Kagal-Hatkanangale Five Star Indl. Area..... Repairs and resurfac

82 

MAHARASHTRA INDUSTRIAL DEVELOPMENT CORPORATION 

( A GOVERNMENT OF MAHARASHTRA UNDERTAKING) 

Name of Work:- Kagal-Hatkanangale Five Star Indl. Area..... 

Repairs and resurfacing of existing 4-lane approach road from 

NH-4 to Raymond Chowk. 

ITEM WISE SPECIFICATIONS 

Item No. 1.:- Providing and laying Lean Mix BM (LBM) using 60 / 70 grade asphalt for filling 

pot-holes and improvement of existing road surface wherever required including material, 

heating asphalt, premixing it with stone metal in hot mix paver transporting and laying, rolling 

and finishing etc. complete using metal grading as per Table No 500-4 of specification of road & 

bridges published by IRC etc. complete. (using asphalt @ 3.5% by weight of mix excluding tack 

coat). 

General : The item pertains to providing and laying lean mix BM for filling potholes and 

improvement of existing road surface. 

Materials : Binder shall be as specified and shall conform to IS : 73 and stone chipping shall 

conform to grading as the Table below unless otherwise specified or directed by the Engineerin-Charge. 

The quantities of materials shall be as specified in Table below. Proper record will be 

kept to ensure that the daily out-turn of work is correlated with the quantity of bitumen. 

Materials required per cum of compacted lean asphalt mix shall be as under :- Approx. 

Rate of asphalt application for tack coat shall be 5 Kg./10 m2 

The asphalt shall be evenly spread over the surface at the rate specified. It will be further 

evened up by oil immersed brushes with long handles to cover the entire surface with the 

asphalt. 

Mixing : The mixing of stone and asphalt shall be done into power driven mixer or any other 

suitable mixing machine, approved by the Engineer-in-Charge. 

Mixing shall be done till all the aggregates are thoroughly coated. The required quantity of chips 

for each batch of mix shall be put in the mixer through automatic arrangements provided 

through suitable measuring boxes of 3 Cum capacity and the required quantity of asphalt will be 

added properly. 

Laying : The premix so prepared shall be transported and laid on the road surface by means of 

paving and finishing machine. The carpet shall be so laid as to give desired compacted 

thickness. Before starting laying, tack coat shall be provided at 5 Kg/10 m2 to the cleaned old 

surface. 

The conveyance of premix from mixing plant to site of laying will not be paid extra. 

All the depression etc. noticed while the rolling is in progress shall be made good by adding 

premixed chips and rolled again. The final surface so obtained shall be as specified by the 

Engineer-in-Charge. 60/70 penetration grade asphalt shall be used for tack coat only. 

Contractor. 

Executive Engineer, 

MIDC, Division Kolhapur

Rolling : 

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i) The premix after laying properly on the road shall be rolled with 8 to 10 tonne roller. All 

depressions etc. shall be made good by adding premix chips while rolling is in progress as 

mentioned under laying above. 

ii) The wheels of roller shall be wetted while rolling the premix. 

iii) The road may be opened to traffic after 48 hrs. 

Special Requirements : 

1. Test : Extraction test for the correct use of bitumen at the rate specified shall be done by the 

contractor at his own cost from the mix prepared for laying selected at random by the 

Engineerin- Charge or his representative at least 4 times a day. If the rate of bitumen specified 

varies, more frequent tests are to be carried out. If the bitumen is less than that specified, 

worked out from average of tests in a day, reduced rate will be paid. If however, the bitumen is 

found to be more, no extra payment shall be made since the contractor is supposed to use 

exact quantity of bitumen as specified. 

2. Analysis of each type of aggregate as specified shall be made. If the material do not run 

uniform, more frequent test shall be carried out. 

3. Arrangement for carrying out these two tests shall be made by the contractor at of the work 

at his own cost to exercise proper control over the preparation of aggregate and bitumen. The 

tests should be carried out in the presence of the Engineer-incharge. 

4. Compact mix density shall have equal to or greater than 95 of laboratory specimen grade in 

the given proportion. 

5. In order to check the average thickness, trial area shall be laid with a known weight of 

material in order to determine the area covered per tonne and daily check shall be made on the 

average obtained with the assessed daily tonnage laid. 

6. The item covers filling pot holes on the existing asphalt surface to make true to slope and 

gradient of the surrounding road surface. 

Mode of Measurement and Payment : The actual consolidated volume of lean Mix/Bituminous 

Macadam shall be paid for. The rate shall be for one cubic meter of compacted L.B.M. as per 

specification. Trial will be taken to check up the percentage reduction in volume after 

consolidation to determine the actual quantity for payment. For calculation, average depth of the 

pot holes and its area will be measured. No payment for tack coat is payable as it is included in 

the item itself. 

Item No. 2.:- Cleaning the old / fresh asphalt surface with wire brushes, bristles brushes and 

gunny bags to receive asphalt treatment. 

General : The item provides cleaning the old or fresh asphalt surface with wire bristle brush and 

with gunny bags before applying new asphalt treatment. 

Equipment : The equipment such as small pick wire bristle brushes and gunny bags shall be 

used for cleaning. 

Cleaning : Prior to the application of the binder, all dust, dirt, caked mud, animal dung, loose 

and foreign material etc. shall be removed 30 cm on either side, beyond the full width to be 

treated, by means of mechanical sweepers and blowers, if available or other wise with wire 

brushes, small picks, brooms etc. the material so removed shall be disposed off as directed by 

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the Engineer-in-charge. The prepared surface shall be closed to traffic and maintained fully 

clean till the binder is applied. 

Item to Include : The item includes all labour, equipment etc. required for cleaning the old or 

fresh asphalt road surface as per above specifications. 

Mode of Measurement and Payment : The area of old or fresh asphalt road thus cleaned as 

per the above specifications shall be measured in sqm. The contract rate shall be per sqm of 

asphalt road cleaned. 

Item No. 3:- Providing and laying premixed bituminous macadam using 60 / 70 grade asphalt 

including all materials, heating bitumen, premixing it with stone metal, in a hot mix plant, 

transporting, laying the mix with hydrostatic paver with sensor control and compacting with 

smooth wheeled tandem vibratory roller, including initial cleaning of surface, tack coat using 80 

/ 100 grade asphalt or bituminous emulsion etc. complete. Including all leads and lifts. (Asphalt 

to be used at 4.35% by weight of total mix). 

A) By using penetration grade bitumen conforming to IS 73-1992 for tack coat 

a) 50 mm compacted thick with heating aggregate 

The work shall be carried out as per MOST specification Item No. 504. 

General:- The work shall consist of construction in a single course of compacted crushed 

aggregate premixed with a bituminous binder, to serve as base/binder course, laid immediately 

after mixing on a base prepared previously in accordance with the requirement of these 

specifications and in conformity with the lines grade and cross-sections shown on the drawing 

or as directed by the Engineer-In-Charge. 

Material:- 

Bitumen:- The bitumen shall be paving bitumen of 60/70 penetration grade as per IS:73-1992. 

