the approved job mix formula. The permissible variations of the individual percentages of

the various ingredients in the actual mix from the job mix formula to be used shall be within

the limits as specified in the table – 6 as under:

The various are intended to apply to individual specimens taken for quality control test in

accordance with General quality control works on materials attached herewith.

TABLE – 500-18 : PERMISSIBLE VARIATIONS FROM THE JOB MIX FORMULA

Base / binder course

Aggregate passing 19mm size or larger +/- 7%

Aggregate passing 13.2mm , 9.5mm +/- 6%

Aggregate passing 4.75mm +/- 5%

Aggregate passing 2.36mm, 1.8mm, 0.6mm +/- 4%

Aggregate passing 0.3mm,0.15mm +/- 3%

Aggregate passing 0.075mm +/- 1.5%

Binder content +/- 0.3%

Mixing temperature +/- 10 C

Once the plant trails have demonstrated the capability of the plant, and the trials are

approved, the laying operation may commence. Over the period of the first month of

production for laying on the work, the Engineer shall require additional testing of the

product to establish the reliability and consistency of the plants.

Laying trials :

Once the plant trails have been successfully completed and approved, the contractor shall

carry out laying trial to demonstrate the proposed mix can be successfully laid, and

compacted all in accordance with MoRTH Clause -501. The laying trial shall be carried out on

a suitable area which is not form part of the works, unless specifically approved in writing,

by the engineer. The area of the laying trial shall be a minimum of 100 M2 of construction

similar to that of the project road and it shall be in all respect particularly compaction, the

same as the project construction, on which the bituminous materials is to be laid.

The contractor shall previously inform the Engineer of the proposed method for laying and

compacting the materials. The plant trial shall then establish if the proposed laying plant,

compaction plant, and methodology is capable of producing satisfactory results. The density

of the finished paving layer shall be determined by taking cores, no sooner then 24 hours

after lying, or by other approved method. Once the laying trial have been approved, the same

plant and methodology shall be applied to the laying of the material on the project, and no

various of either shall be acceptable, unless approved in writing by the Engineer, who may at

discretion require further laying trials.

KEEPING RECORDS:

The relevant specifications under BOQ ITEM No. 10 MENTIONED ABOVE of Schedule – B

above shall be made applicable.

2) MODE OF MEASUREMENT & PAYMENTS:

The payment shall be made on the tonnage basis of the weight of mix of aggregate and

bitumen actually used in the finished work. For this purpose, the contractor shall have to

install a weigh bridge of suitable capacity for the purpose of weighting of dumpers at suitable

place near Hot mix plant site. Weight of empty dumper and weight of loaded dumper will be

recorded in bound and numbered register on plant site. The register shall be maintained by

the department and signed by the contractor.

Department will be free to get some loaded dumpers/empty dumpers test checked at other

weight bridge. Weigh Bridge will be periodically got calibrated and verified from Weight and

Measure Authorities.

The weigh bridge shall be of approved quality and test will have to be given as and when

demanded by the Department for its accuracy without any extra cost to the Corporation.

Proper gate pass system shall be established for the vehicles coming to the plant and

outgoing from the plant site. The location of the K.M. and meter in which individual dumpers

are unloaded is recorded carefully.

For the purpose of application of tack coat, if the theoretical area as per sanctioned estimate

for basis of tone differs with the actual area of work done in the field, then the reduction in or

addition to payment shall have to be effected to the contractor on prorate basis depending

upon the area reduced or exceeded respectively.

The contract unit rate for B.C. shall be paid in full for carrying out the required operations

including all compensation for:

1) Making arrangement of control and safety of traffic.

2) Preparation of surface to receive the materials.

3) Providing all materials to be incorporated in the works with all lead and lifts,

including all royalties, fees, all taxes, rents where necessary.

4) Mixing, transporting, laying, & compacting the mix etc.

5) All labour, tools, equipment, plant including installation of Hot drum mix plant,

power supply units and all machinery, and incidental to complete the work to the

specifications.

6) Carrying out the work in part widths where directed.

7) Carrying out all tests for control of quality.

8) The rate shall cover the provision of bitumen at the purchased rate with the

provision that the variation actual percentage of bitumen used will be assessed and paid or

adjusted accordingly.

9) The rates for premixed materials are to include for all wastage in cutting of joints etc.

