Up gradation of Road resurfacing along with Box Culvert of Internal Industrial Roads and Street light works incl. 5 years free maintenance guarantee period at Rafaleshwar GIDC Industrial estate under AII Scheme-2020 with 5 years Street light Operation guarantee period. (4th-invitation)

DETAILED SPECIFICATION OF THE ITEMS OF WORK TO BE CARRIED OUT

Name of Work: Up gradation of Road resurfacing along with Box Culvert of Internal

Industrial Roads and Street light works incl. 5 years free maintenance guarantee period

at Rafaleshwar GIDC Industrial estate under AII Scheme-2020 with 5 years Street light

Operation guarantee period. (4th-invitation)

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 Jungle.

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

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

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

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

MODE OF MEASUREMENT AND PAYMENT :

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

Preparing Existing road surface by brushing with wire brushes and with

mechanical equipments for removing caked mud etc. sweeping with brooms and

finally fanning the cleaned surface with gunney bags or mechanical air compressor

to remove all loose dirt etc.

Preparing an existing granular surface

All loose and extraneous materials should be removed and surface cleaned where

a granular profile Corrective course is to be provided prior to laying a bituminous

course; the existing granular surface after cleaning should be slightly watered and

the granular course laid.

The surface of all granular layers on which a bituminous course is to be laid

should be cleaned of all loose material and dust by air jet or wire brushes or other

approved means and should be correct to line, level and camber within the

tolerances specified for base course.

Where a profile corrective course of bituminous material is to be laid, the granular

surface after removal of all loose material and dust should be primed with a

suitable bituminous primer as per ‘Sub-section’ 502 of MORTH Scarifying an

existing bituminous surface Where an existing bituminous layer is required to be

Removed, it should be done by hand picking without causing undue disturbance

to the underlying layers. Any underlying material which may have been disturbed

should be removed and fresh base

material supplemented, if necessary and compacted.

The compacted granular surface, finished to line, level and cross-slope should be

primed as per specified procedure.

Preparing an existing bituminous surface

The surface shall be cleaned and any pot holes and cracks repaired before laying

bituminous treatment.

Pothole and Patch Repairs

The existing bituminous surface should be inspected and all pothole and patch

areas made free of any loose, defective material. The edges of all potholes shall

be cut / trimmed with hand tools vertically to form rectangular shape and shall be

thoroughly cleaned with wire brush, compressed air or other approved means. All

dust and loose materials should be removed from site. Layers below the level of

bituminous construction should be replaced using material of equivalent

specification to the original construction and degree of compaction. The area of

bituminous construction should be primed and/or tacked with an emulsion

(meeting requirements of IS:8887) depending on whether the lower area is

granular or bituminous in nature. The sides of the excavated position should be

painted with tack coat material using a hand brush/sprayer.

The bituminous patching material should be either a hot mix or a cold mix,

adopting the respective specification. The bituminous mixture, prepared in a plant

of suitable capacity should be placed in layers of not more than 100 mm (loose)

and compacted in layers with roller/plate compactor/hand roller/rammer to the

desired compaction.

MODE OF MEASUREMENT AND PAYMENT:

The work shall be measured as finished work in position in square meter

Box cutting the road surface to proper slope and camber for making a base for

road work including removing the excaveted stuff and depositing on the road side

slope as directed upto 50 Mt. Lead.

The sub grade / sub base / base to receive the water bound macadam course

shall be prepared to the specified grade and camber and made of dust and other

extraneous materials. Any nets of soft places shall be corrected in on approved

manner and rolled until firm.

Cutting shall be paid on cross section area as established by the longitudinal level

and cross sections for this purpose. The work shall be started after the initial

longitudinal section of the ground and cross sections are taken and recorded.

The final surface shall confirm to proper profile, camber and super elevation etc.

as directed by the Engineer. The earthwork shall be paid on sectional

measurements, cross sectional etc. taken.

No allowance or payments shall be made for materials excavated prior to the

taking of level by the Engineer.

The rate is inclusive of cutting in all soil and murrum including removal of all

shrubs, jungle cutting, cutting stuff in slopes, side drain bank etc. complete.

This item also includes the clearing the sides and demarking the line as per

requirement and cutting out the existing tress on the road side, not extra payment

will be paid for.

At the time of preparing final bill, the road formation in embankment and cutting

shall have be perfect condition true to grade, camber and side slope duly dressed

and damages due to rain cuts etc. during entire working period shall have to be

done by the contractor.

The work taken in length shall be completed in all respects viz. width, grades,

camber, side drains, side slopes etc. and measurements for incomplete work shall

not be taken otherwise.

ode of Measurement & Payment:

The unit rate box cutting shall include the cost of all materials, tools and plant

required for excavation in all type of soils in grade and camber, line and levels and

finishing as per direction of the Engineer-in-charge, excavation and all other

incidental expenses for producing item of box cutting of specified breadth and

depth and grade to complete the item or its components as shown on the

drawings and according to these specifications.

The box cutting shall be measured for its cross section area and compacting

volumes in cubic metres by the method of average areas.

The rate will be made on Cubic Meter basis of the finished work.

Rolling of earthwork in layers with power roller including filling in depressions

which occur during the process.

This item shall consist of Rolling the earth work (having minimum CBR 11%) in

the required layers, not exceeding 20 cms in loose thickness, to be done for

construction of embankments., side shoulders and miscellaneous back fill with

excavated stuff under this contract. The consolidation of earth work shall be

carried out in accordance with the requirements of these specifications and in

conformity with the lines, grades and cross sections shown in the drawings or as

directed by the Engineer-in-charge. If earth having minimum CBR 11% is not

available then lime-fly ash treatment as approved by engineer in charge must be

given to earth brought from out side and 15% effective CBR must be achieved.

Moisture content of each layer of the loose excavated stuff of soil, soft murrum

etc. shall be checked in accordance with IS:2720 (PART-II) and suitably adjusted

by sprinkling additional water from a hose line, truck mounted water tank or other

approved means so that at the time of compaction, it is from 1% to 2% below

O.M.C., corresponding to IS:2720 (PART-VII). While adding water, due allowance

shall be made for evaporation losses. After adding the required amount of water,

the soil shall be processed by means of harrows, rotary mixers or as otherwise

approved until the layer is uniformly wet.

Immediately thereafter, rolling shall be started with vibrator roller of 80 to 100 KN

static weight with plain drum or heavy pneumatic tyred roller of minimum 200 to

300 KN weight having tyre pressure 0.70 MN / M2 of other approved plant. Rolling

shall commence at the edges and progress towards the centre longitudinally

except that on super elevated portions, it shall progress from the lower to the edge

parallel to the centre line of the pavement, Each pass of the roller shall uniformly

overlap not less one third of the track made in the proceeding pass. During rolling,

the grade and camber shall be checked and any high spots or depressions which

become apparent corrected by removing or adding fresh material.

Utmost care shall be taken during the rolling work so that earth do not get

disturbed and pushed out so as to cause unevenness lumps, irregularities etc. in

Each layer of the earth work shall be thoroughly compacted to densities specified

in table below:

Sr. Type of work Relative compaction as percentage of

No. maximum laboratory dry density as per

I.S.2720 (Part- 8)

1 Subgrade and earthen shoulders Not less than 97 %

2 Embankment Not less than 95 %

3 Expansive Clays Not allowed

a) Subgrade and 500 mm portion

just below the sub-grade

b) Remaining portion of 90 - 95 %

When density measurements reveal any soft areas in the embankment, further

compaction shall be carried out as directed by the Engineer-in-charge. If in spite

of that, the specified compaction is not achieved, the materials in the soft areas

shall be removed and replaced by approved material compacted to the density

requirements and satisfaction of the Engineer-in-charge.

The surface of any layers of earthwork on completion of compaction shall be well

closed free from movement under compaction plant and from compaction planes,

ridges, cracks or loose, segregated or otherwise defective areas shall be made

good to the full thickness of layer and re-compacted.

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

Watering of earth work as directed.

This item shall consist of watering the earth work (having minimum CBR 11%) in

the required layers, not exceeding 20 cms in loose thickness, to be done for

construction of embankments., side shoulders and miscellaneous back fill with

excavated stuff under this contract. The consolidation of earth work shall be

carried out in accordance with the requirements of these specifications and in

conformity with the lines, grades and cross sections shown in the drawings or as

directed by the Engineer-in-charge. If earth having minimum CBR 11% is not

available then lime-fly ash treatment as approved by engineer in charge must be

given to earth brought from out side and 15% effective CBR must be achieved.

Moisture content of each layer of the loose excavated stuff of soil, soft murrum

etc. shall be checked in accordance with IS:2720 (PART-II) and suitably adjusted

by sprinkling additional water from a hose line, truck mounted water tank or other

approved means so that at the time of compaction, it is from 1% to 2% below

O.M.C., corresponding to IS:2720 (PART-VII). While adding water, due allowance

shall be made for evaporation losses. After adding the required amount of water,

the soil shall be processed by means of harrows, rotary mixers or as otherwise

approved until the layer is uniformly wet.

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

the site of work

Graded Granular sub base (GSB)

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

200 mm Grading 5th Granular sub base (GSB) in layers and 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)

This work shall consist of laying and compacting, composition of coarse & medium

sand as a sub-base, brought from outside other than the GIDC land. The sub-

base shall be constructed in accordance with the requirements of these

specifications and in conforming with lines, grades, and cross sections shown on

the drawing or as directed by the Engineer-in-charge.

The granual materials specified in description, coarse sand & medium sand shall

be obtained from outside sources / area other than the GIDC land. The contractor

will have to make his own arrangement to get sources / area for obtaining the

granual materials specified in description, coarse and medium sand of the

approved quality with all leads and lifts at his own cost.

The source / quarries arranged by the contractor to obtain the granual materials

specified in description, coarse & medium sand shall be got approved from the

Executive Engineer prior to use in the work.

The sample of the granual materials specified in description,coarse & medium

sand collected from approved quarries 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 standard requirements set down hereunder. The course and

medium sand of the approved quality shall be only permitted for use in the work.

Grading for granylar Sub-base materials as per Table no 400.1, MoRth -5 rivision

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

crushed stone, or combination the reof depending upon the grading required.

Materials like crushed slag, crushed concrete, brick metal and kankar may be

allowed only with the specific approval of the Engineer. The material shall be free

from organic or other deleterious constituents and conform to one of the three

gradings given in Table 400- 1.While the gradings in Table 400-1 are in respect of

close-graded granular sub- base materials, one each for maximum particle size of

75 mm, 53 mm and 26.5 mm, the corresponding gradings for the coarse- graded

materials for each of the three maximum particle sixes are given

TABLE 400-1. GRADING FOR CLOSE-GRADED GRANULAR SUB-BASE

IS Sieve Per cent by weight passing the IS sieve

Designation Grading I Grading II Grading III

TABLE 400-2. GRADING FOR COARSE GRADED GRANULAR SUB -BASK

IS Sieve Per cent by weight passing the IS sieve

Designation Grading I Grading 11 Grading III

CBR Value (Minimum) 30 25

Note :- The material passing 425 micron (0.425 mm) sieve for all the here grading

when vested according to IS : 2720 (Pan 5) shall have liquid limit and plasticity

index not more than 25 and 6 per cent respectively.