Aggregates:- The aggregates shall consist of crushed stone, crushed gravel/shingle or other 

stones, they shall be clean, strong, durable, fairly cubical shape and free from disintegrated 

pieces, organic or other deleterious matter and adherent coating. If crushed shingle/gravel is 

used not less than 90 percent by weight of the gravel/shingle pieces retained on 4.75mm sieve 

shall preferably be hydrophobic and of low porosity. The aggregates shall satisfy the physical 

requirements set forth in table 500-3. 

PHYSICAL REQUIREMENTS OF AGGREGATES FOR BITUMINOUS MACADAM. 

Sr. 

Test Test Method Requirement 

No. 

1 Loss Angeles Abrasion Value* Is:2386 (Part-4) 40 % Max 

2 Aggregate Impact Value* ---do--- 30% Max 

3 Flakiness and Elongation Indices (Total) IS:2386 (Part-1) 30% Max 

4 Coating and stripping of bitumen ASSHTO T-182 Minimum retained 

aggregate Mixtures 

coating 95% 

Contractor. 



5 Soundness: 

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i) Loss with sodium sulphate 5 

cycle 

ii) Loss with magnesium 

sulphate 5 cycles 

IS:2386 

(Part-5) 

12 % Max 

18 % Max 

6 Water absorption IS:2386(Part-3) 2 percent Max 

* Aggregates may satisfy requirement for either of the two tests. 

The aggregate for bituminous macadam shall conform to the grading given in table below:- 

AGGREGATE GRADING FOR BITUMINOUS MACADAM 

Is Sieve Designation Percent by weight passing the sieve 

Grading –2 

26.50 mm 100% 

19.0 mm 90 to 100% 

13.20 mm 56 to 88% 

4.75 mm 16 to 36% 

2.36mm 4 to 19% 

0.30mm 2 to 10% 

75 micron 0 to 8% 

The maximum compacted thickness of layer shall not more than 100 mm. 

The quantities of aggregates to be used shall be sufficient to yield the specified thickness after 

compaction. 

Proportioning of Materials:- The bitumen content for premixing shall be 4.35% by weight of 

the total mix except otherwise directed by the Engineer. 

Variation in Proportioning of Material:- The contractor shall have the responsibility for 

ensuring proper proportioning of materials and producing uniform mix. A variation in binder 

content + 0.30 % by weight of total mix shall however, be permissible for individual specimens 

taken for quality control test. 

Construction Operations:- 

Weather and seasonal Limitations:- The work of laying shall not be taken up during rainy or 

foggy weather or when the base course is damp or wet, or during dust storm or when the 

atmospheric temperature in shade is 10ºc or less. 

Preparation of the base:- The base on which bituminous macadam is to be laid shall be 

prepared, shaped and conditioned to the specified lines, grade and cross-sections in 

accordance with clause 501. and a priming coat where needed shall be applied in accordance 

with clause 502 as directed by the Engineer. 

Tack Coat:- A tack coat at the rate of 5 Kg/10m2 & as per clause 503 shall be applied over the 

base. 

Preparation and Transport of Mix:- Bituminous macadam mix shall be prepared in a hot mix 

plant of adequate capacity and capable of yielding a mix of proper and uniform quality with 

thoroughly coated aggregates. The plant shall have co-ordinate set of essential units capable of 

producing uniform mix within the job mix formula. The temperature of binder at the time of 

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mixing shall be in the range of 150ºc- 160ºc provided that the difference in temperature between 

the binder and aggregate at no time exceeds 140ºc Mixing shall be through to ensure that a 

homogeneous mixture is obtained in which all particles of the aggregates are coated uniformly 

and the discharge temperature of mix shall be between 130ºc to 160 ºc.The mixture shall be 

transported from the mixing plant to the point of use in suitable tipper vehicles. The vehicles 

employed for transport shall be clean and be covered in transit it so directed by the Engineer. 

Any tipper causing excessive segregation of materials by its spring suspension or other 

contribution factors of that which show undue delay shall be removed from the work until such 

conditions are corrected. 

Spreading:- 

The mix transferred from the tipper at site to the paver shall be spread 

immediately by means of sensor paver with suitable screeds capable of spreading, tamping, 

and finishing the mix true to the specified lines, grades and cross sections. The sensor paver 

finisher shall have the following essential features. 

a) Loading hopers and suitable distributing mechanism. 

b) All drive having hydrostatic drive/control. 

c) The machine shall have a hydraulically extendable screed for appropriate width requirement. 

d) The screed shall have tamping and vibrating arrangement for initial compaction to the layer 

as it is spread without rutting or otherwise marring the surface. 

amplitude and variable frequency. 

It shall have adjustable 

e) The sensor paver shall be equipped with an electronic sensing device for automatic leveling 

and profile control within the specified tolerances. 

g) The screed shall have the internal heating arrangement. 

h) The sensor paver shall be capable of laying either 4.0 to 7.50m width as stipulated in the 

contract. 

i) The sensor paver shall be so designed as to eliminate skidding/slippage of the tyres during 

operation. 

No work of BM or AC shall be allowed in failure of screed vibrating arrangement and electronic 

sensing device. 

The temperature of the mix at the time of laying shall be in the range of 120ºc to 

160ºc. In multi layer construction, the longitudinal joint in one layer shall offset that in the layer 

below by about 150mm. However, the joint in the top-most layer shall be at the lane line of the 

pavement. 

Longitudinal joints and edges shall be constructed true to the delineating line 

parallel to the centre of the road. All joints shall be cut vertical to the full thickness of the 

previously laid mix and the surface painted with hot bitumen before placing fresh material. 

Longitudinal and transverse joints shall be offset by at least 250mm from those in the lower 

course and the joints on the top most layer shall not be allowed to fall within the wheel patch. 

All transverse joints shall be cut vertically to the full thickness of the previously laid mix with 

asphalt cutter/pavement breaker and surface painted with hot bitumen before placing fresh 

material. Longitudinal joints shall be preferably hot joints. Cold longitudinal joints shall be 

properly heated with joint heater to attain a suitable temperature of about 80ºc before laying of 

adjacent material. 

Compaction:- After spreading of mix, rolling shall be done by vibratory compactors having 30 

MT vibrating capacity Rolling shall start as soon as possible after the material has been spread 

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deploying a set of rollers as the rolling is to be completed in limited time frame. The roller shall 

move at a speed shall be between 3.5 to 4 km/hour. Rolling shall be done with care to avoid 

unduly roughening of the pavement surface.Rolling of the longitudinal joints shall be done 

immediately behind the paving operation. After this, the rolling shall commence at the edges 

and progress towards the centre longitudinally except that on super elevated and uni-directional 

cambered portions, it shall progress from the lower to the upper edge parallel to the centre line 

of the pavement.The initial or break-down rolling shall be done with 8/10 MT static weight 

smooth wheel roller(3 wheels or tandem) as soon as it is possible to roll the mix without 

cracking the surface or having the mix pickup on the roller wheels. The second or intermediate 

rolling shall follow the break-down rolling with vibratory compactor having 30 MT vibrating 

capacity & following to the paver and be done while the paving mix is still at a temperature that 

shall result in maximum density. The final rolling shall be done while material is still workable 

enough for removal of roller marks with vibratory roller. During the final rolling, vibratory system 

shall be switched off. The joints and edges shall be rolled with at 8 to 10 tonne static roller. 