10) The rate is to include for all necessary testing, Mixture design, Job mix formula, Plant

trails, laying trails, transporting and testing of samples and cores. If there is not a project

specific laboratory, the contract must arrange to carry out all necessary testing at an outside

Govt. approved laboratory approved by the Engineer-in-charge & all costs incurred are

deemed included in the rate quoted for the materials.

11) The cost of all plants and laying trials as specified to prove the mixing and laying

method is deemed to be included in the contractor rates.

12) The average consolidated thickness of one layer of the B.C. shall be 40 mm at

specified density.

The contract rate shall be for a one M.T of a mixture, except that the rate shall include

the provision of bitumen at 5.4%, by weight of total mixture. The variation in actual

percentage of bitumen used will be assessed and the payment adjusted up or down

accordingly. In any case, consumption of bitumen should not be exceed than 5.4% as

mentioned in Schedule “B” without approval of Competent authority.

Providing and applying asphalt for painting surface with bitumen VG-40 at the rate of

6.00 Kg/ 10 Sq.m on bituminoues road surface using asphalt pressure spreayer etc.

complete including clearing the road surface including the cost of asphalt ,labour,

plant and machinary and equipment etc. complete including spreading the stone dust

at the rate of 0.30 m3/ m2 of road surface etc. complete as directed by engineer in

charge. SCOPE :

Description: This work shall consist of the application of one coat Bituminous painting

each coat consisting of a layer of bituminous binder sprayed on base prepared previously,

followed by a cover of stone chippings properly rolled to form a wearing course to the

requirements of these Specifications.

Binder: The binder shall be straight-run bitumen of a suitable grade appropriate to the

region, traffic, rainfall and other environmental conditions as directed by the Engineer and

conforming to IS : 73. Guidance in this regard may be obtained from Appendix-4.

Stone dust : The stone dust shall conform to Clause 504.2.2.1. The Stone Polishing Value as

measured by BS 812 (Part 114), shall not be less than 55. The stone shall also conform to the

quality requirements of Table 500-3 except that water absorption shall be restricted to a

maximum of 1 per cent. The size of stone dust shall be in accordance with Table 500-12.

Quantities of materials: The quantities of materials used for this work shall be as specified

in a Table 500-13.

TABLE 500-12. SIZE REQUIREMENTS OF STONE CHIPPINGS FOR BITUMENOUS

PAINTING USING BITUMEN

Minimum VMA Percent Related to Design Percentage Air Voids

Nominal Maximum

Particle Size(MM)

TABLE 500-13. QUANTITIES OF MATERIALS REQUIRED FOR 10 sq. m. OF ROAD

SURFACE FOR BITUMENOUS PAINTING USING BITUMEN

S. No. Type of construction Binder Stone dust

1. Single coat bituminous painting 6.0 0.013 cu.m

Construction operations

Weather and seasonal limitations: Clause 504.3.1. shall apply.

Preparation of base: The base on which the Bituminous Painting is to be laid shall be

prepared, shaped and conditioned to the specified lines, grade and cross-section in

accordance with Clause 501 and as directed by the Engineer. Priming coat, where needed,

shall be provided as per Clause 502 and as directed by the Engineer. Where the existing

surface shows signs of fatting up, this shall be rectified. The bituminous primed surface to be

dressed shall be thoroughly cleaned either by using a mechanical broom or any other

approved equipment/method as specified by the Engineer.

Dust removed in the process shall be blown off with the help of compressed air.

Application of binder: Bitumen shall be heated to 150oC-163oC and sprayed on the dry

surface in a uniform manner with the help of self-propelled mechanical sprayers having self-

heating arrangement and bitumen pressure pump and spraying bar with nozzles having

constant volume or pressure system capable of spraying bitumen uniformly at the rates

specified in Table 500-13 and above mentioned temperature. Excessive deposits of binder

caused by stopping or starting of the sprayer or through leakages or any other reason shall

be corrected by blotting with sand before the stone chippings are spread.

Application of stone dust : Immediately after the application of binder, stone chippings in a

dry and clean state shall be spread uniformly on the surface by means of a self-propelled or

towed mechanical grit spreader capable of spraying uniformly at rates specified in Table

500-13 so as to cover the surface completely. If necessary, the surface shall be broomed to

ensure uniform spread of chippings.