2.2)General Requirements:

The material to be used for the work shall be natural course. The coarse and

medium sand shall be clean, well graded, hard strong durable and gritty partition

free from injuries amount of dust, clay, kankar, nodules or of flaky partition alkali,

salt, organic matter, loam mica or other deleterious substances.

If inferior quality of the granual materials specified in description, coarse and

medium sand is used in the work, same shall be removed by the contractor at his

2.3)Physical Requirements :

The material shall have a 10% fine value of 50 KN or more (for sample in soaked

condition) when tested in compliance with B.S. 812-PART-III. The C.B.R. should

not less than 30% and shall be determined at the density and moisture content

likely to be developed in equilibrium conditions which shall be taken as being the

density relating to a uniform air voids content of 5%. The grading of the granual

materials specified in description, coarse and medium graded sand shall be as

directed by the Engineer-in-charge.

Physical Requirement for materials for Granular Sub-base ( As per MoRth ,pg.no

Aggregate Impact Value IS 40 maximum

Liquid limit IS 2720 ( Part-5) Maximum

Plasticity Index IS 2720 ( Part-5) Maximum

3)CONSTRUCTION OPERATIONS:

3.1)Site Clearance :

Immediately prior to the laying of sand, original ground / 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 pass of 80/ 100 KN

static weight vibrator roller, as directed by the Engineer-in-charge. The relevant

specification of MoRTH clause No.201 shall also be followed.

3.2)Setting out :

After clearing the site or preparing the sub – grade / sub-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 contractor 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 stones and 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.

3.3)Dewatering:

MoRTH Clause No.305.3.2.shall be followed.

3.4)COMPACTING GROUND SUPPORTING EMBANKMENT/SUB‐GRADE:

The original ground shall be leveled to facility placement of first layer of

embankment mix with water & then compacted by rolling so as to achieve

minimum dry density. The MoRTH specification Clause No.305.3.4 shall be

3.5)SPREADING MATERIALS IN LAYERS:

The granual materials specified in description, Sand course shall not be preceded

until the foundation of embankment have been inspected by the Engineer-in-

charge for satisfactory condition and approval.

The granual materials specified in description, sand (composition of coarse &

medium sand) shall be mixed properly and spread on the prepared road

foundation with the help of a drag spreader, motor graders or other approved

means. The thickness of loose layers shall be so regulated that the maximum

thickness of the each layer after consolidation does not exceed 200 mm or

required thickness, shown on the drawing or as directed by the Engineer-in-

charge. Successive layers of the granual materials specified in description and

sand shall not be placed until the layer under construction has been thoroughly

compacted to the requirements set down hereunder and accepted by the

Engineer in charge. The motor grader blade shall have hydraulic control suitable

for initial adjustment and maintain the same so as to achieve specific slope and

The operation of laying the successive layers of the granual materials specified in

description and sand shall have to be suitably synchronized with the consolidation

Moisture content of the selected soil shall be checked at the site of placement

prior to commencement of compaction, if found to be out of agreed limit, the same

shall be made good. Where water is required to be added in such construction,

water shall be sprinkled from a water tanker fitted with sprinkle capable of

applying water uniformly with a controllable rate of flow to variable widths of

surface but without any flooding. The water shall be added uniformly & thoroughly

mixed in murrum by blading, discing or harrowing until a unit of moisture content is

obtained through out the depth of the layer.

If the sand delivered to the road bed is too wet, it shall be dried, by aeration and

exposure to the sun, till the moisture content is acceptable for compaction. Such

circumstances arises, where owing to wet weather the moisture content can not

be reduced to the required amount by the above procedure, compaction shall be

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 confirming to MoRTH. Specification clause no. 305.3.5.2

Only the compaction equipment approved by the Engineer shall be employed to

compact the selected soil.

The compaction shall be done with the help of vibrator roller of 80 to 100 KN static

weight with plain drum or heavy pneumatic tyred roller of minimum 200/300 KN

weight having a minimum tyre pressure of 0.70 MN/M2 as approved by the

Engineer-in-charge, capable for achieving required compaction. The contractor

shall demonstrate the efficiency of the equipment he intends to use by carrying

out compaction trials. The procedure to be adopted this site trials shall first be

submitted to the Engineer-in-charge for approval.

Immediately there after rolling shall be started with approved roller or other

approved plant. Rolling shall commence at the edges and progress towards the

centre longitudinally except that on super elevated portions it shall progress from

the lower to the upper edge parallel to the centre line of the pavement. Each pass

of roller shall uniformly overlap not less than on third of the track made in the

proceeding pass. During rolling the grade and camber shall be checked and any

high spots or depressions which become apparent corrected by removing or

adding fresh material. Rolling shall be continued till the density achieved is at least

100% of the maximum dry density for the material determined as per IS:

(Part – 8). The surface of any layer of sand on completion of compaction shall be

well closed free from movement under compaction plant 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.

3.7)FINISHING OPERATIONS

The embankment/sand layer shall be finished in 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 work of shaping and

dressing the sub-base / shoulders and the side slopes to conform to the cross

section shown on the drawings.

When earthwork operations have been subsequently completed, the road way

area shall be cleared of all debris and ugly scrubs 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-

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

technical specification for quality control on works and materials attached

MoRTH specification clause no. 305.3.9 shall be also followed.

3.8)ARRANGEMENT OF TRAFFIC :

MoRTH specification clause no.112 shall be followed.

4)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 technical

specifications for quality control on works and materials attached herewith. The

Engineer-in-charge shall have the right to modify the frequencies of testing

according to the needs.

5)MODE OF MEASUREMENT AND PAYMENT :

The work of providing, laying, spreading, dressing & compacting the composition

of coarse and medium sand for constructing a sub–grade / sub- base 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 & after construction at a grid

of points 10m 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 composition of coarse and medium sand 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 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 the 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 granular sub-base shall be payment in full for carrying

out the required operations including full compensation for : Making arrangements

for traffic lo Clause 112 except for initial treatment to verges, shoulders and

construction of diversions; furnishing all materials to be incorporated in the work

including all royalties, fees, rents where necessary and all leads and lifts; all

labour, tools, equipment and incidentals to complete the work to the

Specifications;carrying out the work in pan widths of road where directed;

andcarrying out the required tests for quality control.

5.0 DRAINAGE LAYER (125mm)( FILTER MEDIA)

5.01 Drainage layer ( Filter Media) of 125 mm above GSB layer black trap stone

crushed material (Morth Specification Section 401) (Table 400- I Gade-IV or V of

MORTH Specification Rev. V-2013).

6.0 WBM base course of 225 mm in three layers ( Morth specifications s ection

7.0 Bituminous layer comprising of 50mm DBM and 25 mm SDBC as per Morth

Specification Rev. V-2013.

8.0 Geotextile and Geogrid specifications will be as per IRC:113-2013 titled “

Guidelines for the design and construction of geosynthetic reinforced

embankment on soft soil”. Geotextile and bio axial Geogrid materials testing

should be done from the laboratory of BTRA. The Ultimate tensile strength of

bioxialgeogrid and remaining material properties should be satisfied as per

9.0TESTING OF MATERIAL

9.1 A site Testing Laboratory shall be set up by the contractor at his own cost. The

equipments for following tests, in addition to the equipment already specified, are

to be arranged by the contractor.

9.1.1 Aggregate Impact value (IS: 5640)

9.1.2 Sieve Analysis of Coarse and Fine aggregate (IS: 2386 Pt 1)

9.1.3 Flakiness Index (IS: 2386 Pt 1)

9.1.4 Moisture Content (IS: 2720 Pt II)

9.1.5 Plasticity (IS: 2720 Pt V) 9.1.6 Proctor Density test (IS 2720 Pt VIII)

9.1.7 Field Density (IS 2720 Pt III) 9.1.8 Water Absorption test (IS 2720 Pt III)

9.1.9 Surface Moisture Content of aggregates

9.2 Wherever possible, the materials shall be got tested at site lab of the

contractor. The cost of samples including packing, transportation and other

incidental charges shall be borne by Contractor.

9.3 The testing of materials, if required by the Officer-in –charge of the Quality

control wing of NBCC or his authorized representative, beyond specified

frequency of testing shall also be carried out at site laboratory of the contractor or

wherever possible by the contractor without any extra cost. The cost of samples

including packing, transportation and other incidental charges shall be borne by

the contractor.

9.4 In case the tests are conducted at any laboratory other than site laboratory of

the contractor, the testing charges shall be borne by the contractor. Here the

selection of laboratory will be done by Engineer-in-charge. However cost of

samples including packing, transportation, and other incidental charges shall be

borne by the contractor.

9.5 The test result shall be final and binding on the contractor. The decision of

Engineer-in-charge in this regard shall be final and binding on the Contractor.

9.6 All necessary tests as per CPWD specification / relevant BIS codes shall be

carried out on all the materials whether ISI marked or otherwise. Wherever CPWD

specification / relevant BIS codes are not available the tests shall be carried out

as per directions of Engineer-in charge. Nothing extra will be payable on this

9.7 At the time off handing over of completed work to the department all the

damages, pot holes and undulations caused by any traffic shall be made good

and road repaired properly by the contractor to the satisfaction of Engineer-in-

charge. Nothing extra shall be payable to the contractor.

9.8 Necessary platforms of required size etc shall be made by the contractor to

prevent the blinding material (for W.B.M) and other items of work from coming into

direct contact with the local soil. Nothing extra will be payable to the contractor.

9.9 Geo Textile and Geo-grid material testing should be approved by BTRA and

the ultimate tensile strength of bi-axial geogrid and remaining material properties

should be satisfied as per IRC:113-2013.

10.0 No payment will be made to the contractor for damages caused by cyclones,

hurricanes, sand storms, flood waters or by pounding of water due to any reason

etc, during execution of the work and no claims on these accounts will be

11.0 Some restrictions may be imposed by the security staff/BSF/Army etc on the

working and /or movement of labour, vehicles, materials etc on BSF Link roads

and in Rann of Kutch and contractor shall be bound to follow all such restrictions/

instructions and nothing extra shall be payable on this account or due to less

/reduced working hours etc.

12.0 Royalty at the prevalent rates wherever payable, shall have to be paid by the

contractors on the boulders, metal, shingle, sand and bajrietc or any other

materials collected by him for the work direct to the revenue authority of the

District /State Government concerned. He should submit money receipts in lieu of

deposits made or obtain clearance from Geological Department for getting

released his final bill.

13.0 The contractor shall ensure that sufficient quantity of water (suitable for

construction) is available at site for proper execution of work. Nothing extra for

arranging of water at site will be paid to the contractor by the corporation.