When the roller has passed over the whole area once, any high spots or depressions which 

become apparent shall be corrected by removing or adding mix material. The rolling shall then 

be continued till the entire surface has been rolled to 95% of the average laboratory density 

(obtained from Marshall specimens compacted as defined in Table 500-10) there is no crushing 

of aggregates and all roller marks have been eliminated. Each pass of the roller shall uniformly 

overlap not less than one-third of the track made in the preceding pass. The roller wheel shall 

be kept damp if necessary to avoid bituminous material from sticking to the wheels and being 

picked up. In no case shall fuel, lubrication oil be used for this purpose, nor excessive water 

poured on the wheels. The roller should have mechanical, water sprinkler for keeping the 

wheels damp. Rolling operations shall be completed in every respect before the temperature of 

the mix fails below 100ºc. Roller(s) shall not stand on newly laid material while there is a risk 

that surface shall be deformed thereby. The edges along and transverse of the bituminous 

macadam laid and compacted earlier shall be cut to their full depth so as to expose fresh 

surface which shall be painted with a thin surface coat of appropriate binder before the new mix 

is placed against it. 

Surface Finish and Quality control of work:- 

The surface finish of construction shall conform to the requirement of clause 902. Control on 

the quality of materials and works shall be exercised by the Engineer in accordance with section 

900. 

Arrangement of Traffic.:- 

During the period of construction, arrangement of traffic shall be done to clause 112. 

Item to Include:- 

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

operations including full compensation for 

i) Making arrangements for traffic to clause 112 except for initial treatment to verge shoulders 

and construction of diversions. 

ii) Preparation of base for laying of profile corrective course but including filling of potholes. 

iii) Providing all materials to be incorporated in the work including arrangement for stock yards, 

all royalties, fees, rents where necessary and all leads and lifts. 

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iv) All labour, tools equipment plant including installation of hot mix plant , power supply units 

and all machineries incidental to complete the work of the specifications. 

v) Carrying out the work in part widths of the road where directed. 

vi) Carrying out all tests for control of quality and 

vii) The rate shall cover the provision of bitumen at 4.35% of weight of total mix. Variation of 

quantity of bitumen @ + 5% tolerance shall be permitted. 

asphalt/bitumen no extra payment shall be considered. 

However for excess use of 

viii) The item includes the tack coat at 5 Kg/10M2 grade of bitumen S-90 i.e. 80/100 penetration. 

No extra payment shall be considered for tack coat. 

Mode of Measurement &Payment:- The BM of specified thickness shall be measured as 

finished work in square meter. The contract rate shall be paid on basis of sq.m. 

Item No. 4.:- Providing and laying hot mix, hot laid premixed bituminous concrete using 60 / 70 

grade asphalt/ CRMB/PMB including all materials, heating aggregate, asphalt etc. and mixing in 

hot mix plant, transporting laying with hydrostatic paver, finished with sensor control compacting 

and rolling with smooth wheeled tandem vibratory roller. Asphalt to be used at 6.25% by weight 

of total mix (machine laid only) & tack coat at 5 kg/10m2. 

A) Using 60/70 grade Asphalt 

a) 25 mm thick (for wearing course) 

The work shall be carried out as per MOST Specification No. 512. 

General:- This work shall consist of constructing in a single layer, bituminous concrete 

(asphaltic concrete) of thickness 25 on previously prepared bituminous course to the 

requirements of these specifications to save as weaving course. 

Materials : Bitumen :- 

The bitumen shall be paving bitumen of suitable penetration grade 30/40 or 60/70 as per Indian 

standard Specification for “ Paving Bitumen” IS: 73-1961. 

Course Aggregates :- The aggregates shall consist of crushed stone, crushed gravel/shingles 

or other stones. They shall be clean, strong , durable and fairly cubical in shape and free from 

disintegrated pieces, organic or other delirious matter and adherent coating. The aggregate 

shall satisfy the physical requirement as per Table below. 

Table 

PHYSICAL REQUIREMENTS FOR COARSE AGGREGATE FOR BITUMINOUS 

CONCRETE PABEMENT LAYERS 

Property Test Specification 

Cleanliness Grain size analysis¹ 

Max 5% passing 0.075mm sieve 

(dust) 

Max 30% (combined)² 

Flakiness and Elongation Max 30% 

Particle shape Index 

Max 24% Min 55% 

Strength* Los Angeles Abrasion Value³ Max 12% 

Polishing Aggregate Impact value Max 18% 

Durability Polished stone value 

Max 2 % 

Soundness 

Minimum Retained 

Sodium sulphate 

Contractor. 



Water absorption 

Stripping 

Water 

sensitivity** 

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Magnesium Sulphate 

Water absorption 

Coating and stripping of 

Bitumen aggregate Mixtures 

Retained Tensile strength 

coating 95% 

Min 80% 

Notes:- 1. IS: 2386 Part I 6. IS : 2386 part 5 

2. IS:2386 Part II 7 IS: 2386 Part 3 

(The elongation test to be done only on non flaky aggregates in the sample) 

3. IS: 2386 Part 4* 8 AASHTO T283** 

4 IS: 2386 Part 4* 9 IS: 6241 

5 BS: 812 Part 114 

* Aggregate may satisfy requirements of either of the tests. 

** Elongation index is wt. of elongated particles divided by no flaky particles. They value of 

flakiness index and elongation index so found are added for total Flakiness and elongation 

indexes. 

Fine Aggregates :- 

Fine aggregates shall be the fraction passing 2.36 mm sieve and retained on 75 micron sieve, 

consisting of crusher run screenings, natural sand or a mixture of both. These shall be clean, 

hard, durable, uncoated, dry and free from any injurious soft pieces and organic or other 

deleterious substances. 

Filler :- 

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

approved by the Engineer-In-charge. The filler shall be graded within the following limits as per 

Table below. The filler shall be free from organic impurities and have a plasticity index not grater 

than 4. The plasticity index requirement shall not apply if filler is cement or lime. 

Aggregates gradation :- 

The material aggregates, including mineral filler shall be so blended or combined as to confirm 

to the grading set forth in Table below. The grading shall be decided by the Engineer-In-Charge 

during execution of work at site. 

COMPOSITION OF BITUMINOUS CONCRETE 

PAVEMENT LAYERS 

Grading 1 

Nominal aggregate size 

13 mm 

Layer Thickness 

30-45mm 

IS Sieve(mm) 

45 

37.5 

26.50 100 

19.00 79-100 

9.50 70-88 

4.75 53-71 

2.36 42 - 58 

1.18 34-48 

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0.60 26-38 

0.30 18-28 

0.15 12-20 

0.075 4-10 

Mix Design : 

512.3.1Requirement of Mix :- Apart from conformity with the grading and quality requirements 

of individual ingredients, the mix shall meet the requirements set forth in Table below 

TABLE 

REQUIREMENTS OF BITUMINOUS CONCRETE 

Sr. Item Description 

Requirements. 

No. 