Rolling: Immediately after the application of the cover material, the entire surface shall be

rolled with a 80-100 kN smooth wheeled steel roller, 80-100 kN static weight vibratory

roller, or other approved equipment. Rolling shall commence at the edges and progress

towards the centre except in super elevated and uni-directional cambered portions where it

shall proceed from the lower edge to the higher edge. Each pass of the roller shall uniformly

overlap not less than one-third of the track made in the preceding pass. While rolling is in

progress, additional chippings shall be spread by hand in necessary quantities required to

make up irregularities. Rolling shall continue until all aggregate particles are firmly

embedded in the binder and present a uniform closed surface.

Opening to traffic: Traffic shall not be permitted to run on any newly surface dressed area

until the following day. In special circumstances, however, the Engineer may open the road

to traffic immediately after rolling, but in such cases traffic speed shall be limited to 16 km

per hour till the following day.

Surface finish and quality control of work: The surface finish of construction shall

conform to the requirements of Clause

Control on the quality of materials and works shall be exercised by the Engineer in

accordance with Section

Arrangements for traffic: During the period of construction, arrangement of traffic shall be

done as per Clause

Measurements for payment: Each coat of Bituminous Painting shall be measured as

finished work in square meters.

Rates: The contract unit rate for each coat of Bituminous Painting shall be payment in full

for carrying out the required operations including full compensation for all components

listed in Clause 504.8 (i) to (vi).

Road marking with hot applied thermoplastic paints with asian/ berger paints with

reflectorising glass beads on bitumen surface providing and laying a hot applied

thermoplastic compound 2.5 mm thick including reflectorising glass beads @ 250gms

per sqm area, thickness of 2.5mm is excluding of surface applied glass beds as per

IRC:35- 2015. The finished surface to be level, uniform and free from streaks and

holes. zebra Patta /bump Patta lane/centre line/ edge line/cut Patta. The white colour

marking should provide liminance coefficient on cement road shall be min

mcd/m2/lux and Asphalt road shall be min 100 mcd/m2/lux during the service life

during the day time. The marking should meet the performance criteria for night time

reflectivity, wet reflectivity and skid resistance as mentioned in the section-15 of IRC

35-2015. Warranty for the Retro reflectivity should be two years.

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.

Road markings shall be of ordinary road marking paint, hot applied thermoplastic

compound, or reflectorised paint as specified in the item and the material shall meet the

requirements as specified below.

Ordinary Road Marking Paint

Ordinary paint used for road marking shall conform to Grade 1 as per IS :

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

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

Hot Applied thermoplastic Road Marking

1. The work under this section consists of marking traffic stripes using a thermoplastic

compound meeting the requirements specified herein.

2. The thermoplastic compound shall be screeded/extruded on to the pavement surface in a

molten state by suitable machine capable of controlled preparation of 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.

3. 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.

4. Where the compound is to 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.

Thermoplastic Material

General: The thermoplastic material shall be homogeneously composed of aggregate,

pigment, resins and glass reflectorizing beads.

1. 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 and inert fillers 42.0 max 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.

2. Properties: The properties of thermoplastic material, when tested in accordance with

ASTM D36 /BS-3262- (Part 1), shall be as below :

(a) Luminance : White : Daylight luminance at 45 degrees – 65 percent min.

as per AASHTO M

Yellow : Daylight luminance at 45 degrees – 45 percent

min. as per AASHTO M

(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) Skd resistance not less than 45 as per BS

(d) Cracking resistance at low The material shall show no cracks on application to

temperature : concrete blocks.

(e) Softening point 102.5 ± 9.5 degree c. as per ASTM D

(f) Flow resistance Not more than 25 percent as per AASTHTO M

(g) Yellowness index (for not more than 0.12 as per AASHTO M

white thermoplastic paint)

(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 an evidence of

skins or un melted 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, trade mark 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 material showing

results of all tests specified herein and shall certify that the material meets all requirements

of this Specification.

Reflectorizing glass beads

General: This Specification covers two types of glass beads to be used for the production of

reflectorized 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

The glass beads shall be transparent, colorless and free from milkness, dark particles and

excessive air inclusions.