14.0 Unless otherwise specified in the schedule of quantities, the rates for all

items of work shall be considered as inclusive of pumping out or bailing out water

from all depths if required for which no extra payment will be made. This will

include water encountered from any source, such as rains, floods, sub soil water

being high due to any other cause whatsoever etc.

15.0 The malba /garbage, removed from site shall be disposed off by the

Contractor at his own cost to any suitable place as directed by Engineerin-charge.

16.0 The existing salty and slushy layer if any of borrow pits, and earth filling area

should be removed and disposed off as directed by the Engineer in charge.

Nothing extra shall be paid to the contractor on this account.

17.0 The contractor should make all arrangements for the alignment, survey and

fixing the shortest distance by using GPRS and measuring the distance by using

road meter etc., Nothing extra will be payable on this account.

The contract unit rate for The work of providing, laying, spreading, dressing &

compacting the composition of coarse and medium sand for constructing a sub–

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

including full compensation for :

xv) Cost of arrangement of land as a source of supply of coarse sand & medium

sand of required quality for construction.

xvi) Setting out

xvii) Compacting ground surrounding embankment sub-grade except where

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

xviii) Scarifying or cutting continues horizontal benches 300mm wide on side slope

of existing embankment and sub-grade as applicable.

xix) Cost of watering.

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

compacting to specifications requirement

xxi) Shaping & dressing the top and slope of the sub base & sub-grade including

rounding of corners.

xxii) Transporting the material to embankment & sub-grade side with all lead and

xxiii) All materials, labours, tools, equipments and incidental necessary to

complete the work to the specifications.

xxiv) Dewatering.

xxv) Keeping the embankment / completed formation free of water as per MoRTH

xxvi) Carrying out required tests for Quality control.

xxvii) Making arrangement of traffic.

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

fee, rent & all lead & lift.

xxix) Dewatering

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

work in position at site of work.

Wet Mix Macadam (WMM)

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

macadam spacification 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 two layers of each 100mm & in One

layer of 150 mm thick for overlay work compacted thickness to lines grades and

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

2.0) MATERIAL :

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 and required materials shall be obtained

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

aggregate, stone dust 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.

2.2.) 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 or 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.

Inferior quality of M.C. stone aggregate, stone dust 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.

2.3.) 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

Physical requirement of M.C. stone aggregates for wet Mix Macadam

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) 30% 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-

2.4.) GRADING REQUIREMENTS:

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

in table below:

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 versa.

3) CONSTRUCTION OPERATION:

3.1.) 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

(leveling course) to M.O.R.T. & H. clause No.

3.2.) SETTING OUT:

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,

center 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-

3.3.) 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.

(Part-8) after replacing the aggregate fraction retained on 22.4 mm sieve with

material of 4.7 mm to 22.4 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.

3.4.) 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 herewith.

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 materials.

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.

3.5.) COMPACTION :

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 center 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 center parallel to the center line of the

road uniformly overlapping each of the preceding track by at least one-third width

until the entire surface had been rolled.

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

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)

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.

3.6.) SETTING AND DRYING :

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

4) 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.

5) 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.

6) 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.

7) 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.

8) MODE OF MEASUREMENT AND PAYMENT:

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

stone aggregate of specific size in two compacted layer (each of 125 MM

compacted thickness) for construction of 250 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 2.75 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

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 125mm 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 involved.

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 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

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 MS).

VISCOSITY REQUIREMENT AND QUANTITY OF LIQUID BITUMINOUS PRIMER.

Kinetic Viscosity of Quantity of liquid

Type of surface primer at 60 deg. bituminous material per

Low porosity 30 - 60 7.00 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.

3. CONSTRUCTION :

3.1) 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. 7.00 kg. per 10 sq. and

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

3.3) 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

3.4) APPLICATION OF BITUMINIOUS PRIMER

The viscosity and rate of application of the primer shall be 7.00 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.

3.5) 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.

4. 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.

5. ARRANGEMENT FOR TRAFFIC :

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

the provision of MoRTH clause no.112.

6. 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 6.00 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 meter

Providing & laying compacted 50 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

MT/M3 shall be boarn by agency)

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

of 50 mm thick thickness course of compacted crushed aggregates premixed with a

bituminous binder on a previously prepared base to the requirements of these

specifications.

The work in general shall be carried out as per specification No. 507 of Ministry of Road.

Transport & Highways specification for road and bridgework published by the Indian

Roads Congress, New Delhi (4th Revision).

(2) MATERIALS :

The bitumen shall beVG- 30 complying with IS: 73 - 2006 / 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 (60/70 GRADE) for mixing as a Binder and Bitumen Emulsion

(VG-10) complying with IS : 8887 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 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 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 calculating consumption, wastage will not be allowed beyond (+/-) 2.00 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 this item will be worked out and accordingly

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.

2.2: COARSE AGGREGATE:

2.1) 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 REQUIREMENTFORCOARSE AGGREGATE

PROPERTY TEST AND TEST METHOD SPECIFICATION

Cleanness Grainsize analysis (IS : 2386-Part-1) Maximum 5% passing

Particle shape Flakiness & Elongation combined Maximum 30%

(IS: 2386-Part-1)

Strength* Los Angle Abrasion Value. Maximum 35%

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

Durability Soundness (IS: 2326- Part-5)

Sodium sulphate Maximum 12%

Magnesium sulphate Maximum 18%

Water absorption Water absorption (IS: 2386, PART-3) Maximum 2%

Stripping Coating & stripping of bitumen aggregate Minimum retained

mixture (IS: 6241) coating 95%

Water sensitive** Retained tensile strength Minimum 80%

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%.

2.2) Fine aggregate:

The fineaggregates 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 equivalentvalue 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:

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 as approved by the Engineer.

The filler shall begraded 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 befree 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.

2.4) 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 LAYERS

Nominal aggregate sieve 25 MM

Layer thickness 50 MM

I,.S. Sieve (mm) Commutative percentageby weight of total

aggregate passing.

Bitumen contentpercentage

by mass of total mix

Bitumen grade (pen) VG – 40 /

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.

(3) MIXTURE DESIGN :

3.1) Requirement of the mixture:

Apart from confirmative with the grading and qualityrequirementforindividual 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)

75 blows on each of the two faces of the

Compaction level (No. of blows)

Percent air voids 3-6

Percent voids in mineral aggregate

See Table – 5 below

Percent voids failed with bitumen (VFB) 65-75

The requirementforminimumpercent voids in mineral aggregate (VMA) are set out

TABLE – 5 : MINIMUM PERCENT VOIDS IN MINERAL AGGREGATE.

Nominalmaximum Minimum VMA, percent related to Design Air voids,

particle size1 (mm) Percent

1) The nominalmaximum 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.

3.2) 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.

3.3) 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&percentageby 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 numerated 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 Engineer.

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

3.4) Planttrial – permissible various in Job mix formula:

Once the laboratory job mix formula is approved, the contractor shall carry outplant 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 forqualitycontroltestin

accordance with General quality control works on materials attached herewith.

TABLE – 6 : PERMISSIBLE VARIATIONS FROM THE JOB MIX FORMULA

Permissible variation

Description Base / binder

Aggregate passing 19mm sizeor larger +/- 8% +/-7%

Aggregate passing 13.2mm , 9.5mm +/- 7% +/- 6%

Aggregate passing 4.75mm +/- 6% +/- 5%

Aggregate passing 2.36mm, 1.8mm, 0.6mm +/- 5% +/- 4%

Aggregate passing 0.3mm,0.15mm +/- 4% +/- 3%

Aggregate passing 0.075mm +/- 2% +/- 1.5%

Binder content +/- 0.3% +/- 0.3%

Mixing temperature +/- 10 C +/- 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

productionfor laying on the work, the Engineer shall require additional testing of the

product to establish the reliability and consistency of the plants.

3.5) 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 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

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

compacting the materials. The planttrial 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.

3.6) 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 preforms

prescribed by the department. Day-today 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

Drum 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 &

3.8) SURFACE FINISH AND QUALITY CONTROL OF WORK :

The relevant specifications as per para No. 2.8 above and the general specification for

quality control on works & materials attached with tender shall be made applicable.

(4) 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.

Preparation of base:

The base on which D.G.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.

MoRTH specification clause No. 501.8 & 902.3 as appropriate shall also followed.

Equipment & preparation of surface:

Relevant specifications of MoRTH clauses shall be followed.

Application of Binder:

The application of tack coat shall be at the rate specified in tendered i.e. 2.5 kg per

smt. and shall be applied in uniformly. The normal range of spraying temperature for

BitumenEmulsion (VG-10)shall be 20 degree C to 70 Degree C.

Before applying tack coat road surface shall be divided in suitable blocks by marking with

line. so as to be ensure that the tack coat is applied at the specified rate i.e. 2.50 kg per

10m2 area for W.M.M. surface. The binder shall be applied uniformly with a self-propelled

or tower bitumen pressure sprayer, equipped for spraying the binder uniformly at a

specified rate or mechanical sprayer as approved by Engineer-in-charge.

The tack coat shall be applied just ahead of the oncoming bituminous

construction.Control on the quality of material and works shall be exercised by the

engineer in charge by carrying out the test mentioned in table No. 3 at the frequencies

shown against each. Testing charges shall be borne by the contractor.

Preparation of the mix.

Drum mix plant of adequate capacity and capable of producing a proper and uniform

quality shall be used for preparing the mix. The plant shall be continuous type having co-

ordinate set of essential units such as dryer for heating the aggregates, devices for

feeding by weight or volume, the required quantities of aggregate, binder heating and

control unit for metering out the correct quantity of heated binder together with a paddle

mixer for intimate mixing of the binder and aggregates. For details regarding Drum mix

plant, special condition bituminous surface with use of drum mix plant attached with

tender may be referred.

Drum mix plant should be used for heating the aggregate and bitumen.

The temperature of binder at the time of mixing shall be in the range of 150 centigrade to

165 centigrade. The aggregate of requisite proportion as approved by the Engineer-in-

charge shall be mixed, dried and heated in aggregate drier to a temperature of

centigrade to 170 centigrade, provided also that at no time shall the difference in

temperature between the aggregate and the binder exceed 14 centigrade. The hot

aggregate and bitumen shall be measured separately and accurately to the proportion in

which they are to be mixed as specified in No. 2.6 above. Mixing shall be through to

ensure that a homogenous mixture is obtained in which all the particles of the mineral

aggregates are coated uniformly.

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

by carrying out the test mentioned in Table No. 3 at the frequencies shown against each.

MANUFACTURING & ROLLING TEMPERATURES

Bitumen Bitumen Aggregate Mixed Rolling Laying (oC)

penetration mixing mixing material

TRANSPORTING OF PREMIX:

The mix shall be transported from the mixing plant to the point of use in clean insulated

vehicles and covered with suitable covers to protect the mixture against weather, if so

directed by the Engineer-in-charge.