1. Marshall stability (ASTM designation D-1559) 820 Kg 

determined on marshal specimens compacted 

by 75 compaction blows on each face. 

2. Marshall flow (mm) Minimum 2 

3. Marshall flow (mm) 2– 4 

4. Maximum flow 4 

5. Percent air voids in mix 3-5 

6. Minimum percent voids in mineral aggregates 10 - 12 

7. Binder content percent by weight of total mix 6.25% 

8. Percent voids in mineral aggregate filled by 65-75 

bitumen 

9 Minimum stability (KN at 60 C) 9-0 

Binder Content :- The binder content shall be so fixed as to achieve the requirement of the mix 

se forth in Table 500-24. Marshall method for arriving at the binder content shall be adopted. 

Job mix formula :- 

The contractor shall intimate to the Engineer-In-Charge in writing, at least 20 days before the 

start of the work, the job mix formula proposed to be used for the work and shall give the 

following details:- 

a. Source and location of all materials. 

b. Proportions of all materials expressed as follows where each is applicable. 

Binder bitumen 6.25 % - As percentage by weight of total mix. 

Coarse aggregate 

-As percentage by weight of total aggregate. 

Fine aggregate 

-Including mineral filler. 

c. A single definite percentage passing each sieve for the mixed aggregate. 

d. The results of test enumerated in table as obtained by the contractor. 

e. Test results of physical characteristics of aggregates to be used. 

f. Mixing and compacting temperature. 

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While working out the job mix formula, the contractor shall ensure that it is based on as correct 

and truly representative sample of the material that shall be used actually in the work and that 

the mix and its ingredients satisfy the physical and strength requirements of these 

specifications. 

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

Charge for which sample of all in ingredients of the mix shall be furnished by the contractor as 

required. 

The approved job mix formula shall remain effective unless and until modified by the Engineer- 

In-Charge. should a change in the source of materials be proposed, a new job mix formula shall 

be established and got approved from the Engineer-In-Charge before actually using the mix and 

materials. 

Permissible Variation from the Job mix formula :- 

The concrete shall have the responsibility of ensuring proper proportioning of materials in 

accordance with the approved job mix formula and producing a uniform mix. The permissible 

variations of individual percentage of various ingredients in the actual mix from the job mix 

formula may be within the limits as specified in Table 500-11. These variations are intended to 

apply to individual specimens taken for quality control tests. 

Sr. 

No. 

Description 

Permissible Variations 

1 Aggregate passing 19mm sieve or large + 8 % + 7% 

2 Aggregate passing 13.2mm + 7 % + 6% 

3 Aggregate passing 4.75mm + 6 % + 5% 

4 Aggregate passing 2.36mm, 1.18mm,0.6mm + 5 % + 4% 

5 Aggregate passing 0.3m,0.15 + 4 % + 3% 

6 Aggregate passing 0.075mm + 2 % + 1.5% 

7 Binder content + 0.3 % + 0.3% 

8 Mixing temperature + 10º c + 10º c 

Construction operation :- 

Weather and seasonal limitations :- 

The work of laying shall not be taken up during rainy or foggy weather, when the base course is 

damp or wet, during dust storm or when the atmospheric temperature in shade is 10º c or less. 

Preparation of base :- The base on which bituminous concrete is to be laid shall be prepared, 

shaped and conditioned to the specified levels, grade and cross fall (camber) in accordance 

with specifications or as directed by the Engineer-In-Charge. 

The surface shall be thoroughly swept clean free from dust and foreign mater using mechanical 

broom and dust removed by mechanical means or blown off by compressed air. In portions 

where mechanical means cannot reach, other approved method shall be used as directed by 

the Engineer-In-Charge. 

Tack coat :- The tack coat @ 5 kg /10sqm shall be applied over the base prepared for laying of 

A.C. The item includes the tack coat. No separate payment will be made for tack coat. 

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Preparation of mix :- Hot mix plant of adequate capacity and capable of producing a proper 

and uniform quality mix shall be used for preparing the mix. The plant may be either a batch 

type or continuous or drum type. The plant shall have the following essential features: 

A. General:- 

a. The plant shall have co-ordinate set of essential units capable of producing uniform mix as 

per the job mix formula. 

b. Cold aggregate feed system with minimum 3 bins having belt conveyor arrangement for initial 

proportioning of aggregate from each bin in the required quantities. 

c. Dryer unit with burner capable of heating the aggregate to the required temperature without 

any visible unburnt fuel or carbon residue on the aggregate and to reduce the moisture content 

of the aggregate to the specified minimum. 

d. The plant shall be fitted with suitable type of thermometer at appropriate locations o as to 

indicate or record/register the temperature of heated aggregate, bitumen and mix. 

e. Bitumen storage unit capable of heating, measuring/metering and spraying of bitumen at 

specified temperature with automatic synchronization of bitumen and aggregate feed in the 

required proportion. 

f. A filler system suitable to receive bagged or bulk supply of filler material and its incorporation 

to the mix in the correct quantity/percentage. 

g. A suitable built in dust control system for the dryer to contain/recycle permissible quantity of 

fines into the mix. It should be capable of preventing the exhaust of fine dust into atmosphere 

for environmental control. 

h. The plant should have centralized control panel/cabin capable of presenting, 

controlling/synchronizing all operation starting from feeding of cold aggregates to the discharge 

of the hot mix to ensure proper quality of mix. If should have indicators for any malfunctioning in 

the operation. 

B. For Batch Type Plant. 

a. Gradation control unit having vibratory screens for accurate sizing of hot aggregate and 

storing them in separate bins. 

b. Proper arrangement of accurate weighing of each size of hot aggregate from the control 

panel before mixing. 

C. For continuous Type plant:- 

a. Gradation control unit having vibratory screens for accurate sizing of hot aggregate and 

storing them in separate bins. 

b. There should be appropriate arrangement for regulating and volumetric control of the flow of 

hot aggregate from each bin to achieve the required proportioning. 

D. For Drum Mix Plant:- 

a. It is prerequisite that only properly screened graded material are fed to the bins. If required a 

vibratory screening unit should be installed at the plant site to ensure the same. 

b. Belt conveyors below each bin and main gathering conveyor for measuring the flow of 

aggregates. The temperature of binder bitumen at the time of mixing shall be in the range of 

150°C – 165°C and that of aggregate in the range of 155°C- 170°C provided also that at no 

time shall the difference in temperature between the aggregate and binder exceeds 14 

centigrade. The temperature of both the aggregate and the bitumen at the time of mixing shall 

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be in accordance with the job mix formula and strictly controlled. All overheated and 

carbonized mixtures, which form or show indication of excess moisture, shall be rejected. 

Any truck/ tipper causing excessive segregation of material by its spring suspension or other 

contributing factor or that show undue delays shall be removed from the work until such 

condition are corrected. 

Spreading :- Spreading:- The mix transported from the hot mix plant to the site shall be spred 

by means of sensor paver with suitable screeds capable of speeding, tamping and finished the 

mix to specified grade, line and cross section. 