These shall conform to the requirements spelt out in clause 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 -

TABLE 800 – 4. GRADATION REQUIREMENTS FOR GLASS BEADS

Sieve size Percent retained

850 micron 5 to 20 0 to

600 micron --- 5 to

425 micron 65 to 95 ---

300 micron --- 30 to

180 micron 0 to 10 10 to

Below 180 micron --- 0 to

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

C. Refractive index: The glass beads shall have a minimum reflective 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.

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 mm diameter desiccator

which is filled within 25 mm 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

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 100mm stem and 6mm

orifice. If necessary, initiate flow by lightly tapping the funnel. The glass spheres shall be

essentially free of lumps and clusters and shall flow free through the funnel.

(ii) The requirements of gradation, roundness and reflective index of glass beads and the

amount of glass beads in the compound shall be tested as per BS 6088 and BS 3262 (Part 1).

(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 herein and shall certify that the material meets all requirements of this

specification. However, if so required, these tests may be carried out as directed by the

Application properties of thermoplastic material

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.

The material upon heating to application temperatures, shall not exude fumes, which are

toxic, obnoxious or injurious to persons or property.

(i). The material shall be melted in accordance with the manufacturer’s 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

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 temperatures up to 60 degree C.

(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 or cracking.

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

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.

Marking shall be done by machine. For locations where painting cannot be done by

machine, approved manual methods shall be used with prior approval of the engineer. The

Contractor shall maintain control over traffic while painting operations are in progress so as

to cause minimum inconvenience to traffic compatible with protecting the workmen.

The thermoplastic material shall be applied hot either by screeding or extrusion process.

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. The

paint shall be applied using a screed or extrusion machine.

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. The glass beads shall be applied at the rate of

250 grams per square metre area.

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).

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.

Measurements for payment

The painted markings shall be measured in sq. metres of actual area marked (excluding the

In respect of markings like directional arrows and lettering, etc.,

the measurement and payment shall be by Sq. Mtr. basis.

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.

Cateyes Road Stud : Supplying of moulded twin shakes raised pavement markers made

of polycarbonate and ABS moulded body and reflective panels with micro prismatic

lens [no glass bead lens] capable of providing total internal reflection of the light

entering the lens face and shall support a load of 13635 kgs. tested in accordance to

ASTM D 4280 type H and complying to specifications of category A of MORTH circular

No. RW.NH/33023/10-97 - do III dt. 11.06.1997. The height, width and length shall not

exceed 20 mm, 130 mm and with minimum reflective area of 13 sqm on each side and

the slope to the base shall be 35+/- 5 degree. The strength of detachment of the

integrated cylindrical shanks, [of diameter not less than 19 +/- 2 mm and height not

less than 30+/- mm] from the body is to be a minimum value of 500 kgf. Fixing will be

by drilling holes on the road for the shanks to go inside, without nails and using epoxy

resin based adhesive as per manufacture's recommendation and the colour of the

marker should be as per the IRC 35 2015 and as directed by Engineer in Charge..

Cat eye shall be of square trapezoidal shape of minimum size of 120 X 60 mm &25 mm

height. It shall be made from unbreakable and flexible material with self-reflective property.

Opposite two trapezoidal faces shall have red reflective points to increase the reflectivity?

Cat eye shall be of sware flex or 3M or equivalent brand, approved by Engineer-in-charge.

Cat eye shall be fixed in position shown by Engineer-in-charge by fixing rod or nail or fixing

Colour of Cat eye shall be of permanent type. Cat eye shall be of desired shade of colour as

per its location.

The uniquely designed base & twin molded shanks provide better anchorage for

longer road presence. 3M™ Solar Raised Pavement Marker exceeds the compression load

requirements of 13.635 tons making it suitable for the rugged Indian road conditions.

Measurement shall be taken on number basis fixed in position at site.

The contract unit rate shall be for a unit of one Nos.