Transportation of mix to paver site shall be fully borne by the contractor.

A thin coating of diesel for lubricating may be applied to the interior of the vehicle to

prevent sticking &to facility discharge of the material.

The mix transported from the Drum mix plant to the site, shall be spread by means of

hydraulic operated paver finisher with electronic sensor, suitable screens capable of

spreading, temping and finishing the mix, true to specified grade, lines and cross section,

as directed by the Engineer-in-charge.

The temperature of mix at the time of lying shall be minimum 1250 centigrade.

Immediately after the mix is spread and before rolling is started, surface shall be checked

and in equalities if any, shall be adjusted by putting additional mix. for this labour, no

extra payment shall be made.

The paver shall be so set that asphalt surface is laid to give a compacted thickness as

specified or as desired with required camber, as directed by the Engineer in charge. The

travel rate of the paver and its method of operation shall be adjusted to ensure an even &

uniform flow of mix material across the screed, free from dragging, tearing & segregation

of the material. Specifications under clause No. 504.3.5 of MoRTH shall be also followed.

D.B.M. will have to be laid in one layer of 50 mm thick (compacted) and consolidated

without any extra cost to the corporation.

Immediately after the spreading of mix, It shall be thoroughly compacted by rolling with

approved plant.

Bituminous materials shall be laid and compacted in layers, which enable the specified

thickness, surface levels regularity, requirements, & compaction to be achieved. The

Compaction of bituminous material commence as soon as possible after laying.

Rolling shall commence at the edges & progress towards center longitudinally except that

on super-elevated portion it shall progress from the lower to upper edge parallel to the

center line of the pavement. The roller should be proceed on the fresh material with rear

or fixed wheel leading so as to minimize the pushing of the mix and each pass of the

roller shall uniformly overlap not less than one third of the track made in the whole area

once, any high spots or depressions which become apparent shall be corrected by

removing or adding fresh material. The rolling shall then be continued till the entire

surface has been rolled to compaction, there is no crushing of aggregate and roller marks

have been eliminated. All deficiency in the surface after lying shall be made good by the

attendance behind the paver, before initial rolling is commenced.

The initial or break down rolling shall be done with 8 / 10 tonnes dead weight smooth

wheeled roller. The intermediate rolling shall be done with 8-10 toones dead weight or

vibrator roller or with a pneumatic tyred roller of 12 to 15 tonnes weight having nine

wheels with a tyre pressure of at least 5.6 kg / sq.m. The finished rolling shall be done

with 6 to 8 tonnes smooth wheeled Tandem rollers. The final rolling shall be done while

the material is still workable enough for removal of roller marks.

Rolling operations shall be completed in every respect before the temperature of the mix

falls below minimum 90 centigrade.

Rolling shall be done by the contractor and contractor shall supply labours for watering

wheels of rollers.

Roller should move at a speed of not more than 5 kmt. per hour. The roller shall not be

permitted to stand on pavement which has not been fully compacted and necessary

precaution shall be taken to prevent dropping of oil, grease, petrol etc. on the payment

either when the roller are operating or standing.

The wheels of rollers shall be kept moist with water and the spray system provided with

the machine shall be in good working order, to prevent the mixture from adhering to the

wheels. Only sufficient moisture to prevent adhesion between the wheels of roller and the

mixture should be used. Surplus water shall not be allowed to stand on the partially

compacted pavement.

Rolling shall be continued until the specified density is achieved.

No traffic shall be allowed on the road till the wearing course has been places.

The compaction shall be also carry out in accordance with the MoRTH clause No.

i) Transverse Joints:

The transverse joints shall be carefully constructed and thoroughly compacted to provide

smooth riding surface over these joints in the pavement. Joints shall be straight edged

and string lined to ensure smoothness and true alignment.

If the joint/s is/are formed with a bull bead such as board to provide a straight and

vertical face the joints face head not be trimmed before fresh materials is placed against it

to complete the joints. If a bull head is not used to form the joint and the roller is permitted

to roll over the end of the new materials lime of joint shall be located back of the rounded

edge a sufficient distance to provide a true surface and cross section. If the joint has been

disturbed by traffic or by other means if shall be trimmed to line. In either case, the joint

face shall be painted with a thin coating of asphalt before the fresh materials is placed

b) Longitudinal Joints:

The longitudinal joints shall be rolled directly behind the paving operations. The plate

placed shall be true to line, section and grade and have a vertical face. The materials

being placed in the abutting lane shall be tightly crowded against vertical face of the

previously placed lane. The finishing machine shall be positioned, so that in spreading by

20mm to 25mm and shall be left sufficiently high to allow for compaction. The machine

shall closely follow the lines of making placed along the joints for alignment purpose. The

width and depth of the lapping materials shall be kept uniform at all times. Before rolling

the materials over lapping the joint shall be carefully brushed down on the surface of the

unrolled lane. Rolling shall be continued until a thoroughly compacted seat joint is

obtained. If only tandem rollers are available, they shall be similarly operated to complete

the joints. When abutting lane is not placed in the same day or joint is disturbed the day

work by traffic or by means the edge of the lane shall be carefully trimmed to line and

painted with a very thin coating of asphalt before the abutting lane is placed.

c) The final surface shall be of uniform texture con firming to line section and grade

as directed before final acceptance of the project or during the progress of work, the

thickness of the work and surface shall be required, replaced or corrected. For this

purpose of testing the finished surface, 5mt, straight edge shall be used except that 3 mt

straight edges may be used on vertical curves. The straight edge shall be held in

successive positions parallel to the road center line in contract with surface and the entire

areas checked from one side to the other, advance along the pavement shall be in

successive stage or not more than half the length of the straight edge. Also variation in

camber shall be got rectified when the same is more than 6mm. Irregularities which may

develop before the completion of rolling shall be rectified by loosening the surface mix

and removing or adding fresh mix materials as may be required. Should any irregularities

or defects remain after the final compaction, the surface course shall be removed

properly and sufficient new materials laid to form a true and even surface All minor

surface projections of joints and minor honey combed surface shall be rolled smooth as

may be directed. The surface shall be checked by line and camber board for the line,

grade and section or super elevation from time to time during and after rolling and un-

evenness shall be corrected as directed by the Executive Engineer or his agent.

After the rolling is completed to the entire satisfaction of the Engineer-in charge, sand or

stone dust shall be applied and spread by the contractor at the rate of 0.30 cum/100

sq.m. Without any extra cost to G.I.D.C. The rate is inclusive of collecting and spreading

the sand or stone dust as directed above.

(5) SURFACE FINISH & QUALITY CONTROL OR WORK :

The test shown in table No. 2 as given in the General Specification of Quality control on

Material and work attached with tender document shall be followed. The charges of which

shall be borne by the contractor including cost of materials and the charges of

transportation to the approved laboratory and testing charges of the laboratory.

The surface finish of the completed construction shall confirm the requirement of quality

control on works & material attached herewith.

(6) DIVERSION AND CONTROLLING THE TRAFIC:

a) The Contractor shall at all-time carry out the work on road in a manner coating

least interference to the flow of traffic while consistent with the satisfactory execution of

the same. For all works involving improvements to the existing road the contractor shall.

In accordance with the directive of the Engineer-in-charge, provide and maintain during

the execution of work a passage for traffic either along part of the existing carriage way

under improvement.

b) The contractor shall take all necessary measures for the safety of traffic during the

construction and provide and maintain such barricades, signs, flags, lights and flagman

as may be required by the Engineer-in-charge for the proper notification for the

construction area and protection of traffic approaching or passing through the section of

the road under improvement. Before taking up any construction agreed phased

programmed for the diversion of traffic on the road shall be drawn up in consultation with

the Engineer-in-charge. The signs set up shall be of approve design and of refectory type

if so directed. Temporary warning red lamps shall be installed at all barricades during the

hours of darkness and kept it all times during this hour. If required by Engineer in charge

flagman shall be posted at the both ends of work and such other intermediate points as

necessary during the hours specified. Nothing extra shall be paid for providing diversions

and controlling the traffic.

(7) PLANTS & EQUIPMENTS & MACHINERIES:

The contractor shall have to make his own arrangement for all machineries etc. for

carrying out the work including Drum mix plant and paver finisher. Road rollers 8 to

tonnes capacity etc.

The plant and paver etc. shall be run by the contractor. This includes the cost of running,

maintenance, fuel charges etc. to be borne by the contractor. The contractor shall have to

set that the aggregate are mixed in proper proportion, asphalt is heated to the required

temperature and the same is mixed with materials as per the requirements furnished by

the department from time to time. He shall also see that materials are uniformly spread to

set uniform grade and camber and smooth surface.

a) Drum Mix Plant :

As per the special condition for bitumen surface work with use of M.O.S.T. drum mix plant

& paver finisher attached herewith.

b) Hydraulic operated paver finisher with Electronic sensor:

As per the special condition for Bitumen surface work with use of M.O.S.T. Drum mix

plant & paver finisher attached herewith.

c) Transportation:

Vehicles used for transportation of the mix shall have in tight metal bottom and shall be

free from dust, screening petroleum oils, other materials spirits and truck bottom must be

lightly lubricated with thin oil or such solution just before loading to prevent, the mix from

sticking to the vehicles. The vehicles body shall be insulted as per requirements.

d) Inspection and control of Drum Mix Plant:

i) General Provision:

For verification of weight and measures character of materials and determination of

temperature used in the preparation of the paving mixtures, the Engineer-in-charge or his

authorized representative, shall inspect at all portions of the paving plant aggregate,

processing the materials of constructions, all samples and testing proportion of gauging.

Longitudinal joints and edge shall be constructed to the line established by the Engineer-

in-charge parallel to the center line of the proposed road way for paver to follow in placing

individual lanes. The paver shall be positioned and operated to closely follow the

established lines. In backing trucks against the finisher care shall be taken not to far the

mix materials to the paver and shall be at uniform rate in amount wall within the capacity

of the paving and compacting equipment. As soon as the first load of materials has been

spread the texture of the unrolled surface shall be checked to determine its uniformity.

The adjustment of the screed temping, bars, foot screws hopper feeds etc. shall be

checked frequently to ensure uniform spreading of mix to proper line and grades and

adequate initial compacting segregation occurs the spreading operation shall immediately

be suspended until the cause is determined and corrected.

Any Irregularities in alignment left by the paver shall be corrected by trimming directly

behind the machine. Immediately after trimming the edges of the course, shall thoroughly

compacted by temping. Disturbance of the pavement string this operations shall be

Edges against which additional payment is to be placed shall be vertically formed to true

line. A lute or covered rack shall be used immediately behind the finisher when required

to obtain a true line and vertical edges. Any irregularities in the surface of the pavement

course shall no be corrected directly behind the paver. Excess materials forming high

spots shall be removed by the shovel or lute. Indicted areas shall be filled with fresh hot

mix and smoothened with crack or shovel being rolled over the surface. Panning of the

materials over such area shall not be permitted. In small areas where the use of

mechanical finishing equipment is not practicable the mix may be spread & finished

manually if so directed by the Engineer-in-charge.