The paver finisher shall have the following essential features. 

a) Loading hoppers and suitable distributing mechanism. 

b) All drive having hydrostatic drive / control. 

c) The machine shall have a hydraulically extendible screed for appreciate width requirement. 

d) The screed shall have tamping and vibrating arrangement for initial compaction to the layer 

as it is spread without rutting or otherwise marring the surface. 

amplitude and frequency. 

It shall have adjustable 

e) The sensor paver shall be equipped with necessary control mechanism so as to ensure that 

the finished surface is free from surface blemishes. 

f) The sensor paver shall be fitted with electronic sensing device for automatic thickness 

leveling and profile control within the specified tolerance. 

h) The sensor shall be capable of laying either 2.5 to 4.0 m width or 4.0 to 7.0 m width as 

stipulated in the contract. However, in restricted locations and in narrow width where the 

available equipment cannot be operated the Engineer-In-Charge may permit manual laying of 

the mix. The Temperature of mix at the time of laying shall be in the range of 120°c – 130°c 

Mixes with a temperature of less that 120°C shall not be loaded into paver finisher. 

Longitudinal joints and edges shall be constructed true to the delineating lines parallel to the 

centerline of the road. Longitudinal and transverse joints shall be offset by at leas 250 mm from 

those in the lower course and the joints on the top most layer shall be allowed to fall within the 

wheel path. All transverse joints shall be cut vertically to the full thickness of the previously laid 

mix with pneumatic cutter and the surface painted with hot bitumen before placing fresh 

material. Longitudinal joints shall be preferably hot joints. Cold longitude joints shall be 

properly heated with joint heater to attain a suitable temperature of about 80 c before laying of 

any material. An overlapping of 150 mm may be allowed for making the joint. 

Rolling :- 

After spreading the mix by paver, it shall be thoroughly compacted by rolling with vibratory 

compactor of 30 MT capacity, moving at speed not more than 5km/hr, immediately following 

close to the paver. Generally the initial or breakdown rolling shall be done with 8-10 tonne static 

weight smooth wheeled roller. The intermediate rolling shall be done with vibratory compactor 

of 30 MT capacity. The finish rolling shall be done with 8 to 10 tonne Wight tandem roller. The 

exact pattern of rolling shall be established after trial compaction as approved by the Engineer- 

In-Charge. Any displacement occurring as a result of reversing the direction of a roller or from 

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

rollers shall not be permitted to stand on pavement which has not been fully compacted and 

where temperature is still more than 70°C. Necessary precaution shall be taken to prevent 

Contractor. 



94 



dropping of oil, grease, petrol or other foreign matter on the pavement either when the rollers 

are operating or standing. 

The roller wheels shall be kept moist to prevent the mix from adhering to wheels. But in no case 

shall fuel/lubricating oil be used for this purpose nor excessive water poured on the wheels. 

Rolling shall commence longitudinally from edge and proceed towards the centre, except that 

on portion having unidirectional cross fall/super elevation, it shall progress from the lower to 

upper edge parallel to the center line of the pavement. The roller shall proceed on the fresh 

material with rear or fixed wheel loading so as to minimize the pushing of the mix and each pass 

of the roller shall overlap the preceding one by half the width of the rear wheel. Rolling shall be 

continued till the density achieved is at least 98% of that of laboratory Marshall specimen 

compacted as defined in Table under 20.3.1 and all roller marks are eliminate. Patching of an 

area that has been rolled shall not be permitted. Rolling operations shall be completed in all 

respects before the temperatures of the mix falls below 100°c. 

Quality control Tests During construction: 

The material supplied and the works carried out by the contractor shall conform to the 

specifications prescribed in the preceding clauses. For ensuring the requisite quality of 

construction, the materials and works shall be subjected to quality of control tests, as described 

hereinafter. The testing frequencies set forth are the desirable minimum and the Engineer-In- 

Charge shall have the full authority to carry out additional tests as frequently as may deem 

necessary, to satisfy himself that the materials and works comply with the appropriate 

specifications. However, the number of tests recommended in tables may be reduced at the 

discretion of the Engineer-In-Charge if it is felt that consistency in the quality of materials can 

still be maintained with the reduced number or tests. 

Acceptance Criteria for the tests on density and Marshall stability shall be subject to the 

condition that the mean value is not less than specified value plus:(1.65-(1.65/(No. of sample) 

0.5) times the standard deviation. 

Sr. Type of 

No. Construction 

1 Dense 

Bitumen 

Macadam/se 

mi dense 

bitumen 

concrete. 

Table 

Minimum tests Frequently Bituminous works 

Tests 

Frequency 

Quality of Binder Two samples per lot to be subjected to all 

or some tests as directed Engineer. 

Aggregate Impact Value One tests per 50 m3 of aggregates 

Flakiness Index & --do-- 

Elongation Index 

Stripping value of the Initially one set of 3 representative 

aggregate. 

specimens for each source of supply. 

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95 



Water absorption of 

aggregates 

Stone polishing value 

Mix grading 

Stability of Mix 

Water sensitivity of mix 

(Retention of Marshall 

stability) 

Swell test on the mix. 

Control of binder content 

and gradation in the mix 

Rate of spread of mixed 

material 

Density of compacted 

layer 

Subsequently when 

warranted by changes in the quality of 

aggregates 

--do-- 

As required for semi dense bituminous 

concrete/ Bituminous concrete 

One set of test on individual constituents 

and mixed aggregate from the dryer for 

each 40 tonnes of mix subject to a 

minimum of two tests per plant per day. 

For each 400 tonnes of mix produced, a 

set of 3 Marshall specimens (compacted 

75 blows each side) to be prepared and 

tested for stability, flow value, density and 

void content subject to a minimum of two 

sets being tested per plant per day. 

As required for Bituminous concrete. 

---do-- 

One test for each 400 tonnes of mix 

subjects to a minimum of two tests per day 

per plant. 

Regular control and through checks on the 

weight of mixed material and layer 

thickness. 

One test per 250 m2 area. 

Note:- Acceptance criteria as specified or directed by Engineer-In-Charge. 

Item to Include:- Item includes all material, machinery, plant, tools and equipment for 

providing and laying hot mixed hot laid premixed bituminous concrete, of specified thickness. 

Mode of Measurement and payment :- Bituminous concrete shall be measured as finished 

work in m2 of premixed bituminous concrete laid and compacted of specified thickness. 

The contract rate shall be per sqm of the work executed as per above specifications. 

Item No. 5.:- Dismantling & removing the existing curb stone of central verge, on both sides, 

ends etc. & refixing the same for increasing ht of central verge by providing M-10 grade 

concrete for filling existing trench of curb stone, backfilling after raising ht. of central verge, 

including replacement of damaged curb stones by new one made from M-20 grade concrete, 

including cost of steel reinforcement (precast elements), providing & applying synthetic super 

enamel painting in two coats to central verge on both sides & top of curb stone, painting of 

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96 



planters, raising ht. of service chambers, including replacement of damaged planters as may be 

required including all material, labour, watering, curing etc. complete as per detailed drawing of 

central verge and directions of Engineer-in-charge. 

Item shall generally carried out as per wording of item itself & as per relevant 

items of standard specification book of B & C Deptt. & as per direction of Engineer-in-Charge. 