Facility Informatory Sign :- Providing and fixing sign boards made out of 2mm

aluminium sheet / 4mm ACP (Aluminum composite Panel); size 80 x 60 cms.

rectangular as per design of IRC-67-2012. Pre treated with phospheting process & acid

etching; coated with one coat of epoxy primer and two coats of best quality epoxy

paint; reflectorised with High Intensity Prismatic Grade retro refiectivesheeting of

Type-4 as per ASTM D-4956 and latest M.O.S.T.Specifications; 3.6mtr long stand post of

Iron Angle 75 x 75 x 6mm / 65NB Circular MS Pipe as required and frame fabricated

from suitable size iron angle of 35 x 35 x 3mm; painted with bestquality epoxy

coatings in black and white bends. The details of symbol for each board shall be as per

the instruction of engineer in charge. The fixing at site shall be in 1:2:4 CC blockof size

45 x 45 x 60 Cms. for each leg including excavation, curing etc. complete under the

supervision of engineer in charge. A warranty for 7 years for the Retro reflective

sheeting from original manufacturer & a certified copy of 3 year outdoor exposure test

report from third party test lab for the product offered shall be submitted by

contractor. (B) Class-B Type-4 Retro Reflective sheeting.

The colour, configuration, size and location of all informatory sign boards for all roads shall

be in accordance with the code of practice for Road Signs, IRC:67 or as shown on the

drawings. In the absence of any details or for any missing details, signs/details shall be

provided as directed by the Engineer in charge.

2.0) The signs/lettering shall be either reflectorised or non-reflectorised as shown on the

drawings or as directed by the Engineer in charge. When they are of reflectorised type, they

shall be of retroreflectorised type and made of encapsulated lense type reflective sheeting.

Fixed over aluminum sheeting as per specifications.

3.0) In general, cautionary and mandatory signs shall be fabricated through process of

screen printing. In regard to informatory signs with inscriptions, either the message could be

printed over the reflective sheeting, or cut letters of non- reflective black sheeting used for

the purpose which must be bonded well on the base sheeting as directed by the Engineer in

4.0) Materials:

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

requirements: 4.1) Concrete:

Concrete shall be of the grade shown on the contract drawings or otherwise specified in the

item description or as directed by the Engineer in charge.

4.2) Reinforcement Steel:

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

4.3) Bolts, nuts, washers:

High strength bolts shall conform to IS : 1367 whereas precision bolts, nuts etc. shall

conform to IS :

4.4) Plates and supports:

Plates and supports sections for the signposts shall conform to IS : 226 and IS : 2062 or any

other relevant IS specifications.

4.5) Aluminum :

Aluminum sheets used for sign boards shall be of smooth, hard and corrosion resistant

aluminum alloy conforming to IS : 736-Material designation 24345 or

4.6) Signs with a maximum side dimension not exceeding 600 mm shall not be less than

mm thick thick. All others shall be at least 2 mm thick. The thickness of the sheet be related

to the size of the sign and its support and shall be such that it does not bend or deform under

the prevailing wind and other loads.

4.7) In respect of sign sizes not covered by IRC : 67, the structural details (thickness etc.)

shall be as per the approved drawings.

5.0) Traffic Signs having Retro reflective Sheeting: 5.1) General

Requirements: The retro-reflective sheeting used on the sign shall

consist of the 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 shown 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 unprotected outdoor exposer

facing the sun for two years and its having passed these tests shall be obtained from a

reputed laboratory by manufacturer of the sheeting. The reflective sheeting shall be either of

Engineering Grade material with enclosed lens or high density Grade with encapsulated lens.

The type of sheeting to be used would depend upon the type, functional hierarchy and

importance of the road.

5.2) High intensity grade sheeting:

This sheeting shall be of encapsulated lens type consisting of spherical glass lens, elements

adhered to a synthetic resin and encapsulated by a flexible, transparent water – proof plastic

having a smooth surface. The retro-reflective surface after cleaning with soap and water and

in dry condition shall have the minimum co-efficient of retro-reflection (determined in

accordance with ASTM Standard E : 810) as indicated in Table 800-1.

ACCEPTABLE MINIMUM COEFFICIENT OF RETRO REFLECTION FOR HIGH INTENSITY

GRADE SHEETING ( CANDELAS PER LUX PER SQUARE METER).

Observation Entrance Green /

angle (In Angle (In Red

White Yellow Orange Blue

Degrees) Degrees)

5.3) When totally wet, the sheeting shall not show less than 90 percent of the values of

retroreflectance indicated in above Table 800-1. At the end of 7 years, the sheeting shall

retain at least 75 percent of its original retro-reflectance.