The work of laying D.B.M. shall be carried out in such a manner that D.B.M. is covered

with seal coating including sand finishing on same day.

In case, this is not done contractor shall provide a tack coat on D.B.M. surface at rate of

2.5kg / 10m2 of bitumen incl. cleaning, prior to tack coatwhile the seal coat is to be laid

next day or any day thereafter, at his own cost.

(8) MODE OF MEASUREMENT & PAYMENT:

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 weight bridge of suitable capacity for the purpose of weight of dumpers at

suitable of 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. WeighBridge 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 km. and meter in which individual

dumpers are unloaded is recorded carefully.

The Contractunitrate for D.G.B.M. shall bepaid 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 beincorporated 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 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 forcontrol of quality.

8) The rate shall cover the provision of bitumen at the purchased rate with the

provision that the variation actualpercentage of bitumen used willbe assessed and

paidor adjusted accordingly.

9) The rates for premixed materials are to include for all wastage in cutting of joints

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 DBM shall be 100 mm at

specified density.

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

Providing & laying compacted 100 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 @ 4.0% ( 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 agency )

The relevant specifications and mode of measurement as per Item No. 9 shall be

made applicable.

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

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

This work shall consist of the preparation, laying and compaction of bituminous concrete

of 40mm 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 and profile corrective 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 (4th Edition).

The bitumen shall be VG - 40 complying with IS: 73 - 2006 / 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 (60/70 GRADE) for mixing as a Binder and

Bitumen Emulsion (VG-10) complying with IS : 8887 for tack coat.

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

The relevant specifications under Item No. 10 above shall be made applicable.

2.2) 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 –

TABLE -1: PHYSICAL REQUIREMENT FOR COURSE AGGREGATE

PROPERTY TEST AND TEST METHOD SPECIFICATION

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

Particle shape Flakiness & Elongation combined

(IS: 2386-Part-1)

Strength* Los Angle Abrasion Value. Maximum 35%

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

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

mixture (IS: 6241) 95%

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%.

2.3) 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:

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

I.S. sieve (mm)

of 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.

2.5) 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 BITUMINIOUS PAVING LAYERS

Nominal aggregate sieve 13 MM

Layer thickness 40 MM

I,.S. Sieve1 (mm) Commutative percentage by weight of total

aggregate passing.

Bitumen content percentage

by mass of total mix

Bitumen grade (pen) VG – 40 /

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.

3) MIXTURE DESIGN :

3.1) 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 PAVEMENT LAYER

Minimum, stability (KN at 600 C)

Minimum flow (MM)

Maximum flow (MM)

Compaction level

75 blows on each of the two faces of the specimen.

Percent air voids 3-6

Percent voids in mineral

See Table – 5 below

aggregate (VMA)

Percent voids failed with

Loss of stability on immersion in Min 75 per cent retained strength

water at 60o C(ASTM D1075)

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

TABLE – 5 : MINIMUM PERCENT VOIDS IN MINERAL AGGREGATE.

Nominal maximum Minimum VMA, percent related to Design Air voids,

particle size1 (mm) Percent

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.

3.2) Binder content:

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

Table - 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.

3.3) 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 Engineer.

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

3.4) 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 – 6 : PERMISSIBLE VARIATIONS FROM THE JOB MIX FORMULA

Permissible variation

Base / binder course Wearing course

Aggregate passing 19mm size or larger +/- 8% +/-7%

Aggregate passing 13.2mm , 9.5mm +/- 7% +/- 6%

Aggregate passing 4.75mm +/- 6% +/- 5%

Aggregate passing 2.36mm, 1.8mm,

Aggregate passing 0.3mm,0.15mm +/- 4% +/- 3%

Aggregate passing 0.075mm +/- 2% +/- 1.5%

Binder content +/- 0.3% +/- 0.3%

Mixing temperature +/- 10 C +/- 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.

3.5) 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 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

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.

4) KEEPING RECORDS:

The relevant specifications under Item No. 10 above shall be made applicable.

The relevant specifications under Item No. 10 above shall be made applicable.

6) CONSTRUCTION OPERATIONS:

6.1) Weather and seasonal limitations:

The relevant specifications under Item No. 10 above shall be made applicable.

6.2) Preparation of base:

The relevant specifications under Item No. 10 above shall be made applicable.

6.3) Tack coat:

The relevant specifications under Item No. 10 above shall be made applicable.

6.4) Mixing & Transportation of mixture:

The relevant specifications under Item No. 10 above shall be made applicable; however,

the department reserves the right to change the temperature of mix during transporting.

6.5) Spreading:

The relevant specifications under Item No. 10 above shall be made applicable; however,

the department reserves the right to change the temperature of mix at the time of lying.

6.6) Compactions:

The relevant specifications under Item No. 10 above shall be made applicable.

The relevant specifications under Item No. 10 above shall be made applicable.

6.8) Opening to traffic:

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

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

7) SURFACE FINISHING & QUALITY CONTROL:

The relevant specifications under Item No. 10 above shall be made applicable.

8) ARRANGEMENT AND CONTROLLING TRAFFIC:

The relevant specifications under Item No. 10 above shall be made applicable.

9) PLANTS. EQUIPMENTS & MACHINERIES:

A) The relevant specifications under Item No. 10 above shall be made applicable.

B) Special requirements for continuous - mixing plant:

The relevant specifications under Item No. 10 above shall be made applicable.

C) Paver and finishing machineries:

The relevant specifications under Item No. 10 above shall be made applicable.

D) Transportation:

The relevant specifications under Item No. 10 above shall be made applicable.

E) Inspection and control of Drum mix plant:

The relevant specifications under Item No. 10 above shall be made applicable.

10) 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 drum 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.

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 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

Providing and applying Asphalt painting with bitumen of VG 40 grade on

bitumenous surface including clearing of road surface and spraying Bitumen at the

rate of 0.60 kg/sqm using mechanical means.

This work shall consist of providing and applying asphalt painting for sealing the voids in

a bituminous surface laid to the specified levels, grade and cross fall (camber).Liquid seal

coat comprising of an application of a layer of bituminous binder followed by a cover of

stone chippings.

The bitumen shall be VG - 40 complying with IS: 73 -

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

The relevant specifications under Item No. 10 above shall be made applicable.

The quantity of fine aggregate 4.75 mm and below shall be 0.06 M3 per 10 square

2.2) Stone chips:

The stone chippings shall consist of angular fragments of clean, hard, tough and durable

rock of uniform quality throughout. They should be free of elongated or flaky pieces, soft

or disintegrated stone, organic, or other deleterious matter. Stone chippings shall be of

4.7 mm size defined as 100 per cent passing through 4.70 mm sieve and retained on

2.36 mm sieve. The quantity used for spreading shall be 0.06 cubic meter per 10 square

meters area. The chippings shall satisfy the quality requirements spelt out in Table -1

except that the upper limit for water absorption value shall be 1 per cent.

The quantity of bitumen shall be 6.00 kg per 10 square meters area

TABLE -1: PHYSICAL REQUIREMENT FOR STONE CHIPS :

PROPERTY TEST AND TEST METHOD SPECIFICATION

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

Particle shape Flakiness & Elongation combined Maximum 30%

(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 sulphate Maximum 12%

Magnesium sulphate Maximum 18%

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

Stripping Coating & stripping of bitumen aggregate Minimum retained coating

mixture (IS: 6241) 95%

Water Retained tensile strength

3. Construction Operations

3.1) WEATHER AND SEASONAL LIMITATIONS :

Liquid seal coat 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.

3.2) PREPARATION OF ROAD SURFACE :

The liquid seal coat shall be applied immediately after the laying of bituminous course

which is required to be sealed. Before application of liquid seal coat materials, the surface

shall be cleaned free of any dust or other extraneous matter.

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

3.3) Providing and Spraying Asphalt painting:

Bitumen shall be heated to 150 C – 163 C and sprayed at rate of 6.00 Kg. per 10.00 M2

surface area on the dry surface in a uniform manner with a self –propelled mechanical

The method of application of Bitumen 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.

Immediately after the application of binder, stone chips, which shall be clean and dry,

shall be spread uniformly @ specified (0.06 M3 per 10.00 M2) on the surface preferably

by means of self-propelled or towed mechanical grit spreader so as to cover the surface

completely. If necessary, the surface shall be brushed to ensure uniform spread of chips.

Immediately after the application of the cover material, the entire surface shall be rolled

with a 8-10 tonne smooth wheeled steel roller, 8-10 tonne static weight vibratory roller or

other equipment approved by the Engineer after laying trial if required. Rolling shall

commence at the edges and proses toward the center except in super elevated and uni-

directional cambered positions where it shall proceed from the lower edges to the higher

edges. Each pass of the roller shall uniformly overlap not less than 1/3 of the track made

in the proceeding pass. While rolling is in progress, traditional chips 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 close

Where directed by the Engineer the Contractor shall remove the excess stone chippings

from the pavement by brooming it off on to the unsealed shoulder. Excess stone

chippings shall not be removed until the aggregate has properly bedded down into the

binder by either trafficking or additional rolling, and shall be removed from 6 hours to

hours of being sealed or primer sealed unless otherwise directed by the Engineer

The Contractor shall afford the Engineer every facility to check rates of application,

temperature and quantities and to take samples.

3.4) Opening to Traffic

Traffic shall not be permitted to run on any newly sealed area until the following day. In

special circumstances, however, the Engineer may allow the road to be opened to traffic

immediately after rolling, but in such cases traffic speed shall be limited to 16 km per hour

until the following day.

3.5) Surface Finish and Quality Control of Work

Surface Finish and Quality Control of Work The surface finish of construction shall

conform to the requirements of MoRTHClause 902. For control on the quality of materials

supplied and the works carried out, the relevant provisions of MoRTHSection 900shall

apply. All tests shall be conducted in accordance with Indian Standard test methods and

Codes of Practice.

3.6) Arrangements for Traffic

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

with the provisions of MoRTHClause

4. MODE OF MEASUREMENT AND PAYMENT :

Asphalt Painting shall be measured in square meters of area covered with stone

The rate for Asphalt Paintingshall be payment in full for carrying out the required

operations including full compensation for all components listed above.

The contract unit rate shall be for a unit of one square meter of finished work in

position at the site of work.

Road marking with hot applied thermoplastic paints with reflectorising glass beads

on bitumen surface providing and laying a hot applied thermoplastic compound

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/center line/ edge line/cut patta. The white color marking should

provide luminance coefficient on cement road shall be min 130 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 color, width, and layout of road markings shall be in accordance with the code

of practice of Road Marking with paints IRC: 35-2015 and specified in the

drawings or as directed by the Engineer.

Road markings shall not applied Thermoplastic compound as specified in the item

and the material shall meet the requirements as specified below.

Cleaning the surface :

The entire existing B.T. surface of road to be painted shall be cleaned with

suitable approved means as directed by the Engineer –in-charge and as per the

MoRTH specification.