Item includes necessary excavation or filling for pro-file correction & back filling, compaction of 

earthwork, curing of cement consuming items, transportation for all leads & lifts etc. complete. 

Mode of Measurement and payment :- The contract rate shall be per running Mtr. Basis of 

central verge completed satisfactorily. Contractor shall note that length of central verge will be 

measured only along centre line and no separate payment for curb stones on either ends will be 

considered. 

Item No. 6:- Earthwork in embankment with approved material having field soak CBR not less 

than 8 and laboratory soak CBR not less than 12 obtained by the Contractor from his borrow 

areas including all lifts and leads including laying in layers of 20cm to 30cm for power roller and 

45cm to 60cm for vibratory compactor, breaking clods, and dressing to the required lines, 

curves and section including payment of royalty charges to the Govt. of Maharashtra. 

a) For all leads 

1. General:- The work shall include preliminaries of clearning site, setting out and 

preparing the ground and thereafter, embankment for the road with approved materials 

obtained from sources other than Departmental land, laying them in layers, watering 

and compacting to the required density lines, curves, grades, cross section and 

dimensions shown on the plan or as directed by the Engineer-In-Charge with due 

allowance for shrinkage. Watering and compacting shall be paid separately under 

relevant items. 

2. Clearing Site:- The ground over which embankment is to be formed shall be cleared 

of all trees brushwood , loose stone, vegetation bushed, stumps and all other 

objectionable material under this item. Routs of trees shall be grubbed to a depth of at 

least 15cm. below the original ground surface and at least 30cm below the formation 

level whichever is deeper. The holes dug up for grubbing roots etc shall be filled with 

excavated material in layers of 15cms and compacted. 

3. Setting out- After the site is cleared setting out shall be done as laid down in 

specification or as directed by Engineer-In-Charge. Profiles shall be set up with setout 

poles to mark the centre and edges of the formation with the top levels of formation 

clearly marked by paint or cut and the slopes with string and pegs at every 30metres on 

straight portions and 10m or less on curves or as directed by the Engineer-In-charge. 

Toe line may be marked with pick marks. Longitudinal and cross section levels shall be 

taken recorded and checked for measurements and signed by the contractor or his 

representative. 

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97 



All the materials and labour required for this item shall be supplied by contractor. 

Profiles, pages, bench marks and other markes shall be maintained without any 

disturbances as long as they are required. 

4. Materials. After utilising for the embankment all the useful and acceptable 

materials obtained from the road cutting within the specified leads the contractor shall 

obtain additional material from his borrow areas. Satisfactory soil, murum or a mixture 

of soil, sand, murum, gravel, small boulders or rubble shall normally be acceptable. 

Soils having laboratory dry density of less than1.44 gm/c.c. may not normally be used 

in embankments. Soils having laboratory dry density of less than 1.52 gm/c.c. may not 

as for as possible be used in embankments exceeding 3m in height or in embankments 

of any height subjected to long period of inundation. Only the materials considered 

suitable by the Engineer-In-Charge shall be used for the bank. Rejected materials shall 

not be put in to the bank nor brought to the work site. Perishable materials such as 

stumps pieces of wood, roots, rubbish etc. and such other materials as shall affect the 

stability of the embankment shall not be used. Sods with appreciable amounts of 

organic matter, humus or vegetation shall not be used. Soils with homes of grass shall 

be permitted to be used as surface covering for the side slopes to a thickness of not 

more than 30 cm. 

The material required for embankment shall be obtained in any of the following ways 

provided the material is suitable in the opinion of the Engineer-In-Charge. 

a) From cutting near by sections of the road as directed. 

b) From excavation for improving sight distance and road land developments in hereby 

area as directed. 

c) By sectioning any adjacent nalla or water ways as directed. 

d) By excavating cuts to lead water away from the road. 

e) By excavating side drains and catch-water drains. 

f) From humps above the general ground level within the road land. 

g) From land acquired temporarily if any, outside the road land. 

All lifts and leads specified for conveying the material to site 

shall be included in the rate except when the materials from road cutting or other excavation 

being paid separately are to be conveyed for use in banks with different leads under respective 

items. 

For the materials to be obtained from non-departmental and private lands, the contractor shall 

make his own arrangements and be responsible for payment or rents, compensation, royalty etc 

and shall not be entitled for extra claims. The department shall remain indemnified regarding 

any claims that may be made by private owners in this respect. 

If all the useful materials available from the road cutting are not used and materials obtained 

from other sources are used instead by the contractor for his own convenience, such materials 

shall be deemed to have been obtained from the road cutting to the extent to which useful 

materials were available for bank and shall not be paid for under this item. 

5. Equipments Pickaxes, crowbars, pharos and pans may be used for manual work scrapers, 

dozers, graders, shovels, dumpers, trucks, trolleys water tanker etc. may be used for 

Contractor. 



98 



mechanised work vibratory rollers with or without sheep foot giving a pressure required to obtain 

specified density watering and compacting is paid separately under relevant items. 

6. Construction Methods- 

1. Diversions- If diversions, barricading and signals are found to be necessary, they shall 

be provided as per directions of Engineer-In-Charge. 

2. Preparing the ground for laying bank. :- Before any materials as laid for the bank 

the ground shall be cleared of all rubbish etc. when the embankment is to be laid on hill 

sides or slopes. The existing slopes shall be ploughed deeply. If the cross slopes are 

sleeper than 1 in 3, steps with reverse slope shall be cut into the slopes to give proper 

heading and seating to the bank as directed by the Engineer-In-Charge. On surfaces 

flatter than 1 in 15 special surface treatment such as cutting steps shall be necessary. 

The top 15cm. of soil shall be scarified and watered if directed and compacted to the 

same density as specified for the embankment before any material is laid for the bank 

work. 

When the embankment is to be placed over an existing road or other hard surface 

which is within 15cm of the finished formation. The road or other hard surface shall be 

scarified to a minimum depth of 15 cm. 

The rate for embankment includes all the operations for preparing the bed for laying the 

bank. 

3. Laying the Bank:- Embankment material shall be placed in successive horizontal 

layers of specified depth extending to the full width of the embankment including the 

slopes at the levels of the particular layer and 30cm. more on both sides to allow 

compaction of the full specified section. The extra loose stuff at the edges shall be 

trimmed later after completion of the bank work without extra cost leaving the current 

section fully compacted. 

Keeping the width of the bank initially less and widening it later by dumping loose earth 

on the slopes shall not be permitted as the additional width and slopes shall remain 

loose and uncompacted. Similar procedure to extend the embankment by dumping the 

material longitudinally shall also not be allowed. When placing the bankwork in 

specified layers is not feasible as in water or over slopes too steep to operate the 

construction equipment the embankment may be construction in one layer to the 

minimum level at which equipment can be operated and above such a level, the 

embankment shall be made up in layers of specified thickness. When boulders, broken 

stones and similar hard materials are mixed up with the embankment materials care 

shall be taken to see that they are distributed uniformly into the bank and that no 

hollows are left near them. No stone or hard material shall project above the top of any 

layer. Each layer of embankment shall be watered, leveled and compacted as 

specified, before the layer is placed. The surface of the embankment shall at all times 

during construction, be maintained at such a cross fall as shall shed water and prevent 

ponding. If bridges and culverts on the road are not completed in advance of bank 

work, a length of 15m to 30m bank shall be left on each side of the structure and these 

lengths shall be depth with later for placing the bank work. 