5.4) Messages/Borders:

The messages (legends, letters, numbers etc.) and borders shall be either be screen-printed

or of cut-outs. Screen printing shall be processed and finished with materials and in a

manner specified by the sheeting manufacturer. Cut-outs shall be of materials as specified by

the sheeting manufacturer and shall be bonded with the sheeting in the manner specified by

the manufacturer.

5.5) For screen-printed transparent coloured areas on while sheeting, the co- efficient of

retroreflection shall not be less than 50 percent of the value of corresponding colour in

Tables 800-1 and Table 800-2, as applicable.

5.6) Cut-out messages and borders, wherever used, shall be made out of retro- reflective

sheeting (as per Clause 5.2 or 5.3 as applicable), except those in black which shall be of non-

reflective sheeting.

Unless otherwise specified, yhe general colour scheme shall be as stipulated in IS: 5 “Colour

for Ready Mixed Paints” viz.

Blue IS Colour No:- 166: French Blue.

Red IS Colour No:- 537: Signal Red.

Green IS Colour No:- 284: Indian Green.

5.8) Adhesives:

The sheeting shall either have a pressure-sensitive adhesive of the aggressive- tack type

requiring no heat, solvent or other preparation for adhesive to a smooth clean surface, or a

tack free adhesive activated by heat, applied in a heat-vaccume 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 solvent or other preparation for adhesive shall be applied strictly in

accordance with the manufacture’s instructions.

5.9) Reimbursement:

Where existing signs are specified for refurbishment, the sheeting shall have a semi-rigid

aluminum 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.

5.10) Fabrication:

Surface to be reflectorised shall be effectively prepared to receive the retro- reflective

sheeting. The aluminum sheeting shall be de-greased either by acid or hot alkaline etching

and all scale/dust removed to obtain in a smooth plain surface before the application of

retro-reflective sheeting. If the surface is rough, approved surface primer may be used. After

cleaning, metal 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 metal to come in contact with grease, oil

or other contaminants prior to the application of retro-reflective sheeting.

Complete sheets of the material shall be used on the signs except where it is unavoidable; at

slices, 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 5 mm or

butted with a gap not exceeding 0.75 mm. Where screen printing with transparent colours

are proposed, only butt jointing shall be used. The materials 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.

5.11) Warranty and Durability:

The Contractor shall obtain from the manufacturer a seven years warranty for satisfactory

field performance including stipulated retro-reflectance of the retro-reflective sheeting of

high intensity grade and a five years warranty for the adhesive sheeting of Engineering

grade and submit the same to the Engineer in charge. In addition, a seven year and a five year

warranty for satisfactory in- field performance of the finished sign with retro-reflective

sheeting of high intensity grade and engineering grade respectively, inclusive of the screen

printed or cut out letters/legends and their bonding to the retro-reflective sheeting shall be

obtained from the Contractor/supplier and passed on to the Engineer in charge. 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

Processed and applied in accordance with recommended procedures, the reflective materials

shall be weather resistant and, following cleaning, shall show no appreciable percent of the

specified minimum reflective intensity values(Table 800-1 and 800-2) when subjected to

accelerated weathering for 100 hours, using type E or EZH Weather o meter (AASHTO

Designation M268).

6.0) Installation:

6.1) 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 0.98 sq.

m. shall be sign supports may be of mild steel, reinforced concrete or galvanized iron (G.I.)

post end(s) shall be firmly fixed to the ground by means of properly designed foundation.

The work of foundation shall conform to relevant Specifications as specified.

6.2) All the components of signs and supports, other than reflective portion and G.I. posts

shall be thoroughly descaled, cleaned, primed and painted with two coats of epoxy paint. Any

pan of mild steel (MS) post below ground shall be painted with three coats of red lead paint.

6.3) The signs shall be fixed to the posts by welding in the case of steel posts and by bolts and

washers of suitable size in the case of reinforced concrete or G.I. posts. After the nuts have

been tightened, the tails of the bolts shall be furred over with a hammer to prevent removal.

7.0) Measurements for Payment:

The measurements of standard cautionary, mandatory and information signs shall be in

numbers of different types of signs supplied and fixed, while for direction and place

identification signs, these shall be measured by no.

The contract unit rate shall be payment in full for the cost of making the road sign, incl. all

materials, installing it at site and incidentals to complete the work in accordance with the

specifications.

The contract unit rate shall be for a unit of one No.