HOT APPLIED THERMO PLASTIC ROAD MARKING:

The work under this section consists of marking traffic stripes using a

thermoplastic compound meeting the requirements specified herein.

The thermoplastic compound shall be screened / extruded on to the payment

surface in a molten state by suitable machine capable of controlled preparation

and laying with surface application of glass beads at a specific rate. Upon cooling

to ambient pavement temperature, it shall produce an adherent pavement marking

of specified thickness and width and capable of resisting deformation of traffic.

The color of the compound shall be white (IS Color No. 356) as specified in the

drawing or as directed by the Engineer.

1.4.2.1 General :

The thermoplastic material shall be homogeneously composed of aggregate,

pigment, resins and glass reflectorizing boads.

1.4.2.2 REQUIREMENTS :

Composition: The pigment, beads, and aggregate shall be uniformly dispersed in

the resins. The material shall be free from all skins, dirt and foreign objects and

shall comply with requirements indicated in Table -1

PROPORTIONS OF CONSTITUTENTS OF MARKING MATERIAL (Percentage

Component White

Binder 18.0 Min.

Glass Beads 30-40

Titanium Dioxide 10.0 Min.

Calcium Carbonate & insert fillers 42.0 Max.

Properties: The properties of thermoplastic material when tested in accordance

with ASTM D36/BS-3262(PART) shall be as below.

White: Daylight luminance at 45 degrees 65% min. as per ASSHTO-M-249.

Drying time: When applied at a temperature specified by the manufacturer and to

the required thickness the material shall be set to bear traffic in not more than

Skilled resistance: Not less than 45 as per BS-6044.

Cracking resistance at low temperature: The material shall show no cracks on

application to concrete blocks.

Softening point 102.5 / 96 C as per ASTMD-36.

Flow resistance: Not more than 25% as per AASHTO-M-249.

Yellowness Index (for white thermoplastic paint) not more than 0.12 as per

Storage life: The material shall meet the requirement of these specifications for a

period of one year. The Thermoplastic material must also melt uniformly with no

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.

Reflectorization : Shall be achieved by incorporation of beads, the grading and

other properties of the beads shall be as specified in clause 1.3.3

Marking each container of the thermoplastic material shall be clearly and indelibly

marked with the following information:

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

Date of manufacture.

Maximum application temperature and maximum safe heating temperature.

Sampling and testing: The thermoplastic material shall be sampled and tested in

accordance with appropriate ASTM /BS method. The contractor shall furnish to

the employer a copy of the certified test reports from the manufacturers of the

thermoplastic material showing results of all tests specified herein and shall certify

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-3 and Type -2 beads are those which are to be sprayed on

the surface vide clause- 1.5.3.

The Glass beads shall be transparent, colorless and free from milkiness, dark

particles and excessive air inclusions. These shall conform to the requirements

spelt out in clause 1.3.3.3.

Specific requirements:

Gradation: The glass beads shall meet the graduation requirements for the two

types as shown in Table -2

Table-2 GRADATION REQUIREMENT FOR GLASS BEADS.

Percent Retained

Sieve size Type-1 Type-2

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

(A) Roundness: The glass beads shall have a minimum of 70& true

(B) Refractive index : The glass beads shall have a minimum

refractive index of

(C) Free flowing properties: The glass beads shall be free from

hard lumps and clusters and shall dispense readily under any

conditions suitable for paint striping. They shall pass the free

1.4.3.2 Test method: The specific requirements shall be tested with

the following methods.

(i)Free flow test Spread 100 grams of beads evenly in a 100mm diameter glass

dish. Place the dish in a 250mm inside diameter desiccators which is filled within

25mm of the top of a desiccator’s plate with sulphuric acid water solution (specific

gravity 110) cover the desiccators and let it stand for 4 hours at 20 to 29 degree

C. Remove sample from desiccators, transfer beads to a pan and inspect for

lumps or cluster. Then pour beads into a clean, dry glass funnel having a 100mm

steam and 6mm on face, if necessary, initiate flow by lightly lapping the funnel.

The glass spheres shall be essentially free of lumps and clusters and shall flow

freely through the funnel.

(ii)The requirement of gradation, roundness and refractive index of glass beads

and the amount of glass beads in the compound shall be tested as per BS-6088 &

(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 Engineer.

Application properties of thermoplastic material :The thermoplastic material

shall readily get screened / extruded at temperature 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

The material upon heating to application temperatures shall not extrude fumes,

which are toxic, obnoxious or injurious to persons or propert

(i)The material shall be melted in accordance with the manufacturer’s instruction

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

melted 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 melted condition for more than 4 h

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 show no applicable

deformation or discoloration under traffic and under road temperature upto

(d) The marking shall not deteriorate by contact with sodium chloride calcium

chloride or oil drippings from traffic.

(e) The stripe of marking shall maintain as original dimensions and position. Clod

ductility of the material shall be such as to permit normal movement with the road

surface without chopping or crackin

Refectories Paint :

Refectories paint shall conform to the specification by the manufacturers and

approved by the Engineer. Reflectorizing glass beads for reflectorising paints

where used shall conform to the requirement of clause 1.3.3.

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 screening 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 degree 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 renewed, able by

placing an overlay of new material directly over an old line of compatible material.

Such new material shall so bound itself to the old line that no splitting or

separations take place. Thermoplastic paint shall be applied in intermittent or

continuous lines of uniform thickness of at least 2.5mm 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

grams per square meter area.

The minimum thickness specified is exclusive of surface applied glass beads.The

method of thickness measurement shall be in accordance with Appendix – B and

Appendix-C of BS-3262 (P-3) The finished lines shall be free from ruggedness or

sides & ends & the parallel to the general alignment of the carriageway. The upper

surface of the lines shall be level, uniform & free from streaks.

Measurements for payments.

The painted markings shall be measured in Sqm. Meters of actual area marked

(excluding the gaps, if any)

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 carryout 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 specification.

The contract rate shall be for a unit of one sq.m. Of actual area marked

Cat Eye / Road Stud / RPM: Supplying of Molded Twin Shanks Raised Pavement

Markers made of polycarbonate and ABS moulded body and reflective panels with

micro prismatic 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 130 mm and with minimum reflective area of

13 Sqcm 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+/- 2 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

manufacturers recommendation and The color of the marker should be as per the

IRC 35-2015 and as directed by Engineer-in-charge.

Reflective Pavement marker (RPM) or road stud is device which is bonded

to or anchored within the road surface for lane marking and delineation for night

time visibility. It reflects incident light in directions close to the direction from which

Description of Terms Specific to this standard

(a)Coefficient of luminous intensity (CIL) or specific intensity = the ratio of

luminous intensity of the retro-reflector in the direction of observation to luminance

at the retro-reflector on a plane perpendicular to the direction of the incident light

expressed in terms of Milaca deal as per incident lux (med/ lx).

(b)Horizontal entrance angle – the angle in the horizontal plant between the

direction of incident light and the normal to the leading edge of the marker.

(c)Observation angle – the angle in the reflector between the illumination axis and

the observation axis.

(d)Retro – reflection – reflection in which the radiation is returned in direction

close to the direction from which it came, this property being maintained over

were variations of the direction of incident radiation.

(e)Head – that part of a road stud which is above the road surface where the road

stud is fixed in position in the road.

(f)Upper surface – that part of the external surface of road stud which is visible

when the road stud is fixed in position in the road.

(g)Anchorage – that part of a road stud which is below the road surface above the

road stud is fixed position in the road.

Description of Terms Specific to this standard

(a) Coefficient of luminous intensity (CIL) or specific intensity = the ratio of

luminous intensity of the retro-reflector in the direction of observation to luminance

at the retro-reflector on a plane perpendicular to the direction of the incident light

expressed in terms of Milaca deal as per incident lux (med/ lx).

(b) Horizontal entrance angle – the angle in the horizontal plant between the

direction of incident light and the normal to the leading edge of the marker.

(c) Observation angle – the angle in the reflector between the illumination axis

and the observation axis.

(d)Retro – reflection – reflection in which the radiation is returned in direction

close to the direction from which it came, this property being maintained over

were variations of the direction of incident radiation.

(e)Head – that part of a road stud which is above the road surface where the road

stud is fixed in position in the road.

(f)Upper surface – that part of the external surface of road stud which is visible

when the road stud is fixed in position in the road.

(g)Anchorage – that part of a road stud which is below the road surface above the

road stud is fixed position in the road.

(h)Plastic body of RPM road stud shall be moulded from ASA (Acrylic Sterner

Acrylonitrile) or HIPS (Impacts polystyrene) or ABS or any other suitable material

approved by the Engineer-in-charge. The marker shall support a load of 13635 kg

tested in accordance with ASTM D4280.

(i)Reflective panels shall consist if number of lenses containing single or dual

prismatic cubes capable of providing total internal reflection of the light entering

the lens face. Lenses shall be moulded of methyl Methacrylate conforming to

ASTMD 788 or equivalent.

(a)The slope or retro-reflecting surface shall preferably be 35 + 5 degree to base.

(b)The area of each retro-reflecting surface shall not be less than

• Optical Performance

Unidirectional and bi-directional studs

(a) Each reflector or combination of reflectors on each face of the stud shall

have a CIL not less than given in Table 1 or 2 as appropriate.

Note: The entrance angle of 0"U corresponds to the normal aspect of the

reflectors when the reflecting road stud is installed in horizontal road surface.

(a)A stud that incorporates one or more corner cube reflectors shall be considered

to be included in category "A". A stud that incorporates one or more biconvex

reflectors shall be considered to be included in category "B".

(b)Omni – directional studs: Each Omni-directional stud shall have a minimum

C.I.L. of not less than med/ lx.

Coefficient of luminance intensity can be measured by produced described in

ASTMD 809 "Practice for Measuring Photometric Characteristics" or as

recommended in BS 873 Part 4:1973. Under test conditions a stud shall not be

considered to fall the photometric requirements of the measured C.I.L. at any one

position of measurement is less than the values specified in Table 1 or 2 provided

-The value is not less than 80% of the specified minimum, and

-The average of the left and right measurements for the specific angle is greater

than the specified minimum.

• Fixing of Reflective Markers Requirements

(a)The enveloping profile of the head of the stud shall be smooth and the suds

shall not present any sharp edges to traffic.

(b)The reflecting portions of the studs shall be free from crevice or ledges where

dirt might accumulate.

(c)All road studs shall be legibly marked with the name, trade mark of other

means of identification of the manufacture.

(d)Marker height shall not exceed 20 mm.

(e)Marker width shall not exceed 130 mm.

(f)The base of the marker shall be flat within 1.3 mm. If the bottom of the marker is

configured. The outermost faces of the configurations shall not deviate more than

1.3 mm form a flat surface.

(a)The reflective marker shall be fixed to the road surface using the adhesives

and the produced recommended by the manufacturer. No nails shall be used to

affix the marker as nails are hazardous for the roads.