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99 



4. Watering and compaction:- Watering and compaction of earth work is 

specified under relevant item as it is to be paid separately. 

5. Protection:- Proper care shall be taken to ensure that the method of operation and 

compaction of the bank work does not cause damage or under strain to any structural 

element. Embankment over and around bridge or culverts shall be of approved materials 

and carefully placed and compacted. The construction shall take all precautions necessary 

for the protection of the bank work by diversion of streams, local surface drainage, rain 

water etc. likely to damage the bank any damage to the bank work due to no protection or 

inadequate protection shall be made good by the contractor at his own cost. Conveyance of 

materials shall not cause obstruction or nuisance to the hereby property owners and traffic. 

6.Finishing:- The embankment shall be finished and dressed out and even to conforming 

with the alignment, levels cross sections and dimensions shown on the drawing with due 

allowance for shrinkage. On curves, sections shall be provided with super elevation and 

increased widths as shown on the plans or directed by the Engineer-In-Charge. All 

damages caused by rain, flood or any other reason shall be made good in the finishing 

operation. The road land width shall be cleared of all debris and ugly spots near camping 

areas etc. for which the contractor or his men were responsible. 

7. Maintenance:- The Contractor shall be responsible for maintaining the bank work 

satisfactorily at his own cost till finally accepted including making good any damages 

during defect liability period specified. 

Test:- 

a) Before murum is brought to the site, it shall be tested in laboratory for its soak CBR. In no 

case the laboratory soak CBR be less than 12%. 

b) The murum shall be tested for its liquid limit, plasticity index, maximum dry density(Proctor 

density) & optimum moisture content. The murum shall satisfy the requirements as listed below. 

i) Liquid limit Not more than 25 

ii) Plasticity index Not more than 6 

iii) Maximum dry density Not less than1.52 gm/c.c. 

C) When the murum is spread on site, watered & compacted for embankment, it shall be 

tested for field soak CBR. Field soak CBR shall be carried out at one random location for 

every 500 mtr of length of every layer of bank work. The field dry density & water content 

shall be tested to ascertain the field compaction for the sample from the same location for 

field CBR test. The field soak CBR value for murum shall not be less than 8% in any case. 

d) Density tests shall be carried out for the bank work during the progress of work. One set 

three core samples for every 1000m2 area of each layer of bank work shall be taken & 

tested. The average density shall not be less than 95% of proctor density for each set. All 

above tests shall be conducted according to IS-2720. 

9. Item shall include the following:- 

1. Clearing the site. 

2. Setting out alignment including necessary labour and materials and maintaining it as 

long as 

Contractor. 



equired. 

100 



3. Preparing the ground for laying the embankment. 

4. Providing and maintaining the diversions if necessary unless provided as s separate 

item in the tender. 

5. Obtaining the embankment materials including all lifts and leads and laying the bank in 

layers, watering, compaction and tests, royalties fees etc. if any (Watering and 

compaction shall be paid separately under relevant item) 

6. Protecting and maintaining the bank. 

7. Finishing the embankment. 

8. All labour, materials use of equipment tools and plant necessary for completing the 

work satisfactorily. 

Mode of Measurements & Payment- The contract rate shall be per cubic meter of the 

finished bank work, measurements shall normally be taken by leveling sections and 

chainaging distances between them. 

The measurement of the sections shall be limited to the dimensions shown on the drawing 

or those ordered by the Engineer-In-Charge in writing. The dimensions shall be recorded 

correct upto two places of decimals of metre. The sectional areas shall be worked out 

correct upto two places of decimals of a square metre. The quantity shall be worked out 

correct upto two places of deceimals of a cubic metre by the average and area method. 

The volume of bank thus calculated shall be reduced by 16% (16 percent) for the purpose of 

payment when the measurements are taken for running bills and by 1% (one percent) in 

final measurement. 

If outside materials having been used in the portions of the bank work, where materials, 

from cutting were to be used. The outside materials shall be deemed to have been obtained 

from the cutting as specified in those items and paid for under those items only. 

The quantity payable for the bank shall be the quantity of useful road cutting materials, 

required to be conveyed and used within specified lead and measured in site in cutting. If 

the contractor for his own convenience uses materials other than these obtained form the 

cutting. All such materials used in place of the materials from the road cutting and paid 

under this item to the extent to which useful road cutting materials were available for bank 

within the specified lead. 

If a portion of the road cutting materials is ordered to be reserved for other use or rejected 

as not fit for bank stack measurement of reserved or rejected materials shall be reduced by 

adopting following percentages to arrive at compact volumes to be deducted from the total 

quantities of relevant excavation items to obtain the quantities put into the banks. 

1. Earth, soils of all sorts, sand, graval, soft murum...... 16% 

2. Hard murum 16% 

3. Boulders 40% 

4. Soft rock 40% 

5. Hard rock 40% 

The lead shall be reckoned along the centre of the road form the centre of mass of the road 

cutting to the centre of mass of embankment volume where the excavated materials have been 

or were to be used of the actual route of transport. 

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101 



The quantity of bank shall be paid on the basis of quantity of road cutting used in the bank. 

The final quantity to be paid for under this item shall be the total quantity of bank work reduced 

by 1% (one percent) less than quantity to be paid for using the materials from cutting. 

Item No. 7.:- Watering to OMC (16 kg to 24 kg of water per Cu.M.) The earth work in 

embankment in 20 cm to 30 cm layers. (95% proctor density). 

General : The item provides watering the layers of 20 to 30 cm of embankment laid. 

Material and Equipment : Water to be used shall be free of harmful elements, which may 

cause heavy efflorescence, etc. and approved by the Engineer-in-Charge. The contractor shall 

make his own arrangements for getting adequate quantity of acceptable water. The water 

tankers shall be used, without any additional payment. 

Watering : When the murum of the 20 to 30 cm layer in embankment road contains less than 

the optimum moisture, water shall be added to the material in the embankment layers of the 

road to bring the moisture, uniformly up to requirement. If the material contains more than the 

required moisture, it shall be allowed to dry until the moisture is reduced to the required extent. 

If due to wet weather etc. the moisture contents of the soil cannot be reduced to the appropriate 

amount by exposure, the compaction shall be suspended till suitable conditions prevail without 

contractor’s claiming any compensation. 

Item to Include : All material, equipment machinery labour, taxes etc. shall be included in the 

rate. 

Mode of Measurement and Payment : The measurement shall be taken on Cum. basis of the 

embankment of the road watered. 

Item No. 8.:- Consolidation with proper ramming / rolling in layers the earth work in 

embankment . (95% proctor density). 

General : The item provides consolidation of the earthwork in embankment in 20 to 30 cm 

layers for 8 to 10 tonnes roller and 40 to 50 cm layers for vibratory rollers. This item is to be 

executed after laying the earthwork in embankment in the layers of 20 to 30 cm and the layer is 

watered. 