(b)Regardless of the type of adhesive used. The markers shall not be fixed if the

pavement is not surface dry and on new asphalt concrete surfacing unit the

surfacing has been opened to traffic for a period of not less than 14 hours.

(c)The portions of the highway surface, to which the marker is to be bonded by

the adhesive, shall be free of dirt, curing compound, grease, oil, moisture, loose of

Unsound layers, paint and any other material which would adversely affect the

bond of the adhesive.

(d)Use a wire brush, if necessary to loosen and remove dirt. Then brush or blow

(e)The adhesive shall be places uniformly on the cleaned pavement surface or on

the bottom to the marker in a quantity sufficient to result in complete coverage of

the area of contact of the marker with no voids present and with a slight excess

after the marker has been lightly pressed in place.

(f)For epoxy installations, excess adhesive around the edge of the marker, excess

adhesive on the pavement and adhesive on the exposed surfaces of the markers

shall be immediately removed. Soft rags moistened with mineral spirits of

kerosene may be used a necessary to remove adhesive from exposed faces of

pavement marker.

• Warranty and durability:

The contractor shall obtain from the manufacturer a two year warranty for

satisfactory light performance including stipulated retro-reflectance of the

reflecting panel and submit the same to the Engineer. In addition, a two year

warranty for satisfactory infield performance of the finished road marker shall also

be given by the contractor who carried out the work of fixing of reflective road

markers. In case the markers are displaced, damaged get worn out or lose their

reflectivity compared to stipulated standards, the contractor would be required to

replace all such markers within 15 days of the intimation from the Engineer at his

own cost and with no extra remuneration to be paid for such works.

• Measurement for Payment

The measurement of Cats eye (MMC) shall be in numbers of markers supplied

The contact unit rate for Cats eye (MMC) shall be payment in full compensation

for furnishing all labour, material, tools, equipment including incidental costs

necessary for carrying out the work at site conforming to the Specifications

complete as per approved drawings or as directed.

The contract unit rate shall be for a unit of one Nos.

Demolition including stacking of serviceable materilas and disposal of

unserviceable materials with all lead and lift. (i) R.C.C. work.

1. This work shall consist of removing, as here in after set forth, existing culverts,

bridges, pavements, kerbes and other structures like guard- rails, fences utility

poles, manholes, catch basins, inlets, etc. Which are in place but interfere with the

new construction or are not suitable to remain in place and of salvaging and

disposing of the resulting materials and back filling the resulting trenches and pits.

2. Existing culverts, bridges, pavements and other structures which are within the

highway and which are designated to be removed shall be removed upto the lit-

nits and extent specified in the drawings or as indicated by the Engineer-in-

3. Dismantling and removal operations shall be carried out with such equipment

and in such a manner as to leave undisturbed, adjacent pavement, structures and

any other work to be left in place.

4. All operations necessary for the removal of any existing structure which might

endanger new construction shall be completed prior to the start of new work.

5. The structures shall be dismantled carefully and the resulting materials so

removed as not to cause any damage to the serviceable materials to be salvaged,

the part of the structure to be retained and any other properties or structures

6. Unless otherwise specified the superstructure portion of culverts/bridges shall

be entirely removed and other parts removed to below the ground level or as

necessary depending upon the interference they cause to the new construction.

Removal of overlying or adjacent material if required in connection with the

dismantling of the structures shall be incidental to this item.

7. Where existing culverts/bridges are to be extended or otherwise incorporated in

the new work, only such part of the existing structure shall be removed as are

necessary to provide a proper connection to the new work. The connecting edges

shall be cut, chipped and trimmed to the required lines and grades without

weakening or damaging any part of the structure to be retained. Reinforcing bars

which are to be left in place so as to project into new work as dowels or ties shall

not be injured during removal of concrete.

8. Pipe culverts shall be carefully removed in such a manner to avoid damage to

9. Steel structures shall unless otherwise provided be carefully dismantled in such

a manner as to avoid damage to members thereof. If specified in the drawing or

directed by the Engineer-in-charge that structure is to be removed in a condition

suitable for re-erection, all members shall be match marked by the contractor with

white lead paint before dismantling end pins, nuts, loose plates, etc. shall be

similarly marked to indicate their proper location, all pins, pin holes and machined

surfaces shall be painted with a mixture of white lead and tallow and all loose

parts shall be securely wired to adjacent members or packed in boxes.

10 Timber structures shall be removed in such a manner as to avoid damage to

such timber or lumber as is designated to be salvaged by the Engineer-in-charge.

11. In removing pavements, kerbs, gutters and other structures like guard rails,

fences, manholes, catch basines, inlets, etc. where portions of the existing

construction are to be left in the finished work the same shall be removed to an

existing joint or out and chipped to a true line with a face perpendicular to the

surface of the existing strata Sufficient removal shall be made to provide for

proper grades and connections with the new work as directed by the Engineer-in-

12. All concrete pavements, base course in carriage way and shoulders etc.

designated for removal shall be broken to pieces whose volume shall not exceed

0.02 cubic metre and stockpiled at designated locations if the material is to be

used later or otherwise arranged for disposal as directed.

13. Where directed by the Engineer-in-charge holes and depressions caused by

dismantling operations shall be backfilled with excavated or other approved

material and thoroughly compacted in line with surrounding at-ea.

14. All materials obtained by dismantling shall be the property of Government.

Unless otherwise specified, materials having any salvage value shall be placed in

neat stacks of like material within the right-of-way as directed by the Engineer- in-

charge, for which Contractor will remain responsible for its safe custody and

preservation for 60 days after recording measurements of the salvaged material.

15. Pipe culverts that are removed shall be cleared and neatly piled on the right-of

way at points designated by the Engineer-in-charge

16. Structural steel removed from old structure shall, unless otherwise specified or

directed, be stored in a neat and presentable manner. Structures or portions

thereof which are specified in the contract for re-erections shall be stored in

seperate piles.

17. Timber or lumber from old structure which is designated by the Engineer-in-

charge as materials to be shall have all rails and bolts removed the, efrom and

shall be stored in neat piles locations suitable for loading.

18. All the products of dismantling operations which in the opinion of the Engineer-

in-charge cannot be used or auctioned shall be disposed as directed, within

19. The work of dismantling structures shall be paid for in units indicated below by

taking measurements before and after, as applicable :

(i) Dismantling brick/concrete (Plain and Reinforced) masonry Cubic Metre

(ii) Dismantling flexible and cement concrete pavement. Cubic Metre

(iii) Dismantling steel structure. Tonne

(iv) Dismantling timber structure. Cubic Metre

(v) Dismantling pipes, guard rails, kerbs, gutters and fencing. Linear Metre

(iv) Utility poles. Nos.

20. The contract unit rates for the various items of dismantling shall be payment in

full for carring out the required operations including full compensation for all

labour, materials, tools, equipment, safeguards and incidentals necessary to

complete the work. These will also include excavation and backfilling where

necessary and for handling, salvaging, piling and disposing of the dismantled

materials within all lifts and upto a lead of 100 metre.

Mode of measurement: unit of one Cubic meter.

Excavation for foundation upto 1.5 m depth including sorting out and stacking of

useful materials and disposing off the excavated stuff upto 50 Meter lead. (B)

Dense or Hard soil.

1.1. Any soil which generally yields to the application of pickaxes and shovels,

phawaras rakes or any such ordinary excavating implement or organic soil, gravel

silt, sand turf loam, clay, peat etc., fail under this category

2.0. Clearing the site

2.1. The site on which the structure is to be built shall be cleared, and all

obstructions loose stone, materials and rubbish of all kind bush wood and trees

shall be remove! as directed The materials so obtained shall be property of the

Government and shall be conveyed und stacked as directed within 50 m lead. The

roots of the trees coming in the sides shall be cut and coated with a hot asphalt

2.2. The rate of side clearance is deemed to be included in the rate of earth work

for which no extra will be paid.

3.0. Setting out

After clearing the site the centre lines will be given, by the Engineer-in-charge.

The contractor shall assume full responsibility for alignment, elevation and

dimension of each and all 'parts of the work. Contractor shall supply labours

materials, etc. required for setting out the reference marks and bench 'marks and

shall maintain them as long as required and directed.

4.0. Excavation

The excavation in foundation shall be carried out in true line and level and shall

have the width and depth as shown in the drawings or as directed. The contractor

shall do the necessary shoring and shutting or providing necessary slopes to a

safe angle, at his own cost. The payment for such precautionary measures shall

be paid separately it not specified. The bottom of the excavated area shall be

leveled both longitudinally and transversely as directed by removing and watering

as required No. earth filling will be allowed for brining it to level If by mistake or

any excavation is made deeper or wider than, that shown on the plan or directed.

The extra depth or width shall be made up with concrete of same proportion as

specified for the foundation concrete at the cost of the contractor. The excavation

up to 1.5 m depth shall be measured under this item.

5.0. Disposal of the excavated stuff

5.1. The excavated stuff of the selected type shall be used in filling the trenches

and plinth or leveling the ground in layers including ramming and watering etc.

5.2. The balance of the excavated quantity shall be removed by the contractor

from the site of work to a place as directed with lead up to 50 M. and all lift.

6.0. Mode of measurements & payment

6.1. The measurement of excavation in trenches for foundation shall be made

according to the sections of trenches shown on the drawing or as per sections

given by the Engineer-m-charge. No payment shall be made for surplus

excavation made in excess of above requirements or due to stopping and sloping

back as found necessary on account of conditions of soil and requirements of

6.2. The rate shall be for a unit of one cubic meter

Excavation for foundation upto 1.5 to 3.0 m depth including sorting out and

stacking of useful materials and disposing of the excavated stuff upto 50 meter

lead. (C) Hard murrum.

Any soil which generally require close application of picks or jumpers or scarifies

to. loosen it stiff clay, gravel and stone etc. fall under this category.

2.0. Workmanship

The relevant technical specifications of item No. 16 shall be followed except that

the excavation work shall be carried out in hard murrum.

3.0. Mode of measurements & payment

3.1. The relevant technical specifications of item No. 16 shall be followed

3.2. The rate shall be for unit of one cubic meter.

Providing and laying controlled cement concrete M:150 for curing complete

excluding cost of formwork and reinforcement for reinforced concrete work in [A]

Foundations, footings, Base of Columns and Mass Concrete [More than 10 Ton].

The work shall cover furnishing & providing plain cement concrete foundation

placed in open excavation for Head wall of C.D. works, below pipes of C.D. works

etc in accordance with these specifications and in conformity with the lines,

grades & dimensions, as shown on the drawings or as directed by the Engineer-

A method statement for construction indicating the following shall be submitted by

the contractor for approval of the Engineer, well in advance of the commencement

of open foundation & structures: i)Sources of materials ii)Design, erection and

removal of formwork iii)Production, transportation, laying and curing of concret

iv)Personnel employed for execution and supervision v)Tests and sampling

procedures vi)Equipment details vii)any other points

Arrangements for execution under water wherever necessary, shall be indicated in

method statement.

Dimensions, lines and levels shall be set out and checked with respect to

permanent reference lines and permanent bench mark.

Cement conforming to IS: 269/ IS: 8112 or IS: 12269 as approved shall be used.

Coarse aggregate shall consist of clean, hard, strong, dense, nonporous, and

durable pieces of crushed stone. Aggregate shall not consists pieces of

disintegrated, stones, soft, flaky, elongated particles, salt, alkali, vegetable matters

or other deleterious materials in such quantity as to reduce the strength and

durability of the concrete. All coarse aggregate shall conform to IS: 383 & test for

conformity shall be carried out as per IS: 2386 (Part 1 to 8).

The size (maximum nominal) of coarse aggregate for concrete to be used for

various components shall be 20mm nominal size. The maximum value of flakiness

index for coarse aggregate shall satisfy the following requirement of grading:

IS sieve size Percentage by passing the sieve.

20mm nominal size coarse aggregate

Sand and fine aggregates:

For PCC work, fine aggregates shall consist of clean, hard, strong, dense, non-

porous, and durable pieces of crushed stone.

Aggregate shall not consists pieces of disintegrated, stones, soft, flaky, elongated

particles, salt, alkali, vegetable matters or other deleterious materials in such

quantity as to reduce the strength and durability of the concrete. All coarse

aggregate shall conform to IS: 383 & IS: 456 – 1978 & test for conformity shall be

carried out as per IS: 2386 (Part – 1 to 8).

The sand shall be natural & clean well graded, hard, strong, durable & free from

all amount of dust, clay & other deleterious substance and shall be got approved

from the Engineer-in-charge. Sand to be used for concrete work shall be of grades

as specified in IS: 383 – 1970 with fineness modules varying from 2.6 to 3.6 as

per requirement.

Water shall conform to MoRTH clause No. 1000 shall be made applicable.

3.0) WORKMANSHIP :

Before starting the concreting, foundation of head wall shall be cleared from all

loose materials, leveled, watered and rammed as directed.

The grade of concrete shall be ordinary cement concrete M –

In the designation of concrete mix, letter “ M “ refers to the mix and the number to

the specified 28 days works. Cube compressive strength of that mix on 150mm

cubes, expressed in kg / cm2 (M – 100 > 100 Kg/cm2 compressive strength at

days works cube)

The ordinary cement concrete M – 100 shall be by volume equivalent to 1: 3: 6 (

part of cement : 3 part of sand and 6 parts of coarse aggregate nominal 20mm

The proportion of cement to sand and coarse aggregates shall be 1: 3: 6 i.e.

part of cement : 3 parts of sand and 6 part of coarse aggregate by volume.

For cement, which normally comes in bags and is available by weight, volume

shall be worked out taking 50 kg cement as a 0.035 m3 in volume, while

measuring aggregate by volume, sinking, ramming & hammering shall not be

done. Proportioning of sand shall be per its by dry volume, in case it is damp,

allowance for “Bulking “shall be made as per IS : 2386 ( Part – III ).

Concrete shall be mixed in a concrete mixture as approved by the Engineer-in-

charge. Hand mixing shall not be permitted. The mixture shall be at a approved

location considering the properties of the mixes and the transportation

arrangement available with the contractor. The mixer shall be approved by the

Engineer-in-charge.

Form work shall including all temporary / permanent forms required for forming the

concrete. Forms for concrete shall be constructed of metal and be of substantial

and rigid construction true to the shape and dimensions shown on the drawings.

All bolts and rivets shall be countersunk and well ground to provide a smooth

The Engineer-in-charge shall be informed in advance by the contractor of his

intention of strike any form work. While fixing the time for removal of form work,

due consideration shall be given to local condition, character of structure. The

weather conditions that influence the setting of concrete and of the material used

in the mix. All form work shall be removed without causing any damage to the

concrete. No form work shall be removed prior to obtaining written permission

from Engineer in charge.

The form work shall also conform to MORTH clause No.

Mixing shall be continued till materials are uniformly distributed and a uniform

colour of the entire mass is obtained & each individual particle of the coarse

shows complete coating of mortar containing its proportionate amount of cement.

The concrete work shall be carried out as per relevant specification of MORTH

clause No. 1700, 2100, 2200 & 2300. Necessary vertical pin headers incl.

machine mixing, vibrating, ramming, curing, form work etc. incl. laying in line,

grade & slope and finishing etc. complete as directed at any height /depth shall be

provided as directed by the Engineer-in-charge and as per requirement laid down

in P.W.D. manual.

All concrete work shall be compacted to produce a dense homogeneous mass

with the assistance of vibrator. Sufficient vibrators in serviceable condition shall be

kept at site so that spare equipment is always available in the event of break

Weep holes shall be provided as directed by the Engineer-in-charge. P.V.C. pipe

6 kg, per cm2 of 100mm diameter shall be used for weep holes.

Exposed surface of concrete shall be kept continuously in a damp or wet condition

by ponding or by covering with a layer of sacks, canvas or similar material and

shall be kept constantly wet for a period of not less than 14 days from the date of

placing of concrete.

4.0) FINISHINGWORK:

The surface finish shall be smooth. Finishing work shall be carried out as per

MoRTH specification clause No.

Providing sand bedding (Minimum thickness: 15 cm)

5. 0)TEST & STANDARD OF ACCEPTANCE :

MoRTH clause No. 2100, 2200 & 2300 shall be made applicable.

6) QUALITY CONTROL OF WORK :

Testing of all materials to be used in the P.C.C. work shall be carried out as and

when required by the Engineer-in-charge. All testing charges shall be born by the

Control on the quality of materials and works shall exercise by the Engineer-in-

charge in accordance with these specifications and general technical

specifications for quality control on works and materials attached here with and

norms for testing given on page no. 21/15 of B2 agreement. The Engineer-in-

charge shall have the right to modify the frequencies of testing according to the

needs. MoRTH clause No. 1703 shall also be made applicable.

7) MODE OF MEASUREMENT AND PAYMENT :

The mode of measurement shall be as specified in IS 1200 part – II – 1974 or as

revised from time to time so far as applicable for measurement of cement

concrete work and MoRTH specification clause 2100, 2200 &

The unit rate for concrete shall cover costs of all materials, labour, tools, plant &

equipments required for mixing, transporting & placing in position, vibrating &

compacting, finishing and curing as direction of Engineer-in-charge, including all

cost towards quality control test, sampling and testing , quality assurance and

supervision, & all other incidental expenses for producing concrete of specified

strength to complete the structure its components as shown on the drawing and

according to this specifications. The contract unit rate for concrete shall also

include the cost of providing, fixing and removing all centering and formwork

required for the concrete work as per MoRTH clause No.

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

work in position at the site of work.

Mode of measurement: unit of one Cubic meter

Providing, Supplying & Installation of Precast Box Culvert units of various size.

The product should be meeting BIS requirements. The product shall be duly steam

cured in the plant to have requisite compressive strength and having load carrying

capacity of total 25 Tonnes vehicle load or 5 Tonnes wheel load for heavy vehicle

movement. The product shall be made by using advanced precast technology

using high performance self-compacting concrete of M50 grade and Fe 500 D grade

TMT steel reinforcement bar. The product shall have tie shape groove of 10-20 mm

width and 25 mm depth on both sides of each precast unit product for jointing two

precast units. The product shall have flange plate at corner haunch and male -

female groove in each precast unit product for jointing two precast units. Rubber

gasket shall be placed at the given groove to make it a water tight structure. The

product shall have in-built insert at optimized locations for mechanical installation

activities including supplying, laying with required necessary manpower,

machinary and material at site as per instruction of Engineer In-Charge

1. Design, Manufacture & Supply of factory-made (wet cast) Fuji Silvertech or

Equivalent Box Culvert of various sizes units of 1000 / 1500 / 2000 mm length

made up of high strength precast reinforced cement concrete duly steam cured in

a controlled environment and manufactured by using high performance self-

compacting concrete of M- 50 grade using Fe 500D grade TMT steel

reinforcement bar. Design should confirm to IRC class AA and class 70R/ JIS /

BIS standards / Guidelines/ Codes furthermore taking into consideration expected

handling and erection stresses etc. Any international guideline such as AASHTO,

FHWA (Accelerated Bridge Construction Guidelines) Japan and EURO codes

may be followed. Box culvert shall be manufactured using water tight formwork

made up of automobile steel to have accurate dimensional product. Box culvert

shall have joining arrangement, flange bolt connection, rubber gasket etc. for

proper connection.

2. Supply and providing accessory: Loading, transporting and unloading of precast

concrete box culverts shall be done with care. Handling shall be such as to avoid

impact. Rubber gasket required to ensure water-tight character and for jointing of

each segment flange-bolt connection with 12 mm diameter, 50 mm length Grade-

8.8 high tensile bolts with zinc coating and round washer or equivalent nut-bolt

connection will be supplied as part of the Box culvert. Technical assistance in form

of technical presentation for installation procedure of product and/or one-time visit

at site by technical team member of the manufacturer and supplier.

3. Quality Assurance: The product shall be manufactured from standard and

tested raw materials including cement, fine aggregate, coarse aggregate, concrete

and reinforcement. The water used for manufacturing of concrete should be

potable water with TDS value not more than 300 ppm. The product shall be steam

cured in the controlled environment for better quality control with a temperature

control of 45 ±2 Deg. Centigrade to 65 ±2 Deg. Centigrade. The factory-made

precast products shall be subject to strict quality control and assurance process

by the manufacturer and approved by quality assurance personnel. The product

must have reinforcement as per design drawings. The product should be handled

mechanically at site. The product shall have in-built inserts at optimized locations

for handling/transportation.

4. Precast manufacturer Qualification Criteria: Tenderer/Bidder will be required to

enter into MOU with Precast Box manufacturer fulfilling the following

requirements. MOU shall mention all points mentioned below with project

experience details in supply of Precast Box Culverts.

• The precast manufacturer should have valid legal registration in India for

manufacturing factory made precast products.

• The precast manufacturer should have successfully completed or substantially

i) Three similar works costing not less than the amount equal to 40% of estimated

cost of work OR ii) Two similar works costing not less than the amount equal to

50% of estimated cost of work OR iii) One similar work costing not less than the

amount equal to 80% of estimated cost of work in “last seven & current” financial

• • Precast manufacturer shall be certified for ISO 9001, ISO 14001 and ISO

45001 for design, manufacture and dispatch of products.

• • The precast factory should have in house QA-QC set up to ensure consistent

quality of precast products.

iv) Approved make: Fuji Silvertech, Teemage, FIT or Equivalent as approved by

Engineer In Charge.

v) Mode of measurement: Rate of precast units shall be for unit of one running

meter. Rate includes all cost of material, labour charges at plant, cost of

reinforcement, formwork and lifting accessories and direct and indirect overheads.