Equipment : The ramming rods and 8-10 tone ordinary or vibratory roller as directed shall be 

used. 

Consolidation : When a loose layer is leveled manually or mechanically with camber provided 

and moistened or dried to a uniform and required moisture content suitable for maximum 

compaction, it shall be compacted by power rollers, vibratory rollers or heavy hauling or dozing 

equipment to give the specified 95% of the standard proctor density. If on testing, the density is 

found to be less than 95% of the standard density the contractor shall do additional compaction 

necessary to get the specified density after adding water if required. When the specified density 

is imperative, the work shall be removed and redone by the contractor at his own cost to give 

the specified density. 

Proper sequence of all component operations shall be maintained to give individual progress. 

For compaction of embankment the road roller shall move longitudinally and rolling shall be 

done from edges to centre. The camber shall be provided in the cutting and shall not be 

Contractor. 



adjusted in metalling. 

102 



Care shall be taken for getting good compaction behind abutments, 

returns and wing walls, etc. Cutting/ Bank-work in areas not accessible to rollers such as those 

adjoining bridges, culverts and other works, shall be carried out independently of the main 

embankment and shall have the layers placed in 10 cm to 15 cm. thickness and each layer shall 

be moistened and thoroughly compacted with mechanical or manual tampers. Embankment 

shall be brought up simultaneously in equal layers on each side and compacted carefully to 

avoid unequal pressure, etc 

The compaction of the embankment shall be done by moving road roller longitudinally from 

edges to centre. 

Item to Include : The item includes only the compaction of each layer by 8-10 tonne roller or 

vibratory roller. All labour and equipment required to execute the item as per above specification 

shall be included in the item. If specified vibratory compactors shall be used. 

Mode of Measurement and Payment : The measurement shall be taken of the earthwork for 

embankment of road in Cum. upto two decimals. The contract rate shall be for a unit of One 

Cubic meter of the finished bank work. 

Item No. 9.:- Filling in plinths and floors with hard murum brought by the contractor from his 

borrow areas with all leads in 150 to 200 mm layers including watering and compaction etc. 

complete with all leads and lifts and necessary royalty charges etc complete. 

General : This item includes all the leads and lifts for filling in plinth and tears with hard 

murum brought by the contractor from his own barrow areas. The material of filling shall be 

hard murum or sand and shall be got approved from the Engineer-in-charge before bringing 

the same at site of work for filling the plinths and floors. 

Material : The material brought by the contractor shall be stacked separately and classified and 

approved, as material for filling in plinth by the Engineer-in-charge and the same, shall only be 

used. The stacked material shall be cleaned of all grass, vegetation and rubbish. The clods of 

soil shall be broken down to size below 50 mm. Black cotton soil shall never be used for filling in 

plinth and floor and such clods shall be removed. The material which is not approved by the 

Engineer-in-charge shall not be used. 

Method of Work : The ground between the plinth walls shall be first cleaned of all grass, 

rubbish etc. If directed by the Engineer-in-charge, near the sides of plinth walls special 

material such as specified graded murum or sand will have to be filled. The material shall be 

conveyed to the site and spread in 150 to 200 mm layers & shall be compacted with either 

manual or by mechanical means at O.M.C. for which adequate water shall be used to achieve 

required compaction. The procedure shall be repeated with each layer, till the required 

thoroughly compacted level is achieved. Care shall be taken not to damage the plinth 

constructions and footings below during the process of filling and compaction. The filling above 

decided finished level, if any, shall be scrapped and removed by the contractor at his risk and 

cost. 

Filling shall be carried out for structures etc. 

Contractor. 



103 



Item to Include : Cleaning of ground in plinth, cleaning of the selected 

material for feeling, 

breaking of clods, conveying and filling in the layers, watering and compaction, all labour and 

equipments. 

Mode of Measurement and Payment : The measurement of the volume actually filled 

by the contractor encased between plinth walls shall be measured in cum without any deduction 

for voids. The level of the ground at all four corners and at other locations, if required for 

correctness, shall be recorded by the Engineer-in-charge before starting the actual filling in 

plinths and will be signed by the authorized representative of the contractor in token of 

acceptance and also by the Engineer-in-charge. Such measurements shall be recorded for each 

filling area separately. The average ground level shall be determined for each filling zone. The 

volume thus filled in and compacted as per the specifications above between the ground level 

and the top level shall be paid at the unit rate per cum as per the contract. The contract rate 

shall be per cum of work done as above. 

Item No. 10.:- Providing and applying of hot applied thermoplastic compound 2.5 mm thick 

including reflectorising glass at 250 gms per sq.m. area. Thickness of 2.5 mm is exclusive of 

surface applied glass beads as per ISR 035. The finished surface to be leveled uniform and free 

from streaks and holes including cleaning of road surface required and controlling traffic etc 

complete as per M.O.S.T. & H’s specification Item No 803. 

Specifications:- 

General :- 

The colour, width and layout of road markings shall be in accordance with the Code of 

Practice for road Markings with paints, IRC: 35, and as specified in the drawings or as directed 

by the Engineer. 

Hot Applied thermoplastic road marking 

i) The work under this section consists of marking traffic strips using a thermoplastic 

compound meeting the requirements specified herein. 

ii) The thermoplastic compound shall be screeded/extruded on to the pavement surface 

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

application of glass beads at a specific rate. Upon cooling to ambient pavement temperature, it 

shall produce an adherent pavement marking of specified thickness and width and capable of 

resisting deformation by traffic. 

iii) The colour of the compound shall be white or yellow (IS colour No. 356) as specified 

in the drawings or as directed by the Engineer. 

iv) Where the compound is to be applied to cement concrete pavement, a sealing 

primer as recommended by the manufacturer, shall be applied to the pavement in advance of 

placing of the stripes to ensure proper bonding of the compound On new concrete surface any 

laitance and/or curing compound shall be removed before the markings are applied. The item 

shall generally be Executed as per MOST Specifications section 800 clause No. 803 & to the 

satisfaction of Engineer In-charge. 

Mode of Measurement: The painted markings shall be measureted in sq. meters of 

actual area marked (Excluding the gaps, if any.) & payment will be made on sq.m basis. 

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Item No. 11.:- Providing and fixing of polymer shanked road studs (Reflective Pavement Market 

/ Cat eye) body made of tough polycarbonate of size not more than 105 x 130 x 20 mm; having 

reflector panel made of poly carbonate micro prismatic lens (providing total internal reflection). 

Electronically welded to the body. The two shanks attached with RPM to hold the marker at its 

place, fixed at site by drilling holes and applying high strength epoxy adhesive recommended by 

the manufacturer & Engineer In-charge including materials, equipment, loading, unloading etc. 

necessary for successful fixing as directed by Engineer-in-charge of work. 

Specifications : 

The cat eyes shall be of approved and standard quality of make 3M only. The reflectors shall be 

in coloures as specified in item. The sample shall be got approved form Engineer In-charge 

before procurement. 

Mode of measurement & payment : 

The contract rate shall be per No. of quantity executed as specified above. 

Contractor.

Kagal-Hatkanangale Five Star Indl. Area..... Repairs and resurfac

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